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Plans (74) iV\ 5T2o( b-oo2S(. nut15 2éO Y so;n�'i" Av. MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-409 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: R46042121 thru R46042159 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <<5\EO P R OF� 74iNE� 4\ 83640PE �r y OREGON 0�yO 0A RY 12 `LOC? O S•O"\`' Di•tan ture EXPIRATIO uw.��'-31-16 December 4,2015 Ong,Choo Soon 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/TP] 1. Job Truss Truss Type Qty Ply POLYGON R46042121 PL15-409_UPPER F01 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:37:57 2015 Page 1 I D:c53KNt9S8dZA NgLpvMEnZkyCd 11-oa5Q8ukLNin0C8HaPg0ikyeyjkzbugDS4LsAN FyCcwu 1-0-0 I 1.5x3 II 1 3x4= 5 2 Scale=1:13.2 U E„ o d ' N f • wirr 4 3 1.5x3 II 3x4= 1-3-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=183/0-3-8,3=219/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)277 lb down at 0-8-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p1f) Vert:3-4=-10,1-2=-100 Concentrated Loads(Ib) Veil:5=-277(F) `<5' .1) P R OFFss GINE i0, ,C?�5 8 .40PE �r i -v„.ORE •N oo �yO0gRY12 OC? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and 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/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandrio.VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042122 PL15-409_UPPER F02 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:00 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-C9mYmwmDgd9b3b094yZPMBF WEyvT57OumJ5q_ayCcwr 0-1-8 H I 1-0-0 1 I I 1-2-0 110-8-711 1-2-0 I p.11-131 Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 =5x8 I I 5x6 II 4x6 II 5x6 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 e e 42 \:' N \ \,• / \ N \O C C - e%._ e 1 C > 'C .,III ` ►;__._. e ME e 1 ®1 _.__ _ _ __ _ _ __ -_ _ J Ie- 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 5x6 II 6x8 I I 6x8=3x6 FP= 5x6 I I 5x6 I I 3x6 FP=5x6 II 6x6= 6x6= 1.5x3 = 6x6 = 5x6 II 11-8-7 10-8-71-1-71 I _ _ 23-8-4 1 10-6-7 -7-0 11-11-13 0-7-0 Plate Offsets(X,Y)-- [33:0-3-0,0-0-0],(35:0-3-0,Edgel,[41:0-1-8,0-0-8],[42:0-1-8,0-0-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.19 34 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.30 34 >944 360 BCLL 0.0 Rep Stress'nor NO WB 0.29 Horz(TL) 0.06 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:208 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 41=1738/0-5-8,26=1460/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2053/0,3-4=-2053/0,4-5=-3815/0,5-6=-3815/0,6-7=-5351/0,7-8=-5351/0, 8-9=-5351/0,9-10=-6071/0,10-11=-6071/0,11-12=-5955/0,12-13=-5955/0, 13-14=-569010,14-15=-5690/0,15-16=-5173/0,16-17=-5173/0,17-18=-4311/0, 18-19=-4311/0,19-20=-4311/0,20-21=-3119/0,21-22=-3119/0,22-23=-1699/0, 23-24=-1699/0 BOT CHORD 40-41=0/1093,39-40=0/2964,38-39=0/4611,37-38=0/4611,36-37=0/6017,35-36=0/6071, 34-35=0/6071,33-34=0/5955,32-33=0/5955,31-32=0/5465,30-31=0/4823, 29-30=0/3745,28-29=0/3745,27-28=0/2439,26-27=0/907 WEBS 2-41=-2001/0,2-40=0/1849,4-40=-1756/0,4-39=0/1640,11-34=-271/0,24-26=-1677/0, 24-27=0/1527,22-27=-1426/0,22-28=0/1309,20-28=-1207/0,6-39=-1535/0, 6-37=0/1425,9-37=-1354/0,9-36=0/257,20-30=0/1091,17-30=-986/0,17-31=0/674, 15-31=-563/0,15-32=0/434,13-32=-494/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. �cO P R OFF 3)Refer to girder(s)for truss to truss connections. S' 4)Bearing at joint(s)41 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity C?�C; ANG I NE. s/OZ of bearing surface. , 17 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 G>; 8 ,4OPE r be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 7-6-0,and 177 lb OP of down at 16-0-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 110 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9 ORE •N '.� �j O LOAD CASE(S) Standard 'y0�Jq RY 12 O�� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 O S 0 WA Uniform Loads(plf) Vert:2641=-8,1-25=-80 Digital Signature Concentrated Loads(lb) EXPIRATION DATE: 12-31-16 Vert:9=-965(6))17=-177(B) December 4,2015 t, r -e. a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. NI' 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-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 R46042123 PL15-409_UPPER F03 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:00 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-C9mYmwmDgd9b3b094yZPMBFWNyzd530umJ5q_ayCcwr 1-7-0 I I 1-9-0 Scale=1:17.8 6x6= 34 II 3x6 II 3x6 II 3x6 II 3x6 II 1 11 2 3 4 12 5 13 6 0 0 o e � o N N e o e �i. I`2 10 9 6x6= 5x6 II 3x6 I I 6x6= 9-4-0 I 9-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-1033/0,1-11=-770/0,2-11=-770/0,2-3=-770/0,3-4=-1123/0,4-12=-1123/0,5-12=-1123/0 BOT CHORD 8-9=0/1102,7-8=0/781 WEBS 5-7=-1068/0,5-8=0/476,4-8=-311/0,3-9=-463/0,2-9=-417/0,1-9=0/1082 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-10=-10,1-6=-100QED PR OFF Concentrated Loads(Ib) s Vert:4=-132(F)3=-132(F)2=-132(F)11=-276(F)12=-132(F)13=-132(F) ���� �cNGI NEL- �o, ‘44 8 .4-OPE �r diF y OR SON >. C>yO&gRY 12-•OAC? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 a WARNING-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 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 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 R46042124 PL15-409_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:01 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hLKw_GnrRwHShlbLeg4eu0ogeLBXgTc2?zgNW1 yCcwq I 1-10-4 II 1-9-0 I 0-48 Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 = 5x6 II 4x6 II 5x6 II 1.5x3 = 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 a —25-- - r c _ Q 27 0 0 d d N N mr O O O 6 26 25 24 23 22 21 20 19 18 17 2x4 II 5x8= 4x6= 3x6 FP= 3x5= 3x5= 4x8= 3x4 = 1.5x4 SP= I 23-11-12 I 23-11-12 Plate Offsets(X,Y)— [27:0-1-8,0-0-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.18 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.28 20-21 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:159 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) 25=1061/Mechanical,17=1046/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-1055/0,1-2=-1080/0,2-28=-1080/0,3-28=-1080/0,3-4=-2500/0,4-5=-2500/0, 5-6=-2500/0,6-7=-3276/0,7-8=-3276/0,8-9=-3416/0,9-10=-3416/0,10-11=-2918/0, 11-12=-2918/0,12-13=-2918/0,13-14=-1785/0,14-15=-1785/0 BOT CHORD 23-24=0/1861,22-23=0/2951,21-22=0/2951,20-21=0/3406,19-20=0/3228,18-19=0/2417, 17-18=0/971 WEBS 15-17=-1373/0,15-18=0/1151,13-18=-894/0,13-19=0/709,10-19=-438/0,10-20=0/266, 6-21=0/461,6-23=-637/0,3-23=0/904,3-24=-1104/0,1-24=0/1464 NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down at 2-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. PR 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Gj'`<CY°NAGINE eSs� LOAD CASE(S) Standard ��` �' 9 O2'9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 3.40PE Uniform Loads(plf) Vert:17-25=-8,1-16=-80 40 Concentrated Loads(Ib) ilr Vert:28=-20(B) 4111111, y ORE • 1 'o 0/•O&'�RY 12-•`ZO\C? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042125 PL15-409_UPPER F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:02 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-9XuJBcoUCEPJJvAYCNbtRcLt6IgkZ4TBEdax3TyCcwp l 1-2-12 1.5x3 11 1 3x4= 2 Scale=1:13.2 4 3 1.5x3 11 3x4= 1-5-12 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 """" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=74/Mechanical,3=74/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PROFFu co ANGMNE y 8 p40PE r AP if -7,,ORE •N o'`o oOe.igRY 12,,\•4 sooty Digital Signature EXPIRATION DATE: 12-31-16 • December 4,2015 � I • a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicoted is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,USB-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 R46042126 PL15-409_UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 a Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:02 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-9XuJBcoUCEPJJvAYCNbtRcLr7laiZzZBEdax3TyCcwp 0-1-8 H I 2-1-12 i 2-6-0 I Scale=1:35.5 1.5x3 II 1.5x3 —1.5x3 = 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP=1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 18 3:Z-NN,-V-N.-7-NN..-7 Ns444sN O d N 17 ose, o � o e 16 15 14 13 12 11 3x4= 3x6 = 3x6 FP= 3x5= 3x6= 3x4 = I 20-4-12 I 20-4-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.12 13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.20 13-15 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.51 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 1 Code IBC2012/TP12007 (Matrix) Weight:101 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) 11=886/0-2-12,16=886/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1750/0,3-4=-1750/0,4-5=-2406/0,5-6=-2406/0,6-7=-1835/0,7-8=-1835/0,8-9=-1835/0 BOT CHORD 15-16=0/945,14-15=0/2219,13-14=0/2219,12-13=0/2262,11-12=0/1076 WEBS 9-11=-1334/0,9-12=0/940,6-12=-529/0,4-15=-581/0,2-15=0/998,2-16=-1240/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. '`���� PROFe0 r* c.:;.. '9 �NGINEF'9 Oy �' 8,�OPE r • y�ORE 1N c: 0,y, RYi2.o�0 s0ON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I -- A WARNING-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 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/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042127 PL15-409_UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:03 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-dkShOyo6zYXAx31km576zpt2v90_IXCKSHJUbvyCcwo 0-18 Scale=1:39.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 q b g - g t e 0 A m g p g d a 42 0 0 a d N N a a 7 ,, a b o a o a a 0 4 4 o 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 i 2-8-0 1 4-0-0 1 5-40 1 6-8-0 1 8-0-0 9-40 1 10-8-0 l 12-0-0 l 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-4-0 1 22-8-0 123-11-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-11-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. \(5p PROFESS 47\_ N`'INEF/9 /02 ir 8 940PE V1' 4-1r i 9A.ORE •N opo 0�y,&1 RY 12--o�C' O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. igl• 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042128 PL15-409_UPPER F08 FLOOR GIRDER 1 1 Job Reference(oational) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:04 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-5w03clpkkrfl YDKwJoeLW1 QDgZMV1xCUhx327LyCcwn I 2-0-0 I 0 1 1-2-12 p-11{8 Scale=1:42.9 3x6 = 3x4 II 3x4= 3x4 = 3x4 = 3x4= 3x6 FP= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 X 26 d d 0\_kb 411104 70 0 10 Nib /440 IhH14104, N N ♦do/H46_ ♦♦♦♦♦'i♦♦ ♦14 �i ♦ i ♦ ♦ /, ♦♦♦ ♦� ♦ i 25 24 23 22 21 20 19 18 17 16 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 4x6 = 3x4 = 25-2-0 I 23-6-12 23-ft-4 I 23-6-12 0-1-8 1-5-12 Plate Offsets(X,Y)-- f1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) 0.00 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.02 23-24 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.24 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:138 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 23-8-4. (lb)- Max Uplift All uplift 100 lb or less at joint(s)18 Max Gray All reactions 250 lb or less at joint(s)24 except 17=768(LC 1),17=768(LC 1),23=392(LC 3), 21=364(LC 3),20=363(LC 3),19=361(LC 3),18=296(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 16-25=-377/0,25-26=-377/0,15-26=-377/0,13-14=0/286 BOT CHORD 16-17=-286/0 WEBS 14-17=-579/0,14-16=0/474 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 24-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .`�Q`E� P R 0Fes s LOAD CASE(S) Standard �Cj NG(N Etc �0 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 , R 779 Uniform Loads(plf) Q 8 40 P E r Vert:16-24=-8,1-14=-80,14-15=-180(F=-100) Concentrated Loads(Ib) Alt Vert:15=-272(F) / 9dr A,ORE o,.o Cay, R 12-' 0. \4. SOON Digital Signature - EXPIRATION DATE: 12-31-16 December 4,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NT 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-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 R46042129 PL15-409_UPPER F09 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:05 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-Z6aRpdgMV9ntAMv7tW9a2EzPgzhTmRidwbobfoyCcwm 001-3 Scale=1:14.0 1 2 3 4 5 6 7 e o e o 0 0 0 1 16 11 o0 d N N 15 j I II 1111 w 14 13 12 11 10 9 8 1 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 1 7-4-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:38 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 7-4-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)14,8,13,12,11,10,9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. ���0P R()Fp NEF � 9 O 2�C� y CZ- 8 •40PE r IILW , y OR SON o•o Cox,-.A RY 12 20�� SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek0 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/IPI1 Quality Crlteda,OSB-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 R46042130 PL15-409_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:05 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCdl1-Z6aRpdgMV9ntAMv7tW9a2EzPfzhSmRhdwbobfoyCcwm 1 2 3 4 5 6 Scale=1:12.8 e o o -0 0 0 14 0 d N e — — — — —J 13 e o o e e s 12 11 10 9 8 7 I 1-4-0 I 2-8-0 1 4-0-0 1 5-4-0 1 6-2-12 I 1-4-0 1-4-0 1-4-0 1-4-0 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:33 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 6-2-12. (lb)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. 4PRoFFss ��\� ANG I N SFR i02y � 8 •40PE r 1- i -v ORE •N no Q6,,�1 RY t 2.O\-\ o SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 f I IMMO A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. MI. Design valid for use only with MTekd 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 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 R46042131 PL15-409_UPPER F11 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:06 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCdl l-1 J8p1 zr_GTvkoWTJRDgpbSVYXMxCVmGn9FY8CEyCcwl 0-1-8 H I 1-8-12 l l 1-6-8 1 2-0-0 i Scale=1:38.0 3x4= 3x4 = 3x4 II 4x4 = 3x4 = 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 eit aa —as 4 o -. ;:\ /N R. hp- 21 20 19 18 17 16 15 14 3x6= 3x6 FP= 3x5= 3x5= 3x6= 3x4 = 4x6 = l 1-11-12 210 22-4-12 I 1-11-12 0-1-8 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.12 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.19 16-17 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.05 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E I 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:18-20. REACTIONS. (lb/size) 14=856/0-2-12,20=1364/0-5-8 Max Gray 14=880(LC 4),20=1364(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/346,2-3=0/345,3-4=-1381/0,4-5=-1381/0,5-6=-2237/0,6-7=-2237/0,7-8=-2294/0,8-9=-2294/0, 9-10=-2294/0,10-11=-1556/0,11-12=-1556/0 BOT CHORD 19-20=-138/646,18-19=-138/646,17-18=0/1900,16-17=0/2357,15-16=0/2017,14-15=0/881 WEBS 1-20=-484/0,12-14=-1191/0,12-15=0/912,10-15=-623/0,10-16=0/374,5-17=0/492,5-18=-73710,3-18=0/1034, 3-20=-1116/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 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. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ? PR OFEs`�Q`° LOAD CASE(S) Standard 5 NEL. C\ ‘AGI 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 � -17 1' Uniform Loads(plf) Q :-- Vert:14-21=-8,1-13=-80 40 P E Concentrated Loads(Ib) / Vert:1=-272(F) y2 OREG�,� 0,yOC�,gRY 12.OAC? s0oN Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 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/IPl1 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 R46042132 PL15-409_UPPER F12 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:07 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-VVhCEJrc1 m1 bPg2V?wB28f2lEmKXEJawNvHikgyCcwk 0-1-8 HI 1-2-12 I P-8-41 2-0-0 1 Scale=1:43.4 1.5x3 = 3x6 FP= 3x6 FP= 1.5x3 = 4x6 II 1 2 3 4 5 6 7 8 9 10 11 1213 14 15 16 tdm I g / N ./ N.* 4/'\\\•HZNS, ZWN Z N 2 N 26 ° NIA EN 25 24 23 22 21 20 19 18 17 1.5x3 II 4x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x4 = 1 1-5-12 1-Tr4 25-2-0 I 1-5-12 0-1-8 23-6-12 Plate Offsets(X,Y)-- 11:0-1-8,0-0-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.09 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) -0.15 19-20 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.04 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:167 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:24-25,23-24. REACTIONS. (lb/size) 17=622/Mechanical,24=2401/0-5-8 Max Gray 17=640(LC 4),24=2401(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/297,2-3=0/293,3-4=-839/24,4-5=-839/24,5-6=-1707/0,6-7=-1707/0, 7-8=-1707/0,8-9=-2057/0,9-10=-2057/0,10-11=-1891/0,11-12=-1891/0, 12-13=-1891/0,13-14=-1210/0,14-15=-1210/0 BOT CHORD 22-23=0/1327,21-22=0/1327,20-21=0/1933,19-20=0/2024,18-19=0/1603,17-18=0/668 WEBS 2-24=-1393/0,1-24=-465/0,15-17=-890/0,15-18=0/720,13-18=-524/0,13-19=0/382, 8-21=-329/0,5-21=0/530,5-23=-678/0,3-23=0/857,3-24=-709/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 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. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-1-8,and 1230 lb isk�D P R OFF down at 1-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. s 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �.. , NGI NEF, s/OZ LOAD CASE(S) Standard C ' :-.640PE -7r 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) .� Vert:17-25=-5,1-2=-150(F=-100),2-16=-50 e Concentrated Loads(Ib) Vert:1=-272(F)2=-1230(F) y ORE • I ar O O 0yO& RN/i2,,\-\ LIC) SOON Digital Signature - EXPIRATION DATE: 12-31-16 December 4,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.10/03/2015 BEFORE USE. 14111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042133 PL15-409_UPPER F13 Floor 5 1 Job Reference(oational) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530$Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-zhFaSfsEn49S1gdiYeiHgtbubAh4zno3cZ1 FG7yCcwj I 0-6-4 4x4 1-2-0 I I 0-8-7 4x4-1 1-2-0 I I 0-6-1 I 1 2 3 4 5 4x4 = 6 Scale=1:12.9 • • j . • • - ' . . . 13 - o d N • — / _ > i,,, a e -s e e s e 4x4 = 4, 12 11 10 9 8 4x4= 4x4= I 2-10-11 I 3-5-11 I 4-0-11 1 4-11-4 I 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)-- (2:0-1-8,Edge],[4:0-1-8,Edge],[5:0-1-8,Edge],[7:Edge,0-1-8],[10:0-1-8,Edgel,112:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 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=209/Mechanical,7=204/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-12=-314/0,5-7=-306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. •�Q,cD PR°Fee, �c,N ANGINE-,R X04, -17 Qt 3.40PE i--- A, A y�ORE IP 1 N o sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 A WARNING-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/TPII Qualify Criteria, 7777 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 R46042134 PL15-409_UPPER F15 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-zhFaSfsEn49S1 gdiYeiHgtbskAfKzlQ3cZ1 FG7yCcwj 064 I I 1-20 I I 0-8-7 1 1 1-2-0 I I 1-5-1 I 2-fi-0 i Scale=1:16.4 1.5x3 II 4x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4x4= 4 5 6 7 o s J e • EC 100 d N e e e •s /f A i e e Q� 3x4= 13 12 11 10 9 8 1.5x3 II 1.5x3 II 4x4= 4x4= 3x4= I 2-10-11 13-5-11 14-0-11 1 8-2-12 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)-- f2:0-1-8,Edgel,[3:0-1-8,Edgel,[9:0-1-8,Edgel,[10:0-1-8,Edgef,[13:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-380/0,4-5=-380/0,5-6=-380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 4-10=-262/0,2-13=-620/0,3-10=0/446,6-8=-437/0 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. �<< cO PROre ss �,._ ACo NGIrvEE'4 /�2 Q 8 .40PE �r y2 OR •N e.,, SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 aWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill' 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 , Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042135 PL15-409_UPPER F16 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:09 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-Supyf?ttYOHJf_Cu6LDWD472uaxoi5cDrDmopZyCcwi 0-1-8 HI 1-2-12 l p-8-41 2-0-0 1 Scale=1:42.8 4x5= 3x4 = 3x4 II 3x4= 3x4= 3x4= 3x6 FP=3x4 = 4x4= 2 3 4 5 6 7 8 9 10 11 12 13 14 15 g O O N d II ►tet 24 23 22 21 20 19 18 17 16 4x6= 4x6= 3x6 FP= 3x5= 3x5 = 3x5= 4x6= 3x4= 1 1-5-12 1-7t4 25-2-0 1 1-5-12 0-ii-8 23-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.21 19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.33 18-19 >867 360 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:136 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:22-23. REACTIONS. (lb/size) 16=1013/Mechanical,23=1450/0-5-8 Max Gray 16=1028(LC 4),23=1450(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1350/0,4-5=-1350/0,5-6=-2679/0,6-7=-2679/0,7-8=-3209/0,8-9=-3209/0,9-10=-2943/0,10-11=-2943/0, 11-12=-2943/0,12-13=-1881/0,13-14=-1881/0 BOT CHORD 22-23=-123/379,21-22=0/2105,20-21=0/2105,19-20=0/3036,18-19=0/3168,17-18=0/2504,16-17=0/1043 WEBS 14-16=-1410/0,14-17=0/1132,12-17=-842/0,12-18=0/593,9-18=-304/0,7-19=0/256,7-20=-504/0,5-20=0/797, 5-22=-1042/0,1-23=-399/0,3-22=0/1335,3-23=-1100/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��� D PR R 0FE- c, LOAD CASE(S) Standard . ANG I N E�c9 /_ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �C� "9 Uniform Loads(plf) Q 8 .40PE r" Vert:16-24=-8,1-15=-80 Concentrated Loads(Ib) 411. / Vert:1=-272(F) i 9 OR OF oo O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 r.r_ 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 MiTebS connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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-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 R46042136 PL15-409_UPPER F17 Floor 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:10 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-w4NKsLuVJhPAG8n4g3111IgDD_H H RXbM3tWML?yCcwh 5,-7-41 2-6-0 I 0-48 Scale=1:40.7 4x6= 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 X: 21 0 0 7 NNIII 7 N N d d ("'l N II NN V m _Nkt N - 20 72 19 18 17 16 15 14 13 4x4 = 4x8= 3x6 FP= 3x5 = 3x5= 4 x 6= 3x4= 0-f8 23-11-12 I 0-'1-8 23-10-4 Plate Offsets(X,Y)-- f19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress lncr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4,19=1043/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1581/0,3-4=-1581/0,4-5=-3040/0,5-6=-3040/0,6-7=-3266/0,7-8=-3266/0,8-9=-2265/0,9-10=-2265/0, 10-11=-2265/0 BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,14-15=0/2907,13-14=0/1291 WEBS 11-13=-1600/0,11-14=0/1207,8-14=-796/0,8-15=0/444,6-16=-314/0,4-16=0/731,4-18=-1077/0,2-18=0/1492, 2-19=-1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 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. ����p PROFe, �C?�5 ANG I N E',9 zp-9 ...._-4.., 8 .4-OPE r Or .0 4110 oy, ORE N 'OC ` - C � •,-, RY 12.O\ sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I b A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK 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 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 Bal 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 R46042137 PL15-409_UPPER F18 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-OGxi4hu74?X1 uHMGEmG_IVDO3NciA_iWIXFvtSyCcwg 0-1-8 2-6-0 Scale=1:40.1 6x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5 = 1 2 3 4 5 6 7 8 9 10 11 12 20 !! i 7 ANN 0...deor-NN z.-.N zo,—,\NN N IIF N '1 O O O •O 19 18 17 16 15 14 13 6x6 = 4x8= 3x6 FP= 3x5= 3x5 = 4x6= 3x4 = I 23-8-0 23-8-0 Plate Offsets(X,Y)— (19:Edge,0-1-81,119:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.21 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.35 15-16 >803 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.07 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1032/Mechanical,19=1027/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1461/0,3-4=-1461/0,4-5=-2950/0,5-6=-2950/0,6-7=-3206/0,7-8=-3206/0,8-9=-2235/0,9-10=-2235/0, 10-11=-2235/0 BOT CHORD 17-18=0/2345,16-17=0/2345,15-16=0/3219,14-15=0/2862,13-14=0/1276 WEBS 11-13=-1581/0,11-14=0/1188,8-14=-777/0,8-15=0/426,6-16=-333/0,4-16=0/750,4-18=-1095/0,2-18=0/1511, 2-19=-1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Bearing at joint(s)19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. '<-6% PROF �0s ��`� �NCa1fV� -9 /e2-7 2 :.)640PE r 40, ir -7,..,O, RE•.o 06,,&q RY 12.OAC? sOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 • r nom Allk WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. IMI' 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 Miiek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042138 PL15-409_UPPER F19 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:12 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-sSV5H 1 vlrJfuWRxTnUnDrjlbsn27vZNfXB?TPuyCcwf 0-1-8 H I 1-8-12 ( 1 2-2-0 i 2-6-0 i Scale=1:38.5 1.5x3 = 3x6 FP= 3x6 FP= 1.5x3 = 5x6 II 4x6 II 1 2 3 4 5 6 7 8 9 10 11 12 _ L : . - L 0 0 d d N N .\I 20 a m e , 19 18 17 16 15 14 3 1.5x3 I I 3x6 FP= 3x8= 3x5= 3x4 = I 1-11-12 2-1/4 22-4-12 I 1-11-12 0-1-8 20-3-8 Plate Offsets(X,Y)-- [1:0-1-8,0-0-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.05 15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:143 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 13=811/0-5-8,18=3148/0-5-8 Max Horz 13=-1594(LC 4),18=1594(LC 4) Max Gray 13=868(LC 4),18=3148(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/829,2-3=0/828,3-4=-1649/154,4-5=-1649/154,5-6=-16491154,6-7=-2380/0, 7-8=-2380/0,8-9=-1842/0,9-10=-1842/0,10-11=-1842/0 BOT CHORD 17-18=-1035/0,16-17=-1035/0,15-16=0/575,14-15=0/749,13-14=-501/163 WEBS 2-18=-1533/0,1-18=-1113/0,11-13=-1338/0,11-14=0/917,8-14=-519/1,6-15=0/360, 6-16=-731/0,3-16=0/1140,3-18=-1355/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Non Standard bearing condition. Review required. 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. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)608 lb down at 0-1-8,and 1200 lb �Ep P R OFF down at 2-3-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. S' 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �.. ANG I N EF9 `s/�?, LOAD CASE(S) Standard Z' 8#,.34-OPE 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:13-19=-8,1-2=-180(F=-100),2-12=-80 Concentrated Loads(Ib) Vert:1=-608(F)2=-1200(F) y ORE •N '.� Cay y Coq RY i 2.Z�\JC? ° SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042139 PL15-409_UPPER F20 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Thu Dec 03 14:38:12 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-sSV5H1 vlrJfuWRxTnUnDrjlcun45vcQfXB?TPuyCcwf Scale=1:18.7 1 2 3 ' 4 5 6 7 8 9 10 O -o J 0 o o o 0 0 'o d 0 dO N N O -D o O o @ O O o 'O J 20 19 18 17 16 15 14 13 12 11 11-4-8 11-4-8 r LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:55 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 11-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. '���o P R Ore ss �C?5 ENGIN F'4 /�2 8 •40PE �r OP -I OR SON oo C� 0. ,,,..., R Y 12.,\-\ Lin sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I 1 A WARNING-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 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 fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criferla,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 R46042140 PL15-409_UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd 11-Kf3TVNwNccol7bWfLBISNwIkjBQZe3VpmrkOyKyCcwe 1.5x3 I I 0-7-12 I 2-6-0 1 15x3 11 1 2 4x4= 3 Scale=1:13.0 • o 5 4 4x4= 3x4= Or1-$ 3-4-12 0-1-5 3-3-4 Plate Offsets(X,Y)— 15:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (10c) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=144/0-1-8,5=144/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ci1,0 P R OFEss 5 ENGINEER �p ,c?� 2-9 •40PE ete • y7 ORE qo ,y°C�gRY,2 OAC? ° sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 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 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/T911 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 R46042141 PL15-409_UPPER F22 Floor 2 1 Job Reference(national) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd I1-Kf3TVNwNccol7bWfLBISNwlkeBNge_npmrkOyKyCcwe 1 1-3-12 I 2-6-0 Scale=1:24.9 1.5x3 I I 3x4 = 1.5x3 I I 3x4 = 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 N / N\S- •V-4N-'' 1,-NI444-- ,', A O 8 1 A. 10 9 3x4 = 3x5 = 3x5= 3x4 = 0-i1-18 14-3-12 0-1-8 14-2-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-977/0,3-4=-977/0,4-5=-1120/0,5-6=-1120/0 BOT CHORD 10-11=0/427,9-10=0/1189,8-9=0/719 WEBS 6-8=-891/0,6-9=0/497,4-10=-264/0,2-10=0/682,2-11=-721/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4PR6 FFs coNGINEFsi R (:) 2�� yQ 8 .40PE r AillIP o9 ORE •N CCooc6,, qRY12,o\ SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 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 buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042142 PL15-409_UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:14 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-ordriix?Nwwcll5rvvphw8rul bgwNOAy_VUZUmyCcwd 0f 8-411 2-6-0 I 0-18 Scale=1:36.6 4x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 e o3 2 0 _9_cV z m 20 0 0 d7" N. VNs, N.., d N ry 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6 = 305 = 3x8 = 3x4= I 21-6-12 21-6-12 Plate Offsets(X,Y)-- II1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (be) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 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) 18=937/0-2-12,12=937/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-949/0,1-2=-41410,2-3=-41410,3-4=-217010,4-5=-217010,5-6=-2686/0,6-7=-268610,7-8=-1975/0, 8-9=-1975/0,9-10=-1975/0 BOT CHORD 16-17=0/1437,15-16=0/1437,14-15=0/2569,13-14=0/2472,12-13=0/1146 WEBS 10-12=-1420/0,10-13=0/1027,7-13=-616/0,7-14=0/264,5-15=-495/0,3-15=0/908,3-17=-1267/0,1-17=0/1042 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 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. ���Efl P R OFess CO ENGIN�F�4 /� Z i-C" :. .40PE �r -7,L OREG• t.Q 06,,, RY 12',\-> sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. till, 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 !f building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek° 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 R46042143 PL15-409_UPPER F24 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:15 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCd 11-G1 ADw2yd8E2TNVf2TcKwSLN69?6p6zB5D9D7ODyCcwc 0-h8 Scale=1:33.5 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 38 3E d o 0 c N N M 37 a P d d P P d o P a U a a a P V 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 I 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 I 20-0-0 29-4-112 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-4-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:97 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 20-4-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Uplift All uplift 100 lb or less at joint(s)19 Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,32,31,30,29,28,27,26,25,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. ��� D P R oF,s 5 NGINEcs/ �� Q� 0 2� -7 Q8 ,40PE c-- 40, i y • o �ORE N )o� &g 0 � .yORY12 � o SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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 R46042144 PL15-409_UPPER F25 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:15 2015 Page 1 ID:c53KNt9S8dZANgLpvM EnZkyCdl1-G1 ADw2yd8E2TNvf2TcKwSLN5L?6k6zA5D9D70DyCcwc 0-1T8 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 2 o a 9 o 2 9 9 o 9 o - — 9 o_ - - - 38 N 4 m q e a a i o 0 0 o v o a 0 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 i 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-6-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:100 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 21-6-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. -((- P R OFE0 �C?�5 ANG{NE9 io2y $ :,40PE r ilir i 7,L ORE • o,.41111 o Oy0(igRY 12,,\-\ o SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 aWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. regl• 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042145 PL15-409_UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:16 2015 Page 1 I D:c53KNt9S8dZA NgLpvMEnZkyCd 11-kEkb70yGvXAK_3EE0Jr9?ZwDXOKOrFJFSpzgYfyCcwb 1-0-4 I 2-6-0 I 0-H8 Scale=1:41.5 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 7bN , a N21 R 7 N a 7o a e A 20 ir, TA 19 18 17 16 15 14 13 3x4 = 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4 = 1.5x3 SP= 0-48 24-4-12 0-11-8 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1062/0-5-4,19=1062/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1782/0,3-4=-1782/0,4-5=-3190/0,5-6=-3190/0,6-7=-3366/0,7-8=-3366/0,8-9=-2315/0,9-10=-2315/0, 10-11=-2315/0 BOT CHORD 18-19=0/600,17-18=0/2626,16-17=0/2626,15-16=0/3419,14-15=0/2982,13-14=0/1316 WEBS 11-13=-1631/0,11-14=0/1238,8-14=-827/0,8-15=0/475,6-16=-283/0,4-16=0/699,4-18=-1045/0,2-18=0/1464, 2-19=-1200/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 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. ���ED PROFe0- �,IN ANGINEF9 0, Q :. 640PE '' • -v ORE >. c , 4 RY 12-•O�0 o sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 + 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 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 coponent,not o 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-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 R46042146 PL15-409_UPPER F27 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DQIzLkzugrlAcCpQa1 NOYmTQ9oIBaprOgSiE5SyCcwa 1-7-4 I 2-3-0 I8 Scale=1:23.3 1.5x3 I I 1.5x3 = 1.5x3 II 3x4= 1.5x3 H 3x4= 1.5x3 II 3x4= 1.5x3 = 1 2 3 4 5 6 7 J A o o o 7 13 0 d d N V N- /11/1' N• N o o 12 lcj 10 9 t 3x4= 3x5= 3x5 = 3x4= I 13-5-12 I 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 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) 8=582/0-5-4,11=582/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-888/0,3-4=-888/0,4-5=-958/0,5-6=-958/0 BOT CHORD 10-11=0/463,9-10=0/1038,8-9=0/608 WEBS 6-8=-783/0,6-9=0/450,2-10=0/546,2-11=-697/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. ���Ep PROFESS ��\� ANG I N EF9 /ui, 8 ,40PE r lir , - ORE •41/ �'`o 0.5,„ RY12,O 0 � o SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 , aWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MN' Design valid 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 MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042147 PL15-409_UPPER F28 FLOOR SUPPORTED GABL 24 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9SSdZANgLpvMEnZkyCdl1-DQIzLkzugrlAcCpQal NOYmTSUooGatAOgSiE55yCcwa I 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 - _ „ , T . •�•�♦�•� �•�•�•�•..� 4 ��������47' 1.5x3 II 3x4= p 1-3-8 l 0-0-3 1-3-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=64/1-3-11,3=64/1-3-11,3=64/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. '\0cOPROFF0^ �c?�� ANG,N EF,4 i_y ,..._44., 8 .40PE r OP y,,ORE �N o,./ SOON Digital Signature • EXPIRATION DATE: 12-31-16 December 4,2015 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. SIN' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss 'Truss Type Qty Ply POLYGON R46042148 PL15-409_UPPER F30 FLOOR SUPPORTED GAOL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DQIzLkzugrlAcCpQa1 NOYmTS7o0LatAOgSiE55yCcwa 1.5x3 H I 1 4x4 = 2 Scale=1:13.3 - o 4 3 1.5x3 I I 4x4 = II II 0-9-12 04-4 0-9-12 Plate Offsets(X,Y)-- f1:Edge,0 1 81,(3:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=38/0-10-0,3=38/0-10-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. 4DPROFESS NGINEcR /_2 640 P E '' . v ORE 111: 1e9 C� O Ciq RY 2 „\-\ SOON Digital Signature • EXPIRATION DATE: 12-31-16 December 4,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil" Design valid for use only with 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042149 PL15-409_UPPER F31 FLOOR SUPPORTED GAEL 1 1 Job Reference foational) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hcsMY4_WR9Q1 EMOd8kud4_?dEC7VJKQYv6SndYyCcwZ I 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 L - o , , F • .. .•• 1.5x3 II 3x4= g 1-3-8 I 0-a3 1-3-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 '"'" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=64/1-3-11,3=64/1-3-11,3=64/1-3-11 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. '\�RE� PROF� 74iNE4\y Q8 .40PE r il� i Jr �'yyr.,!Jq R Y 12..,\-\ O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.10/03/2015 BEFORE USE. 1111. 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/TPI1 Qualify 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 R46042150 PL15-409_UPPER F32 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hcsMY4_WR9Q1 EMOd8kud4_?dLC7VJKuYv6SndYyCcwZ 1 2 3 4 Scale=1:13.0 0 0 a N (V • . 8 7 6 5 3-7-0 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. �c,N ANG N EF9 �o2y 3.40PE 4,0 • -7 ,ORE �o'`o 0, & Ry 142-' sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 t eaea 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 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042151 PL15-409_UPPER F33 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-hcsMY4_WR9Q 1 EMOd8kud4_?cfC7RJKQYv6SndYyCcwZ 1-4-0 1. x3 H I 1 3x4 = 2 Scale=1:13.2 0 0 • • 4 d d N N ... .♦♦..♦.♦♦♦♦.♦..♦....♦=♦�. 1.5x3 II 3x4= I 1-7-0 0-0-2 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=80/1-7-2,3=80/1-7-2,3=80/1-7-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. 4oPR6FE 7> oINE4\y 8 •4OPE y OR °ON 0►.0 C'yO°'1RY 12-*O\4C? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 e.. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Cfrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042152 PL15-409_UPPER F34 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:19 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd I1-9pQkIQ?8CSYurWzpiSPsdBYoncTg2ngh8mBK9_yCcwY 7x10 II 1 2 Scale=1:13.3 _ o t i 7 4 3 7x10 II 0-7-4 0-d-2 0-7-4 Plate Offsets(X,Y)— 11:Edge,0-1-81,[4:Edge,0-1-8I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-7-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=26/0-7-6,3=26/0-7-6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. ����� PR �FFss 41," NGINE9 io�y 8 .40PE c-- Air i' , y�OR ••N Opo 0�yO&gRY qe 12- SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042153 PL15-409_UPPER F36 FLOOR SUPPORTED GABL 3 1 Job Reference(oationall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:19 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-9pQklQ?8CSYurWzpiSPsdBYntcTk2ngh8mBK9_yCcwY 1 1-1-4 I 1.5x3 11 1 3x4= 2 Scale=1:13.2 • • ♦.♦ , 4 �����������������•�• 1.5x3 II 3x4= 1-4-4 0--2 1-4-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=68/1-4-6,3=68/1-4-6,3=68/1-4-6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. <(-N\ PR OFF 7GINE4\� 3.4OPE yy ORE �o,\o py &q RY o i 2 � SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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-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 R46042154 PL15-409_UPPER F38 Floor Supported Gable 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-d?_6zm?mzmglTgY?F9w59P5zpOp_nDwrNQxuhQyCcwX 1-0-0 1.5x3 II 1 3x4= 2 Scale=1:13.2 • o d 1.5x3 II 3x4= 1-3-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=62/1-3-0,3=62/1-3-0,3=62/1-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. PR OFFss co ANG i NEc9 y,L ORE•N o�9 ,yO`iq R Y 12 OC? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with Mack®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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042155 PL15-409_UPPER F50 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-d?_6zm?mzmglTgY?F9w59P5yzOpunDwrNQxuhQyCcwX 1-5-0 1.5x3 I I 1 3x4= 2 Scale=1:13.2 00 d N N •••�•��•••4'��i• 4 '• �I 1.5x3 II 3x4= 1-8-0 1-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=85/1-8-0,3=85/1-8-0,3=85/1-8-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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 PROF4ss c, �'I NFFR io2y .11-OPE41140, y,G ORE IP C), (�q R Y 2,OC? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 � t 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 MiTeki 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/T1'11 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 R46042156 PL15-409_UPPER F51 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-d?_6zm?mzmglTgY?F9w59P5ziopznDwrNQxuhQyCcwX 1-0-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 • d d N N 4 ♦+�.�♦�♦�.�v v''v-v' +....... 10 1.5x3 II 3x4= 1-3-12 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 '"" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=65/1-3-12,3=65/1-3-12,3=65/1-3-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. PROF/ ,��c, NGINiEF,y i�2y 8 •40PE y7,ORE •N 2'c) tin�q RY 141'r.t\4 o SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 .WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1/TPI1 QuolIy 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 R46042157 PL15-409_UPPER F53 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd I1-5BYUA600k4oc5g7BptRKicd80P9GWgA_b4gR EsyCcwW 1.5x3 II 1 4x4- 2 Scale=1:13.3 - o 4 3 1.5x3 II 4x4= 0-11-0 0-11-0 Plate Offsets(X,Y)-- El:Edoe,0-1-8j,[3:Edge,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-11-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=44/0-11-0,3=44/0-11-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. 4PR5 re, 5 ANG I N EF,4 i�2y 8 ,1-OPE 'die V ORE (IN.) C�yO Cog R Y 12 OAC? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 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 Mieek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042158 PL15-409_UPPER F54 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Thu Dec 03 14:38:21 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCd 11-5BYUA600k4oc5g7BptR Kicd8A P9H WgA_b4gR EsyCcwW 1.5x3 II 1 4x4 = 2 Scale=1:13.3 \1:1_ - o _\ d N 4 3 1.5x3 II 4x4= I 0-9-0 1 0-9-0 Plate Offsets(X,Y)-- [1:Edqe,0-1-81,(3:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=34/0-9-0,3=34/0-9-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. RO POFes'\��E 5NGINEFs/0 'c.„;• t„ 19 2cc -57 :.►640PE r y,�ORE •1 0,y,C�1RY i2-o�C? sooty Digital Signature I EXPIRATION DATE: 12-31-16 , December 4,2015 • I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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-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 R46042159 PL15-409_UPPER F55 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-5BYUA600k4oc5g7BptRKicd8jP9E WgA_b4gREsyCcwW 1.5x3 II 1 3x4= 2 Scale=1:13.2 4 3 1.5x3 II 3x4= 1-1-12 1-1-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress!nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=56/1-1-12,3=56/1-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. 4PROFp, �5 ANG�NFF 202 8 •40PE -9r -v„,ORE •N opo c<, &q RY 12,o�c O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 111' 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 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury raErDimensions are in ft-in-sixteenths. 11111*‘ Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0'/16�� 4 wide truss spacing,individual lateral braces themselves o WEBS may require bracing,or alternative Tor I c,_—EillE U ., bracing should be considered. O IMI14%v 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building C7-8 C6-7 C5-b For 4 x 2 orientation,locate i— designer,erection supervisor,property owner and plates 0 'i,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 protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �j 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. tti MN if reaction section indicates joint MNIE number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MN-si....i.._-.. ml I,x, 18.Use of green or treated lumber may pose unacceptable _.1 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, oMre ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 M31 2W -ox2s( 5210 VV ( 5 :J1(`L V�.. MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 5019-B POLYGON 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: K1580947 thru K1581025 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. c, C' � IN�F�4 619 io2� 89782PE 1- 4t---9,/,OREGON '4) � 'QRY 5',6C, PAUL R '/EXPA1211/21.), „ December 8,2015 Rivera,Mark 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. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 1.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1kBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" 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: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-06-12 7-06-12 T T 1' 12 12 TIM-4x4 7.50 15 Q 7.50 3 la u".> iAiIIIldllIl . H . 0 0 M-3x4 M-3x4 y ), y 1-00 15-01-08 1-01 c...- \ �Q,E.0 PRoFe ,,c ANG'N E"i9 9uo/02 89782PE 17_,... JOB NAME : 5019—B POLYGON — Al • . • Scale: 0.4416 ...e....,' WARNINGS: GENERAL NOTES, unless otherwise noted: t., 7 OREGON 4) 1.Bulder and erection contractor should be advised of al General Notes 1.Thls design is based only upon the parameters shown and Is for an Individual w (109 Q.‘".�� Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 'Y 2.Dr4 compression web bracing mud be installed where shown o. Incorporation of component Is Me responsibility of IM bulding designer. T, Y G 3,Additional temporary bracing to Insure stability during construction 2.Design assumes Ms top and bottom chords to W Wordy braced at 77 R J � _ is the responsibility at the erector.Additional permanent bracing of T o.c.and at 113'o.C.respectively unless braced Throughout their length by }, V continuous'teething such as plywood srraettring(TC)endior drywai(BC). p/1 I 't ` DATE: 12/8/2015 the overall structure is the responsibility of the bulding designer. 3,2,impact bridging or leteral bracing required where shown s o I S�J 1+ SEQ.: K1580947 4.No bad should be applied to any component untl eller al bracing and 4.Installation of truss 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 nonoonosive environment, TRANS I D• LINK design bads be applied to any component. and are for'dry condition"Ouse. 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing al al supports shover.Shim or wedge If necessary. EXPIRES: 12/31ltd16 fabrication,handling,shipment end Inelaliatbn of components. 7.Design assumes adequate drainage is provided. O December p X701 G 6.This design la furnished subject to the limttations set forth by 8.Plates shall be loafed on both faces of truss,and placed so their center u ,L J TPWVTCA In SCSI,copies of which v A I be furnished upon request. Ines coincide with joint center Tins. 9.Digits Indicate size of plats in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 15.For basic connector plate design values see ESR-1311.ESR-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-01-08 GIRDER SUPPORTING 6-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=)-209) 1326 6- 2-) -26) 371 BC: 2x6 KDDF #1&BTR 2- 3=(-1161) 253 6- 7=(-208) 1316 2- 7=(-992) 192 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1161) 253 7- 8=(-208) 1316 7- 3=(-208) 989 LL = 25 PSF Ground Snow (Pg) 9- 5=(-1668) 297 8- 5=(-209) 1326 7- 9=(-492) 192 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 15'- 1.5" V 4- 8-) -25) 371 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 50.0)+DL( 59.0)- 109.0 PLF 0'- 0.0" TO 15'- 1.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -229/ 1271V -100/ 100H 5.50" 2.03 KDDF ( 625) 15'- 1.5" -229/ 1270V 0/ OH 5.50" 2.03 KDDF ( 625) 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 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.026" @ 7'- 6.8" Allowed = 0.710" MAX TL CREEP DEFL = -0.053" @ . 7'- 6.8" Allowed = 0.997" MAX HORIZ. LL DEFL = 0.009" @ 14'- 8.0" MAX HORIZ. TL DEFL = 0.015" @ 14'- 8.0" 7-06-12 7-06-12 4-03-05 3-03-07 3-03-07 4-03-05 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 190 mph, h=21.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-4x6 7.50 'Cl 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 4.0" Truss designed for wind loads '-,( in the plane of the truss only. M-3x4 M-3x4 2 4 if t Gid 1111111111111111111111111111111111111111111616. ko O 1 !� ■ i op, illiMilliMml of 1-� 6 7 8 -.5 o M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4 c> .1 y y .L 4-01-09 3-05-03 3-05-03 4-01-09 y 15-01-08 y ���°° P R 0xess ,S`� ANG'N O'S' �6 :9782PE 9r JOB NAME : 5019-B POLYGON - A2 ,•�-',� �� Scale: 0.3648 WARNINGS: GENERAL NOTES, unless otherwise noted. Wir C,I �) 1.Builder and erection contractor should be advised of a1 General Notes 1.This design is based only upon the parameter show and Is loran Individual lA OREGON h Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper (� 2.2x4 compression web bradng must be installed there shown.. Incorporation of component Ica the responsibility of IM binding daalgner. 114, UA ti y A G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords la be laterally braced at 77 '-7 J �L- ia the responsibility of the erector.Additional permanent bracing of 7 o.e.and et 10'a.c.respectively unless braced Throughout their length by , V continuous sheathing such es plywood aired ng(TC)andror drywal(BC). PAUL 0 DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*. SEQ.: K1580948 4.No bad should be applied to any component until after al bracing and 4.Installation of BUSS Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. end ars for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. l., fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 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 TPWVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.MiTek USA,Inc./Com uTrus Software 7.6.6 1L E 0 ForDigbasicts indicate size of plate a inches.values( � 10.For connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; 20-05-08 GIRDER SUPPORTING 35-09-00 FROM 7-00-00 TO 20-00-00 1- 2=( 0) 60 2-10=(-1590) 6376 10- 3=( -478) 200 14- 8=) -816) 142 2x6 KDDF #1&13TR T2, T4 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -7792) 1960 10-11=(-1598) 6394 3-11=( -360) 1150 8-15=(-4944) 1339 BC: 2x8 KDDF #1&13TR 3- 4-( -8308) 2188 11-12=(-2650) 10190 11- 4=) -794) 3452 15- 9=(-2662) 10804 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -7088) 1896 12-13=(-2884) 11174 11- 5=(-4554) 1232 9-16=(-6658) 1659 2x4 KDDF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=(-10450) 2790 13-14=(-2884) 11174 5-12=( -586) 2898 2x4 KDDF STUD B; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V- 7=( -9390) 2442 14-15=(-2506) 10196 12- 6=(-1066) 278 2x6 KDDF #2 C; TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 14'- 5.5" V- 8=(-11046) 2840 15-16=( -198) 774 13- 6=( -422) 2244 2x8 DF S5 D TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 14'- 5.5" TO 20'- 5.5" ✓' 9=( -9480) 2360 6-14=(-2548) 758 BC UNIF LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 20'- 5.5" V 7-14=(-1114) 4802 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 421.9)+DL( 286.9)- 708.8 PLF 7'- 0.0" TO 20'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ________= TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 5.5" 0'- 0.0" -1219/ 4930V -69/ 114H 5.50" 7.89 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 20'- 5.5" -1852/ 7713V 0/ OH 5.50" 12.34 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL = REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" ( 2 ) complete trusses required. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.125" @ 11'- 9.7" Allowed = 0.977" nails staggered at: MAX TL CREEP DEFL = -0.252" @ 11'- 9.7" Allowed = 1.303" 9" oc in 1 row(s) throughout 2x4 top chords, J� 9" oc in 2 row(s) throughout 2x6 top chords, MAX HORIZ. LL DEFL = 0.030" @ 20'- 2.8" 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX HORIZ. TL DEFL = 0.049" @ 20'- 2.8" 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. XX Design conforms to main windforce-resisting system and components and cladding criteria. '• For hanger specs. - See approv3,41111.44 8-06-02 2-06-12 3-04-15 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-03-10 2-08-01 2-06-06 3-03-11 3-00-032-02-10 3-04-15 load duration factor=1.6, f ' 4320# f 1' i3°20# •" '' Truss designed for wind loads 12 12 in the plane of the truss only. 7.50 V. Q 7.50 M-4x8 M-5x10 M-3x8 M-3x8 4 6 0 T2 4844 MI MOM M-3x5 M-6x8 M-5x12 -aI il 0 B ,,` T4 - - A M-5x16 C o \\\_ i I of D uc7 1_ n ° I I N 100004 II 11 1 10 11 12 ,r 13 14 15 +,16 o M-1.5x3 M-4x10 0.25" M-3x8 :-.M-8x8 M-8x10 M-3x8 M-10x10(S) y y y y y y y y �c?,gip P R ppess 3-01-19 2-04 3-03-11 3-00-03 3-01-15 2-04-06 3-01-07 y1-00 20-05-08 y ,S`r {C.NGIN��� fes" , Q' 89782PE �r JOB NAME : 5019-B POLYGON - Bl • Scale: 0.2597 WARNINGS: GENERAL NOTES, unless otherwise noted. (/ _J 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 an Individual 7 _OREGON ' Truss: B1 and Waminga before construction commences. building component.Applicability of design parameters and proper lam//� tio , 2.244 compression web bracing must be Installed where shown+. Incorporo8on of component is the roaponsibllry of the building designer. •(7 C/A G 3.Additional temporary bracing to Insure stability during conetnxtbn 2.Design assumes the top end bottom chords to be Warily braced et 77 ''TT R Y {J fettle responsibility of the erector.Additional permanent bracing of 7 o.c.and et l0 o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(Bc). p/(' f l Vk` DATE: 12/8/2015 the overal structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown n n PAUL L SEQ.: K1580949 4.No bad should be applied to any component until alter all bradng and 4.Installation of truss is the responsibility of the respective contractor, fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used Ins noncorrosive environment, TRANS I D• LINK design bads be applied to any component, end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. December Q Q,201 5 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 TPIIWTCA In BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate sire of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E t0.For basic connector plate design values see ESR-1311.ESR-7988(MiTek) 1 This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 10.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 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: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-11-04 7-11-04 T T 1' 12 12 IIM-4x4 7.50 Q 7.50 3 to 1up O �O , 20I , �o M-3x4 M-3x4 -di1-00 15-10-08 ¶ PRQF P L9 t'2 2 zi :9782PE v" JOB NAME : 5019—B POLYGON — Cl .�.. �� Scale: 0.4395 WARNINGS: GENERAL NOTES, unless otherwise noted: .ir +C... OREGON � �� e40 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual '" Truss: Cl and Wamings before construction commences. building component.Applicability of design parameters and proper ��/ n V 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. "T 14f y 15 L'4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at T ``ll Is the responsibility el the erector.Additional permanent bracing of 2'o.c.and at 10'a.c.respectively unless braced throughout their length byit continuous sheathing such as plywood sheathing( and/or drywall(BC). p/J�U i DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required wherers shown hown++ ! 1.» SEQ.: Ki5 8 0 9 5 0 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responslblNty 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 noncorrosive environment, T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. December r QZU15 B.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 , TPIMITCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-879) 256 1-7=(-158) 673 2-7=(-221) 196 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-662) 202 7-5=(-166) 669 7-3=( -98) 417 WEBS: 2x9 KDDF STAND 3-4=(-661) 194 7-4=(-211) 196 LOADING 4-5=(-877) 243 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 60 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -83/ 666V -117/ 110H 5.50" 1.07 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 10.5" -129/ 789V 0/ OH 5.50" 1.26 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.015" @ 7'- 11.3" Allowed = 0.748" MAX LL DEFL = -0.002" @ 16'- 10.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 16'- 10.5" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.040" @ 12'- 3.1" Allowed = 0.471" 7-11-04 7-11-04 4 . , MAX HORIZ. LL DEFL - 0.008" @ 15'- 5.0" MAX HORIZ. TL DEFL = 0.013" @ 15'- 5.0" 4-01-06 3-09-14 3-09-14 4-01-06 T 1' 1 T T 12 12 Design conforms to main windforce-resisting 7.50 IIM-4x4 Q 7 50 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 '''..7..''( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 2 4 't, ... 1111111111111111111‘. ifiamil Alld ,c 17. 1** 7 , o M-3x4 M-3x8 M-3x4 0 1, y y 7-11-04 7-11-04 PR OF y y y � DSs 15-10-08 1-00 . .,���IL`6) /p0 ' 89782P E -,r" JOB NAME : 5019-B POLYGON - C2 Scale: 0.3485 /' WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON EG rVim.4r)1.Bulkier and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and is for an Individual Truss: C2 and Warnings before construction commences, building component.Applicability of design parameters and proper Y'y „ 2,2x4 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility pith.building designer. .A Gq G V 4Z:3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda to be laterally braced al T '-7 J is Be responsibility of the erector.Additional permanent bracing of itr Na c o.c.end et 10'o.c.rsuch ely unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). PA /�IJL DATE: 12/8/2015 the overaN structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ a"1 S E K15 8 0 9 51 4.No load should be applied to any component until after ell bradng and 4.Installation of truss Is the responsibility of the respectNe contractor. Q' fasteners are complete and a1 no lime should any bads greater then 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. �+ 5.CompuTrus has no control over and assume.no responsibility for the 6.Design assumes lull bearing at all supporta shown.Shim or sedge l} EXPIRES: 12/31/2016 necessary, Q fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage Is provided. ❑eCiP.m b.. 6 20 5 6.This design is furnished subject to the limitations set forth by 8.Plates strati be located on both faces of truss,and placed so their center o r TPI/W1CA In BIS).copies of which coif be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 15-10-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1121) 221 1-5=(-213) 869 5-2=(-107) 591 4-7=(-794) 176 BC: 2x6 KDDF #1&BTR 2-3=( -553) 134 5-6=(-209) 842 2-6=(-500) 133 WEBS: 2x4 KDDF STAND LOADING 3-4=( -451) 126 6-7=( -42) 73 6-3=( -40) 165 LL = 25 PSI' Ground Snow (Pg) 6-4=(-181) 837 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 173.4)+DL( 137.9)= 311.4 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) __________= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -244/ 1185V -48/ 96H 5.50" 1.90 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -225/ 1067V 0/ OH 5.50" 1.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED - BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Single member as shown. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 Hangers attached to the bottom chord MAX LL DEFL = -0.007" 9 2'- 5.1" Allowed = 0.254" will have 1.5" max. nail penetration. 4- 07-11 1-04-05 MAX TL CREEP DEFL = -0.015" @ 2'- 5.1" Allowed = 0.339" •* For hanger specs. - Sapproved plans I 1' MAX HORIZ. LL DEFL = 0.002" @ 5'- 10.3" 2-06-13 1-10-06 1-06-13 MAX HORIZ. TL DEFL = 0.003" @ 5'- 10.3" T T T T 12 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 M-3x6 load duration factor=1.6, Truss designed for wind loads �D -/ in the plane of the truss only. 4� � M-3x5 2 0 itilil .-t .1 I AIIIIIIIIIIIIIIMhlkAA N ‘7 [ IPAINI A I 1 7,4 5 6 .. 7 0 M-5x10 M-1.5x3 M-6x8 M-1.5x3 y >1 y y 2-05-01 1-10-06 1-08-09 6-00 etc,, ..D P R()Fess ,,_-.44 89782PE mc-'" JOB NAME : 5019-B POLYGON - CGIRD Scale: 0.5100 WARNINGS: GENERAL NOTES, unless otherwise noted: V h 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an Individual 174/0 ,e OREGON O� ` Truss: CGIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 4/ (150' ''0" 2.2x4 compression web bracing must be installed where shown+. Incerporotbn of component la the responsibility of the building designer. .A� C//1 G 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 77 'l y '�J Is the responsibility of the erector.Additional permanent bracing of T continuous end at 10'o.c.respectively as ly unlace braced throughout their length by ` sheathing such as plywoodsheathing(TC)and/or drywall(BC). p/1 U` CA` DATE: 12/8/2015 the overlie structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /1 L SEQ.: K 15 8 0 9 5 2 4.No bed should be applied to any component until alter al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ins non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. • 8.Design assumes full bearing N ail supports shove.Shim lir wedge If EXPIRES: 12/31/2016 5.CompuTNs has no control over and assumes no responsibility for the necesary febrtatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 2� 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their center r TP VWTCA In SCSI,copies of which will be furnished upon request. Inas coincide with Joint center lines. 9.Digits indkate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10,For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 GIRDER SUPPORTING 92-00-00 FROM 0-00-00 TO 13-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1aBTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12644) 2882 11-12=( -212) 1026 11- 1=(-8834) 2019 7-16=(-1384) 6212 2x6 KDDF #l&BTR Tl, T3 2- 3=(-14722) 3366 12-13=(-3012) 13592 1-12=(-3256) 14410 16- 8=( -510) 2158 BC: 2x8 KDDF #1aBTR LOADING 3- 4-(-12498) 2880 13-14=(-3304) 19900 12- 2=(-6542) 1502 8-17=(-1034) 270 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-15116) 3480 19-15=(-3298) 19739 2-13=(-1082) 264 2x4 KDDF #1&BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 20'- 8.0" It- 7=(-11482) 2668 15-16=(-3298) 19734 13- 3=(-1570) 6938 2x6 KDDF #2 B; BC UNIF LL( 500.0)+DL( 360.0)- 860.0 PLF 0'- 0.0" TO 13'- 8.0" V- 7=( 0) 0 16-17=(-2232) 10140 13- 4=(-3476) 800 2x6 KDDF STAND C BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 13'- 8.0" TO 20'- 8.0" 0- 8=(-13464) 3100 17- 9=(-2222) 10102 4-14=) -532) 2396 ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 9'- 0.0" V 8- 9=(-12318) 2782 19- 5-) -409) 558 TC LATERAL SUPPORT <= 12"OC. UON. 9-10=( 0) 60 15- 5=( -620) 2750 SC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 1067.0 LBS @ 4'- 9.0" 5-16=(-4606) 1074 ADDL: BC CONC LL+DL= 3533.0 LBS @ 14'- 8.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 29"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -2373/ 10493V -119/ 70H 5.50" 16.79 KDDF ( 625) _= ____= 20'- 8.0" -1732/ 7603V 0/ OH 5.50" 12.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP OVERHANGS: 0.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. "HANGER BY OTHERS TO APPLY IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. CONC.LOAD(S)EQUALLY TO ALL MEMBERS. Caution: Note bearingarea requirements. ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = 0.133" @ 8'- 10.4" Allowed = 0.987" 9" oc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.361" @ 8'- 10.4" Allowed = 1.317" MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 webs, MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.033" @ 20'- 2.5" 0-09-06 MAX HORIZ. TL DEFL = 0.070" @ 20'- 2.5" 3-05 2-06-11 6-09-01 7-11-04 f ' 1' 1' 1' Design conforms to main windforce-resisting 3-05 2-02-09 2-11-04 3-04-08 2-03-10 2-04 3-03-10 system and components and cladding criteria. T T T f T f T T T 12 M-3x4 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x106 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 Q 7.50 load duration factor=1.6, " Truss designed for wind loads M18HS-7x14 M18HS-5x16 in the plane of the truss only. .44,000001 M-3x5 M-3X4 ** For hanger specs. - See approved plans qMI5 %M-10X10 T �� M-2.5x4 or equal at non-structural diagonal inlets. M18HS-7x19 ~� s- 2r. N447 ,,,,,, M-3x5 11111\ T1 � ./ir A 0 13 M-5x16 1 .,„ tg 2 L _-_ i. /,_ . f- 11** `n 12 13 14 15 16 17 - 0 M-3x10 M-8x10 0.25" M-3x10 M-8x10 M-1.5x3 1 MSHS-9x18 M-12x14(5) i10 7# +31,33# y 3-01-08 y 2-04-05 3-04-08 3-01 y 3-02-12 2-04 y 3-01-14 y ,�� D PRa�4Ss y y y �C� NGINE�` r0 20-08 1-00 ,� '4 j. 4.C. :9782PE max' JOB NAME : 5019-B POLYGON - D1 ,.-✓,� ��r Scale: 0.2669 Irr WARNINGS: GENERAL NOTES, unless otherwise noted: V �40 1.Builder and erection contractor should be advised of sl General Notes 1.This design Is based only upon the parameters shown and Is for an Individual , . 1j.-OREGON O Truss: DI and Warnings before conetrudlon commences. binding component.Applicability of design parameters and proper ��'icee",� A 2.2k4 compression web bracing must be installed where shown+. incorporation of component Is the responslbEty of the building designer. e. V 3.Additional temporary bradr g to Insure stability during construction 2 Design assumes IM lop end oalybottn chords to be laterally bead at py Ab _t{V�'. Is the responsibility of Iha erector.Additional permanent bracing of T o.c.and al 10'o.c,re rat,as ly unless bread throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). p/� (L �` DATE: 12/8/2015 the overall structure la the responsibility of the building designer. 3.2r Impact bridging or lateral bracing requiredairedwhere shown++ I S�J SEQ.: K 15 8 0 9 5 3 4.No bed should be applied to any component and after al bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Trusses are to be used In a non-corrosive environment, design Wads be applied to any component. assumes are for'dry condl9on"of use. A r�{ TRANS I D: LINK 8.Des gra asmes full bearing Cl al supports shown.Shim or wedge 11 EXPIRES: 2/v7 1/20 i f 6 5.CompuTnnresponsibility no control over and assumes noresponsibility for the necessary. I., �7 q tabricatlon,handling,shipment and Installethn of components. 7.Design assumes adequate drainage Is provided. December�,2�1 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be located so led on both faces of truss,and placed their center TPUWTCA In SCSI,spies of which will be fumtehed upon request. Ines coincide with joint anter lines 9.MITek USA.Inc./Com Trus Software 7.6.6(11)-E o D r bts Indicate ecce of plate a Inches.values Pu10.For baste connector plate design values sea ESR-1311,ESR-7988(Mild) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-09-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-10=(-1395) 3725 3-10=( -199) 491 8-14=(-5112) 2146 2x4 KDDF #16BTR T1 2- 3=(-4654) 1667 10-11=(-2808) 6926 10- 4=( -466) 1604 14- 9=( -346) 253 BC: 2x6 KDDF SS LOADING 3- 4=(-4727) 1739 11-12=(-3219) 7831 10- 5=(-3316) 1508 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4016) 1515 12-13=(-2895) 6988 5-11=( -104) 797 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7252) 2881 13-14=(-1852) 4414 11- 6=( -725) 484 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 9.0" V 6- 7=(-7539) 3023 6-12=( -436) 358 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 9.0" V 7- 8=(-5167) 2081 12- 7=( -126) 824 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -54) 55 7-13=(-2265) 1066 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 13- 8=( -473) 1834 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _______= 0'- 0.0" -1020/ 3034V -69/ 135H 5.50" 4.85 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 35'- 9.0" -1239/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. JT 2: Heel to plate corner = 1.50" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 •• For hanger specs. - See approved plans MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.401" @ 17'- 6.8" Allowed = 1.742" MAX TL CREEP DEFL = -0.746" @ 17'- 6.8" Allowed = 2.322" MAX HORIZ. LL DEFL = -0.106" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.164" @ 35'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, 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. 5-11-11 29-09-05 T T T 3-00-04 2-11-07 5-07-08 5-11-09 5-11-09 5-11-09 6-03-01 T f +320# '' ' T 1 T 12 M-7x8(S) 7.50 [77 M-4x10 M-4x8 0.25" M-3x8 M-5x10 M-3x6 44 5 6_ ), 7 8 9 iir wrist VW 0 M-1.5x3 3 + +1111111\4/11F . + o . No.. p rn 4711111111fr A o t up m o �IjJjfill Ng MOW 10 11 r 12 13 '•'14 I M-3x10 M-4x12 0.25" 0.25" M-5x6 M-4x12 0 M18HS-7x14(S) M18HS-7x14(S) �p PROF 5-05-14 y 7-07-04 7-05-08 y 7-05-08 y 7-09 y `r�'���NGIN ��`ss'f� y . �' '4 2 1-00 35-09 ��L/ :9782PE �c JOB NAME : 5019-B POLYGON - El Air Scale: 0.2026 ''^^ BMW/ GENERAL NOTES, urges. 4) es.otharwlae noted: ,,� y OREGONI ,‘,.. 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters Mown and is for an Individual Truss: E 1 and Warnings before construction commences. building component,Applicability of design parameters and proper 4/ A � 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the bolding designer, -re/ VA 1 Ga V 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced et 7 'l R Y _` Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 1 g•o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or dry.11(BC). lr /"../N, f l „` DATE: 12/8/2015 the overall structure Is the reaponsibllty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /"1�„J 4• S E K1580954 4.No bad should be applied to any component until after al bradng and 4.Installation of truss Is the responsibllty of the respective contractor. Q'' fasteners are complete and el no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK6.Design assumes full bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the neceaeary febricatbn,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided December Q V�O 1 L 6.This design M furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their center , I J TPIIWVTCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indbale ales of plata In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector piste design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=) -840) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 __ =_= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design cIhecked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL - -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-11-11 26-00-10 1-08-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '( load duration factor=1.6, 3-11-07 4-00-04 5-01-01 5-03-08 5-03-08 5-03-08 5-01-01 1 08-11 Truss designed for wind loads T f ' 1' ' f ,' , . in the plane of the truss only. 12 12 7.50 ''' ,17.50 M-5x6(S) M-4x64 M-3x4 0.25" M-3x4 M-3x5 M-4x6 w MM5 6 w . 4-4x9 M-1.5x3 3 + w O z/z/\/\/\isss.. 1 M O O 4w " M , aI M era 0 11 12 • 13 14 15 **16 I M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 0 M18HS-3x18(S) M-1.5x3 . y 'I ), ), )' y ��c,D PROFF7-07-07 6-09-02 6-07-06 6-07-06 6-09-02 1-04-07 Ssy y 0,‘GINE .- 13) i0 20-00 15-09 2y y �., 9r1-00 35-09 � 89782PE JOB NAME : 5019-B POLYGON - E2 • Scale: 0.1745 "'/ WARNINGS: GENERAL NOTES, unless otherwise noted: V 40 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 an Individual "74Z/ OREGON 0°. Truss: E2 and Wamings be/ore construction commences. building component.Applicability of design parameters and proper 2.2it4 compression web bracing must be Installed where shown•. Incorporation of component Is the responsibility of the ely braced designer. =14) Ai^y A G 3,Additional temporary bracing to Insure stability during construction 2.Dealpn assumes the top ant bottom chords to be letenNy braced at 7 `l!`( J Is the responsibility of the erecter.Additional permanent bracing of n o.c.and at 10'o.c.respectively unless braced throughout their length by f:)//A�IJ �`� continuous sheathing such as plywood sheathing(TC)and/or dryvroN(BC). f t DATE: 12/8/2015 the overall structure Is Me responslbilly of the butding designer. 3,2,Impact bridging or lateral bradng required where shown•• 1 L SEQ.: K1580955 4,No bad should be applied to any component until alter ale bradng end 4.InstaNatlon of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, design bade be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.Design assumes full bearing al ale supporta s own.Shim or wedge If EXPIRES: 12/31/2016 5.Comre puTrus has no control over and assumes no responsibility for e neaseary fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be bated on both feces of truss,and placed so their center December 8,20 1.( 5 TPIIWTCA In BCS),copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 __ _ ==_= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) *' For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" Design conforms to main windforce-resisting 9-11-11 22-00-10 3-08-11 system and components and cladding criteria. 3-11-07 3-09-12 5-03-08 5-03-08 5-03-08 5-03-08 5-03-08 1-06-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .f T T T T T T . ` (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 8-00 1-09 Truss designed for wind loads ,f .' .f- rc in the plane of the truss only. 12 12 7.50 Q 7.50 M-5x6(S) M-4x6 M-4x6 M-3x4 0.25" M-3x4 M-3x5 4 • M-1.5x3 > /V\IN K« 11 12 13 14 15 •16 I M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 o M1BHS-3x18(S) M-1.5x3 y y y l y y )• ED PR GI r 7-07-07 6-09-02 6-07-06 y 6-07-06 6-09-02 1-04-07 �� 'N Flt 20-00 15-09 , ZC/�`: ANG �R O�"S� y 1-00 35-09 ,c` :9782PE v JOB NAME : 5019-B POLYGON - E3 A' -� Scale: 0.1745 BMW WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ V / 40 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 an IndNldual O'1 ^R E G O N2o"` �,,, Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper ( 2.2x4 compression web bradng must be installed where shown 0. incorporation of component Is the responsibility of the buldlnp designer. '7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom dards to W latently braced at _11Z Y ��, Is ma responsibility of the erector.Additional permanent bracing of 7 o.c.and et la o.c.respectively unless braced throughout their length by continuous sheethhg such as plywood sheathing(TC)and/or drywal(BC). p A (1 el DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �`1 U 1.. S E K158 0 9 5 6 4.No bad should be applied to any component untl alter al bredng and 4.Installation of truss is the responsibility of the respedlve contractor. 4' fasteners are complete and at no time should any bads greater man 5.Design assumes truss's ars to be used In a noncorrosive environment, design bads be applied to any component. end are for'dry condmon"of use. TRANS I D: LINK 6.Design assumes full bearing at al supports shun.Shim or wedge If EXPIRES: 12/3112016 5.ComWran Thes no control over and assumes no responsibility for the neussary. febrination,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December O V�f O 1 G 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their center i L I.1 TPVWTCA in SCSI,copies of which will be furnished upon request Ines coincide with Joint center Imes. 9.Digits Indicate size of plata In inches. MTek USA,Inc,ICompuTrus Software 7,6.6(1L)-Z 10.For basic connector plate design values see ESR•131 t,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2399) 517 1- 9=(-506) 1910 9- 2-) 0) 226 12- 7=) -8) 513 BC: 2x4 KIDS' #1&BTR SPACED 24.0" O.C. 2- 3=(-1944) 517 9-10=(-507) 1916 2-10=(-361) 184 7-13=(-1624) 405 WEBS: 2x4 KDDF STAND 3- 4=(-1561) 491 10-11=(-419) 1831 10- 3=(-131) 679 13- 8=) -109) 62 LOADING 4- 5=(-1766) 526 11-12=(-387) 1683 10- 4=(-450) 136 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1169) 406 12-13=(-248) 903 4-11=( -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1433) 428 11- 5=( 0) 383 TOTAL LOAD = 42.0 PSF 7- 8=( -83) 93 5-12=(-852) 236 6-12=( -91) 469 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -196/ 1508V -159/ 210H 5.50" 2.41 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" -190/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) .. For hanger specs. - See approved plans '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 = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL - -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" 0 35'- 5.5" MAX HORIZ. TL DEFL = 0.072" @ 35'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (AL1 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. 11-11-11 16-00-10 7-08-11 1 .( T 'f 6-02-15 5-08-12 5-03-06 5-05-14 5-03-06 3-11-09 3-09-02 T T ' '1 T 1 T 1' 12 12 7.50 M-4x63 M-3x4 M-3x4 M-4x6 ..",:l 7.50 4 5 y w w M-3x5 M-3x4 , \/ M-1.5x3 I a 0 . 0 o t a1" 9 10 ' 1 12 •'13 of M-3x5 M-1,5x3 M-3x8 0.25 M-3x8 M-3x5 M-5x6(S) y5O PRQj y y y y y y cod A'`GINE " > 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 ,\ ` 9 2 - y y � 35-09 �` 89782PE r"' JOB NAME : 5019-B POLYGON - E4 -.. .-__,Are.--:, _.amp- ' . Scale: 0.1778 WARNINGS: GENERAL NOTES, unless otharwlse noted: C.a' /'y 1.Bolder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for en individual OREGON O� Truss: E4 and Warnings before construction commences, building component.Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. ,�yy ,Q 2.2s4 compression web bracing must be Installed where shown•. p,Design assumes the top and bottom chords to be lateraly braced at `•�l r Y 3.Additional temporary bracing to insure stability during construction 7 o.c.and at 10'o.e.respectively unless broad throughout their length by Tir 4'c- la the responsibility of Me erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). P A` 't DATE: 12/8/2015 the mend stru ture Is tit reaponstblity of the bulding designer. 3.2K Impact bridging or lateral bracing required where shown•• I`1�,J L. SEQ.: K 15 8 0 9 5 7 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used Ina noncorrosive environment, design bads be applied to any component. and are for'dry condition"of use. TRANS I D: LINK 6.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessa, fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 1= p 8.This design is furnished subject to Me lknitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center December 8,201 5 TPW TCA In BCSI.copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc.fCompuTrus Software 7.6.6(11.)-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 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 LOADING 3- 5=(-1572) 581 13-14=(-484) 1682 12- 5=( -458) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 476 13- 6=( 0) 397 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 6-14=( -860) 269 8- 9=(-1433) 518 8-14=( -83) 478 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 14- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 499 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 12-00-10 9-08-11 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 Truss designed for wind loads 1' 1' '1 1 '{ '( 1 1' '1' '1 in the plane of the truss only. 12-00 7-09 T T 4 7 T T 12M-4x6 M-4x6 7.50 177 3 M-3x4 M-3x4 - ' 7.50 5 6 :-3x5 M-3x4 +, + M-1.5x3 0 i 0 o 0 1 1 1 EINP.C.4 00 rw s rn c -/ 0 1** 11 12 O•25�3 14 **15 of M-3x5 M-1.5x3 M-3x8 M-3x8 M-3x5 M-5x6(S) �� ,,D PROFe y 6-01-03 y 5-06-04 y 8-04-09 y 8-04-09 y 7-04-07 y i\�� �NG`1N E •,4 sw0�, y 35-09 '6,C/ :9782PE �� JOB NAME : 5019-B POLYGON - E5 • ill- . Scale: 0.1778 •1107 Sit WARNINGS: GENERAL NOTES, unless otherwise noted: -'� 1�REGON '� 1.Buider and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Individual Q Truss: E5 and Warnings before construction commences. building component.Applicability of design parameters and proper /' 2.2x4 compression web bracing must be Installed where shown*. reof component Is the responsibility of the building designer. '1,9V/! ' � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bosom chordal°be laterally braced at 'l J Ie Me responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.e.respedNety unless braced throughout mein length by continuous sheathing such ss plywood eheathing(TC)and/or drywsl(BC). P 1 I 1 DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown*+ 1 J L. S E K158 0 9 5 8 4,No bm ad should be spelled to any component until after sl bracing and 4.Installation of truis the reaponsimlty of the respective contrador. Q' ' fasteners aro complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. design keds be applied to any component, end are for"dry condition"of use. TRANS I D: LINK 6.Design assumes NB bearing at al supports shown.Shim or wedge If EXPIRES: 12/3112416 5.CompuTrus has no control over and assumes no responsibility for the necassary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. December L''f G 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tens,and placed so their center , J TPWVTCA in SCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits indicate size of pieta In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1o.For bask connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2-( 0) 226 15-10=(-109) 85 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3-(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 LOADING 3- 5=(-1572) 581 13-14=(-484) 1682 12- 5=( -458) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 476 13- 6=( 0) 397 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 6-14=( -860) 269 8- 9=(-1433) 518 8-14=( -83) 478 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 14- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 499 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) M-1.5x4 or equal at non-structural 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) vertical members (uon). ** For hanger specs. - See approved plans COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting 15-11-11 8-00-10 11-08-11 system and components and cladding criteria. ' 1' T -1 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f f ,f of f f f ' ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12-00 7-09 Truss designed for wind loads M-4x4 M-4X4 T 1' in the plane of the truss only. 12 li i 12 7.50 4 Q 7.50 M-4x6 M-4x6 3 M-3x4 M-3x4 tl 5 6 w w , M3x5 , ± \/ M-3x4 M-1.5x3 a t -,0 1 0 o 0 1 o 1•* 11 12 iA3 14 **15 of M-3x5 M-1.5x3 M-3x8 0"25 M-3x8 M-3x5 M-5x6(S) ` c0 PRQpe„ y y y y y y � ' �G / 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 0" Rq 2'y b ° `35-09 :9782PE 1.-- JOBJOB NAME : 5019-B POLYGON - E6 - ..ir' Scale: 0.1778 Alig, 017 WARNINGS: GENERAL NOTES, unless otherwise noted: V 1.Builder and erection contractor should be advhad of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �,a �. EGON O� Truss: E6 and Warnings before construction commences. building component.Applicability of design parameters and proper 4Z�ll C) 2,2x4 compreaWn web bracing must be Installed where shown". Incorporation of component la Me respanslDNlty of the building designer. .T V/1 f+' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to W laterally braced at 77 "^ff R 't T at ‘,/ _ Is the responsibility of the erector.AddPoanal permanent bracing of o.n.and 10'o.c.respectively unless braced d Iluoughcul their length by V continuous sheething such as plywood sheething(TC)and/or drywel(BC). P/I DATE: 12/8/2015 the overal structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where shawlc o 1 1 U SEQ.: K 15 8 0 9 5 9 4.No bad should be applied to any component until after all bradrp and 4.Installation of truss is the responsibility of the raepedMe contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used in s non-corroelve environment, design leads be applied to any component. and are for"dry condttlon"of use. T RAN S I D: LINK 5.CompuTrus has no control over and assumes no responsibility for Me 8.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 1213112016 necessary. fabrication,handling,ehlpment and Installation of components. T.Design assumes adequate drainage Is provided. December 8 8.This design is furnished subject to the lmlallons set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,20�F ,+ TPI WICA In BCSI,copies of which will be furnished upon request. Ines coindde with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 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 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 850 1-11=(-742) 1946 11- 2=( 0) 226 15-10=(-109) 88 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2- 3=(-1944) 861 11-12=(-743) 1945 2-12=( -361) 158 WEBS: 2x4 KDDF STAND 3- 4=(-1588) 769 12-13=(-802) 1859 12- 3=( -226) 676 LOADING 3- 5=( 0) 0 13-14=(-745) 1676 12- 4=( -457) 287 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-1776) 898 14-15=(-409) 903 4-13=( -100) 136 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( 0) 0 13- 7=( -24) 433 TOTAL LOAD = 42.0 PSF 7- 8=(-1188) 620 7-14=( -860) 450 8- 9=(-1433) 692 8-14=( -156) 480 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 95 14- 9=( -119) 508 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 692 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -398/ 1508V -161/ 213H 5.50" 2.41 KDDF ( 625) M-1.5x4 or equal at non-structural 35'- 9.0" -438/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) vertical members (uon). a* For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.106" @ 12'- 0.0" Allowed = 1.742" MAX TL CREEP DEFL = -0.185" @ 17'- 3.1" Allowed = 2.322" 0-08-10 -Q$-10 MAX HORIZ. LL DEFL = -0.048" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" 17-11-11 4-00-10 13-08-11 1f '' 'f f Design conforms to main windforce-resisting 6-11-09 11-00-02 10-00-05 7-09 system and components and cladding criteria. / 6-02-15 5-06-04 5-05-14 4-00-10 5-05-14 3-09-02 3-09-02 � Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f- - '1 I f g I• I` 't' ' I/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12-00 7-09 load duration factor=l.6, f T 5 6 I. T Truss designed for wind loads in the plane of the truss only. 12 12 7.50 V Q 7.50 1 M-4x63 M-3x4 M-3x4 IM4b6 4 7 M-3x5(5) M-3x5 M-3x9 "AV Illt \IN M-1.5x3 a -s 0 1 0 0 0 1 1.. 11 123 14 **15 of M-3x5 M-1,5x3 M-3x8 0.25 M-3x8 M-3x5 P R M-5x6(S) �0�r GD Opex,s y 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 y 44.1 I, �l'i 9 I, 35-09 1Ct :9782PE �1-- JOB NAME : 5019-B POLYGON - E7 - ...ifScale: 0.1653 . v All WARNINGS: GENERAL NOTES, unless otherwise noted: I V / 1.Bolder and erection contractor shook be advised of al General Notes 1.This design Is based only upon the parameters shown and Is loran Individual -7,, 0 R E G O N �''` Q,. Truss: E7 and Warnings before construction commences. building component.Appllubllfy of design parameters and proper /, 2.2x4 compression web bracing mud be installed where shown+. Incorporation of component Is the responsibility or the bolding designer. ,9 V,Q G �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom dards to be Wendy at 7 �'li R Y ',J is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by p continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). /1' f '‘N'DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where drown++ �''•1 / SEQ. : K 15 8 0 9 6 0 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss 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■noncorrosive environment, T RAN S I D• LINK design bads be spelled to any component, and ere for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes NI bearirp at el supports abeam.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage k provided. p''f O.I G 6.This design Is furnished subject to the 6.limitations set forth by Plates shashall@CeCrl I„e r 8 be located on both faces of truss,and plead so their center U ,L 1 J TPWYTCA In SCSI.caplea of which nil be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-t966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-12=(-2996) 7974 12- 3=) -856) 2506 17- B=) -68) 410 2x4 KDDF #1&BTR T1 2- 3=( -9520) 3430 12-13=(-2676) 7082 3-13=(-1056) 428 8-18=(-1088) 664 BC: 2x6 KDDF #1&BTR LOADING 3- 4-) -7016) 2662 13-14=(-3808) 9418 13- 4=( -986) 2792 18- 9=( -608) 1884 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -5936) 2290 14-16=(-4880) 11904 13- 5=(-4142) 1790 9-19=(-2924) 1364 2x4 KDDF #1&BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=) -9596) 3840 15-17=( -334) 816 5-14=( -530) 1646 19-10=( -802) 2592 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 42'- 0.0" V 6- 7=(-11768) 4796 17-18=(-4378) 10522 14- 6=(-2778) 1236 10-20-(-5980) 2524 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 42'- 0.0" V 7- 8=(-10878) 4438 18-19=(-3598) 8582 6-16=( -276) 994 20-11=( -332) 238 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -9990) 4058 19-20=(-2186) 5128 15-16=( 0) 120 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=( -6398) 2588 16- 7=( -394) 952 _ ___- 10-11-) -50) 54 16-17=(-4166) 10190 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-17=(-1198) 726 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 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) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1243/ 3576V -70/ 135H 5.50" 5.72 KDDF ( 625) 42'- 0.0" -1454/ 3533V 0/ OH 5.50" 5.65 KDDF ( 625) •' For hanger specs. - See approved plans ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN -,� nails staggered: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL= -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 bottom chords, XX 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed 0.133" MAX LL DEFL = 0.463" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.861" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.138" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.214" @ 41'- 8.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 36-00-05 load duration factor=1.6, End sial(s) are exposed to wind, T f f Trusss designed for wind loads 2-09 3-02-14#332(4-06 4-03-15 5-01-04 5-10-07 5-06-15 5-06-15 5-10-07 in the plane of the truss only. T T T T f T 1 T T 12 7.50 M-7x8(S) M-5x6 M-3x8 M-3x5 M-3x4 0,25" M-3x5 M-3x10 M-1.5x3 5 6 7 8 9 10 11 rr d M-3"6 ///` o 3 40 o M-3x8 id, - \� /`_ CI a, P ,�il- 13 14 6 T �� M-6x8 M-3x10 M-3x5 c 15 17 18 19 •+20 ot , M-1.5x3 M-7x18 0.25" M-3x5 M-3x10 0 2X WEDGE M-7x10 M-7X8(5) W/(2) M-2.5X4 TYP. ��� -D PRO ?r, x3,75 5, 12 y )' .. y 1' 1' y `C3 NINE -- f0 y 05-08-00-06 4-05-11 4-02-03 y 5-01-04 7-07 7-05-04 7-08-12 ,i'' �./� ' . ,2 1-Q9-05-08 05-08 11-06-08 28-00 ,i' �` 89782PE �r" 42-00 - JOB NAME: 5019-B POLYGON - Fl .-- Am Scale: 1/8" r �, WARNINGS: GENERAL NOTES, union otherwise noted: 17/k/ OREGON o'er 1.Builder and erection contractor should be advised of al General Notes 1.This deelpn Is based only upon the perimeters shown and h for■n Individual x'9,4 0 R Y 5 2 �r,�� Truss: F 1building component.Applicability of design parameters and proper and Warnings before construction commences. n6 Po PPI IY g Pa Pr Pe 2.2x4 compression web brodnp must be Installed where shown+. Incorporation of component is the responsibility et the building designer. 3.Additional temporary bracing to Inas stability during construction 2.Design assumes the top and bottom chords to be laterally braced at -1 /"s lZ` 2.o.c.and at 10'o.c.respectively unless braced throughout their length by A U',,, `• Is the responsibility of the erector.Additional permanent bracing of continuous ehesthing such es plywood aMething(TC)and/or drywal(BC). DATE: 12/8/2015 the overel structure is the responelWlty of the building designer. 3.2x Impact bridging or Wend bracing required when shown++ SEQ.: K 15 8 0 9 61 4.No bad should be spplied to any component until attar al bredng and 4.Installation of tnas Is the responsibility of the reapestNe contrsdor. fasteners are complete and at no time should any bnon- corrosive greater than 5.Design assumes trusses are to be used In a nonorrosive environment, EXPIRES: 12/31/2016 and are for-dry condNlon"of use. TRANS I D: LINK design bads be applied to any component. 8.Design assumes full Haring et ail supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary, 8,2015 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This dealgn Is furnished subject to the limitations set forth by S,Plates shall be bated on both faces of truss,and placed as their center TPIAMICA In BCSI,copies of which We be fumiehed upon request. Ines coincide with joint anter lines, 9.Digits Indicate Wze of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6-SP1(1L)-E 10.For basic connector plate design values see ESR-1317,ESR-1688(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2278) 499 1- 8=(-447) 2006 2- 8=(-303) 246 6-11=(-1611) 404 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2046) 506 8- 9=(-295) 1618 8- 3=( -65) 577 11- 7=( -54) 55 WEBS: 2x4 KDDF STAND 3- 4=(-1346) 451 9-10=(-238) 1215 3- 9=(-759) 300 LOADING 4- 5=(-1360) 448 10-11=(-215) 762 9- 4=(-284) 1027 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1406) 366 9- 5=(-330) 228 BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -59) 75 5-10=(-271) 177 TOTAL LOAD = 42.0 PSF 10- 6=( 0) 628 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -236/ 1508V -286/ 338H 5.50" 2.41 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -231/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.088" @ 13'- 3.6" Allowed = 1.742" MAX TL CREEP DEFL = -0.171" @ 10'- 2.6" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.041" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.065" @ 35'- 5.5" 20-00 15-09 f 1 Design conforms to main windforce-resisting 6-10-14 6-05-11 6-07-07 6-07-07 6-07-03 2-06-06 system and components and cladding criteria. Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 7.50 load duration factor=1.6, 7.50Truss designed for wind loads 4.0" in the plane of the truss only. 4 4`+( l` M-5x6(5) 0.25" M-3x9 3 M-1.5x3 Akhk, :14-4x4 ,., 1:11 M-1.5x3 7 0 I 0 o o I o PR Qi 1 M-3x5 M-3x4 0.25"9 M-3x41 M-3x9 .1.1M-5x8(5) 9%0) OFe On J, 10-02-10 y 9-09-06 9-09-06 y 5-11-10 .„..3 GINE 4 fa kki 35-09 y � 8 l82PE fr JOB NAME : 5019-B POLYGON - E8 • Scale: 0.1653 • #• WARNINGS: GENERAL NOTES, unless otherwise noted: Co. �"J. 1.Balder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual �I 1j4 OREGON Q,'.- Truss: Truss" E B and Warnings before conetrucllon commences. building component.Applicability of design parameters and proper ► Y 2.Dn4 compression web bracing must be Installed where shown+, Incorporation of component lathe responsibility of the building designer. .11. '1�y ,{ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end sett'bottunless chords to W laterally braced al `,/a °1"7 y 't _<'r is the responsibility of the erector.Additional permanent bracing of 7 continuouson.and at 70'c.c.respectively a ly braced throughout their length by / sheathing such as plywood sheathing(TC)and/or dnywall(BC). Jit 1 I t DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown++ �'"'[f&,j L. S E K1580962 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. 4'' fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS z D: LINK f 1 6.Design assume.full bearing at all supports shown.Shim or wedge If EXPIRES: � l 1/ Q1 5.CompuTrus has no control over and assumes no responsibility for the necessary, Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December$ 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 u L20 �1 G I J TPUWiCA In SCSI,copies of which will he furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6,6(10-E to.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 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-14=) -645) 3765 3-14=( -231) 315 12-20=(-2031) 8907 2x6 ROOF #1&BTR T3 SPACED 24.0" O.C. 2- 3=( -4614) 849 14-15=( -546) 3540 14- 4=( -144) 417 BC: 2x6 KDDF #1&BTR; 3- 4=) -4404) 864 15-16=( -615) 4047 4-15=( -498) 393 2x10 KDDF #1&BTR 83 LOADING 4- 5=( -3939) 873 16-17=( -615) 4047 15- 5=( -315) 1710 WEBS: 2x4 KDDF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) 0) 0 17-18=(-1332) 6897 15- 7=(-1395) 354 2x10 KDDF #2 A DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -3285) 777 18-19=(-1977) 9630 16- 7=( 0) 327 TOTAL LOAD = 42.0 PSF 7- 9=( -4389) 1038 19-20=(-3255) 14931 7-17=( -339) 888 TC LATERAL SUPPORT <= 12"0C. UON. 8- 9=( 0) 0 20-13=(-3498) 16005 9-17=) -459) 2364 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSE Ground Snow (Pg) 9-10-) -5265) 1173 17-10=(-3723) 927 ADDL.: BC CONC LL+DL=10493.0 LBS @ 42'- 1.5" 10-11=( -8313) 1800 10-18=( -900) 4176 ___ = 11-12=(-11709) 2547 18-11=(-4695) 1113 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12-13=(-19137) 4221 11-19=(-1278) 5541 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 19-12-(-6885) 1659 = THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -542/ 2908V -248/ 255H 5.50" 4.65 KDDF ( 625) ( 3 ) complete trusses required. 46'- 3.0" -2551/ 11586V 0/ OH 5.50" 18.54 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN JT 13: Heel to plate corner = 1.50" nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, -4- 9" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. **HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY 9" oc in 3 row(s) throughout 2x10 bottom chords, TO AL MEMBERS.PROJECT ENGINEER TO REVIEW AND INSURE )00( 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 3 row(s) throughout 2x10 webs. MAX LL DEFL = -0.000" @ -1'- 0.0" Allowed = 0.100" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. MAX TL CREEP DEFL = -0.000" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.102" 0 35'- 10.1" Allowed = 2.267" MAX TL CREEP DEFL = -0.312" @ 35'- 10.1" Allowed = 3.022" MAX HORIZ. LL DEFL = -0.027" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.063" @ 45'- 9.5" 17-05-11 11-03-10 17-05-11 Design conforms to main windforce-resisting 5-05-12 0-10-01 5-07-13 6-00-15 2-11-09 system and components and cladding criteria. /6-02-02 '' 1/4-11-12 /5-07-13 1 0-1'�c.,1/01 3100-1'S-7-1-06-04 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 ' I f 1 - I I I ,I f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 17-00 I ' I 17-00 I load duration factor=l.6, Truss designed for wind loads f '1 ' 1' in the plane of the truss only. 12 M-4x6 6 M-3x8 8 M-4x6 12 7.50 17-M-5x6(S) s, .1.3 7 Q7.5o 0.25"4,/� M-3x6M-5x8(S) 0 0.25" M-1.5x33 .vl + �` M-4x12 kr, \ , o /!0tik:N3 O 1 I / M-3x4 M-)3x4 01525" M-11.5x3 M-3x8 0.2• 5' - M?04x10 oI O O M-7x8(5) M-12x14(S) M-4x6 PR aces ; .i. y y ), y M 11493#y CircD t fa♦ ` cSj� 8-11 7-06-14 6-07-10 6-07-10 6-00-153-02-D900-X01-08 CZE ��ta� r3 .i+ 1 0 46-03 ' �" :9782PE V JOB NAME : 5019-B POLYGON - FIGIRD . ,,,,,,;,r► Scale: 0.0881 , WARNINGS: GENERAL NOTES, unless otherwise nosed: C... 1.Builder and erection contractor should be advised of all General Notes 1.This design Is bated only upon the parameters shown and Is for en individual17 4.REGON Qom. Trus s: F 1 G I RD and Warnings before construction commences. bu%ding component.Applicability of design parameters end proper fff' tr 2.2x4 compression web bracing must be Metalled where shown+, Incorporallon of component la Iha responsibility o}the bu%ding desgner. w? /I/4 y. A t.'.. 3.Additional temporary bracing to Insure stability during construction 2.Destgn assumes the top end bottom chorda to be laterally braced at 7 '-7 J Is the responsibility of the erector.Additional permanent bracing of T o.c.end et 10'o.c.respectively unless braced throughout their length by � continuous sheathing such as plywood ehealh )and/or drywa%(BPA C). LI L.DATE: 12/8/2015 the overs%structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required wheretrere shown++ J"1 SEQ.: Ki5 8 0 9 6 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. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used Ina noncomoslve environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. p {r�/ i r�/� 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES:ES. E 2/3 1/201 6 necessary. , fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 2y .l L 8.This design is furnished subject to the limitations eel forth by 8.Plates shall be located on both faces of truss,and placed so their center December 2�I J TPIANiCA in BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. MiTekhes. USA,Inc./Cam uTrus Software 7.6.6(114-E 9.Digits Indicate eine opf platee ignval P10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4068) 888 1-5=(-764) 3262 5-2=( -380) 1796 4-7=(-2324) 532 BC: 2x6 KDDF #1&BTR 2-3=(-2506) 578 5-6=(-752) 3200 2-6=(-1330) 334 WEBS: 2x4 KDDF STAND LOADING 3-4=(-2108) 510 6-7=( -48) 102 6-3=( -234) 1040 LL - 25 PSF Ground Snow (Pg) 6-4=( -668) 2986 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 421.9)+DL( 306.9)- 728.8 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -815/ 3691V -64/ 128H 5.50" 5.91 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 0.0" -767/ 3443V 0/ OH 5.50" 5.51 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ______= BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.019" 9 3'- 1.0" Allowed = 0.404" T , nails staggered at: MAX TL CREEP DEFL = -0,038" @ 3'- 1.0" Allowed = 0.539" 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords,)0( MAX HORIZ. LL DEFL = 0.004" @ 8'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.007" @ 8'- 10.3" 5-11-11 3-00-05 "' For hanger specs. - see approves plans 4 4' Design conforms to main windforce-resisting 3-02-13 2-06-06 3-02-13 system and components and cladding criteria. 1' 1' 1' Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 M-4x6 load duration factor=1.6, :-_M-4x4 Truss designed for wind loads 3in the plane of the truss only. 9 -/ �D ell M-3x5 61.66...2 •ir0 I rn 0 I M UM'S. i,. .. . LO AllAIM1 ` 1111 1i ® p1 1I 5 6 '* 7 o M-5x10 M-3x6 M-6x8 M-3x8 y y y 3-01-01 2-06-06 3-04-09 y 9-00 y �tiego P R Ogen � S� ANG I N E A? 4t- :9782PE p<` JOB NAME : 5019-B POLYGON - EGIRD ..r -...0' Scale: 0.4311 WARNINGS: GENERAL NOTES, unless otherwise noted: ,� 1:1/40,, r OREGON �40 1.Binder and erection contractor should be advised of all General Notes 1.This deatgn le based only upon the parameters shown and Is for an Individual '1'r us s: EGIRD and VVamings before constriction commences. building component.Applicability of design parameters and proper //,� {y 2.2x4compression web bracing must be Installed where shown e. Incorporation of component lathe responsibility of the bolding designer. ."A, CJq R. '5 V 3.Additional temporary bracing to insure stability during construction 2.Design eswmaa the top and bottom chordate be laleraly braced sl 77 y 7 c.c.and sl 10'a.c.respectivelyunless bead throughout thele length by lathe responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood eheathing(TC)and/or drywallP/I(BC). U l is DATE: 12/8/2015 the Quasi structure Is the responslbilty of the building designer. 3.2r Impact bridging or lateral bracing required where shown.« �"'S jJ 1.. S E K 15 8 0 9 6 4 4.No load should be applied to any component until after all bribing and 4.Instelsoon of truss Is the responsibility of the respective contractor. Q'' fasteners are complete and et no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment. design bads be applied to any component. and are for"dry condition'of use. T RP,N S I D: LINK 6.Design assumes full bearing al al supports shown.Shin or wedge If EXPIRES: 1213112016 5.CompuTrus has no control over and assumes no responsibility br the necessary febdallon,handling,shipment end Instellallon of components. 7.Design assumes adequate drainage Is provided. December S,2015 8.This design is furnished sub)sd to the limitations set forth by 8.Plalea shall be located on both faces of truss,and placed so their center TP WVTCA In SCSI.copies of which will be furnished upon request. Ines coincide v4th joint center Imes. 9.Digits Indicate size of plate In inches. MITek USA,InciCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-182B) 3516 12- 3=( -153) 600 17- 8=( 0) 282 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O,C. 2- 3=(-4339) 1862 12-13=(-1375) 2769 12- 4=( -505) 772 8-18=(-1340) 416 BC: 2x4 KDDF #1&BTR 3- 4=(-3911) 1774 13-15=(-1565) 3953 4-13=( -264) 326 18- 9=) -143) 889 WEBS: 2x9 HOOF STAND; LOADING 4- 5=(-3016) 1226 14-16=) -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 2x4 HOOF #1&BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PIE 5- 6=(-2542) 1097 16-17=(-1368) 3664 13- 6=)-1663) 541 10-19=) -83) 283 2x6 KDDF 92 B DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3946) 1524 17-1B=(-1368) 3664 6-15=( -52) 499 19-11-) -725) 1602 TOTAL LOAD= 42.0 PSF 7- B=(-3870) 1429 1B-19=(-1023) 2490 14-15=( 0) 72 11-20-)-1802) 843 TC LATERAL SUPPORT <= 12"OC. UON. B- 9=(-2546) 999 19-20=) -69) 78 15- 7=( -116) 100 BC LATERAL SUPPORT <= 12"OC. LION. LL = 25 PSF Ground Snow (Pg) 9-10=) -387) 227 15-16=(-1412) 3747 10-11=( -437) 230 7-16=( -452) 311 __________ ___= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=( -105) 295 NOTE: 2x9 BRACING AT 24"OC LION. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ____________ ___________= BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 42'- 0.0" -211/ 1759V 0/ OH 5.50" 2.81 KDDF ( 625) •• For hanger specs. = See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL= -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-11-11 32-03-10 1-08-11 f f f , Design conforms to main windforce-resisting 7-11-11 12-07-11 19=07-10 1-09 system and components and cladding criteria. -07-0�-05-052-11-02 ' 6-00-05 5-01-04 '' 7-03-13 7-03-13 6-06-07 1f 08-1 :1 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 7.50 c7 M-5x6(S) Q 7.50 Truss designed for wind loads in the plane of the truss only. M-4x6 =M-4x4 M-3x4 M-3x8 M-3x8 M-4x6 5 6 7 8 9 O T2 _ El Ti �� 1 M-7x8 M-3x9 ° ` If � -, 4 M-1.5x3 + + + + o 3 rn M-3x8 1/4oco 0 I ` 12 13 r 15 ��:. p�q _ _ illia+ M-5x10 M-3x10 19 o M-1145x3 M18HS6 3x18 0.25„ M-3x5 18 =M-8x8 20 0 2X WEDGE M-5x10 M-1.5x3 W/(2) M-2.5X4 TYP. a 3.75 M-5x6(5) 12 �, �� PRoFe„ y l y y J' y y J, ). .�``GINS sf 2-05-08 5-00-06 6-07-14 J 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 �`� �`v �R A 1-00-05-08 11-06-08 28-00 �� i' y :9782 P E �" 42-00 • JOB NAME : 5019-B POLYGON - F2 "''~ IIIScale: 0.1987 (.., WARNINGS: GENERAL NOTES, unless otherwise noted: -v,� •REGON .' 1.Builder and erection contractor should be advised of s1 General Notes 1.This design Is based only upon the perimeters shown and is for an Individual „9� q R Y 1,� ` ifie ,,, it Truss: F2 and Warnings beton construction commences. budding component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of componentIs the responsibility of the budding designer. 3.Additional temporary bracing to Insure Wobbly during nclbn 2.Design assumes the top and bottom chords to be Wendy braced al Is the responsibility of the ender.Additional permanent bracing of Y o,e,and al 1(y o.e.respectively uNess braced throughout their length by PA U continuous sheathing such as plywood sheathing(TC)endlor drywel(BC). DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or Wterel bracing required where shown+ SEQ.: K1580965 4.No bad should be applied to any component ural Oar al bracing and 4.Instalation of truss Is the responsibility of the rsspectNs contractor. fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used in nonconosive environment EXPIRES: 12/31/2016 TRANS IDLINK design bade be applied to any component. and aro for-dry conedion•of use. • 6.Design nwmss full bearing at all supports shown.Shim or wedge If 5,CampuTrus has no control over and assumes no responsibility for the necessary. December 8,2015 fabrfatlon,handling.shipment and Installation of components, 7.Design assumes adequate drainage N provided. 6.This design is furnished subject to the limitations set forth by 6.Platae shall be bated on both faces of truss,and placed so their center TPVWtCA In BCSI,copies of which will be furnished upon request. Anes coincide with joint center linea. 9.Digits Indicate size of plate In Inches. MTek USA,Inc./CompuTrus Software+7.6.6 SP1(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE= 1.15 1- 2-( 0) 60 2-14=(-1912) 3516 14- 3=( -186) 600 20-10=( -171) 889 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-4339) 2012 14-15=(-1461) 2769 14- 4=( -495) 772 10-21=(-2522) 968 BC: 2x4 KDDF #1&BTR 3- 4=(-3911) 1904 15-17=(-1719) 3953 4-15=( -264) 258 12-21=) -73) 216 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3016) 1381 16-18=) -69) 165 15- 5=( -372) 1200 21-13=( -663) 1602 2x4 KDDF #1&BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-1414) 3664 15- 7=(-1663) 568 13-22=(-1802) 776 2x6 KDDF #2 B DL ON BOTTOM CHORD - 10.0 PSF 5- 7=(-2542) 1232 19-20=(-1414) 3664 7-17=( -34) 499 TOTAL LOAD = 42.0 PSF 7- 8=(-3946) 1675 20-21=(-1014) 2490 16-17=( 0) 72 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-3870) 1511 21-22=( -67) 79 17- 8=( -198) 141 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=(-2546) 1006 17-18=(-1496) 3747 10-12=( -387) 262 8-18=( -452) 347 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 0 18- 9-( -153) 245 NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( -437) 265 19- 9=( 0) 282 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-20=(-1340) 466 = 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 OVERHANGS: 12,0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -315/ 1891V -99/ 182H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -286/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) .. For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.333" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL - -0.612" @ 19'- 1.3" Allowed= 2.739" MAX HORIZ. LL DEFL = -0.153" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" 9-11-11 28-03-10 3-08-11 NOTE:Design assumes moisture content does .1' .f not exceed 19% at time of manufacture. 9-11-11 10-07-11 19-07-10 1-09 ,( 4.(' Design conforms to main windforce-resisting 2-05-05 2-04-01 5-01-04 7-03-13 2-04-011 system and components and cladding criteria. 2-07-0/ -07-0 4-00-05 T T 7-03-13 1 1 I 4-06-07 f 1204-10 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, t------f1' ' T 4' T '1' T T '"I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 'q7.50 End vertical(s) are exposed to wind, 7.5017 M-5x6(S) Truss designed for wind loads • 1 M-4x6 =M-4x4 M-3x4 M-3x8 M-3x8 M-4x6 in the plane of the truss only. 5 B 9 10 �\�M-BXB p se � ,3 M-3x4 . -,, M-1.5x3/ + o 3/ B o . M-3x8 _ o �, \IIIWV I o ' M-5x10 M-3x10 0 16 19 f-iy 20 d, 21 22 I of M-1.5x3 M18H5-3x18 0.25 M-3x5 =M-8x8 0 2X )WEDGE M-5x10 M-5x6(S) M-1.5x3 CC PRQc , O 3.75 W/(2) M-2.5X4 TYP. 12 l y y y y y y y y �C3 ENGIN ,�R /dam 2-05-08 5-00-06 6-07-14 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 � J ,1 y y y y 05-08 11-06-08 28-00 y ' 89782PE �� 1-00 42-00 JOB NAME: 5019-B POLYGON - F3 ` Scale: 0.1317 A -wr�r WARNINGS: GENERAL NOTES, unless°therwlse noted: "�ORE��� Q;' 'r 1.Builder and erection contredor should be advised of sl General Notes 1.This design le bused only upon the perimeters shown and is for an IndlvHuat G Truss: F3 and Warnings before construction commences. bolding component.Appllubillry 'of design parameters and proper , "9 R y A5 �j_ 2.214 compression web bredsg must be Instilled where shown+. Incorponlbn of component k the rssponsibllty of the binding designer. `'Y rsry bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 3.Additional t mpoP"/� V Is the responsibility of the erector.Additional permanent bracing of 7 o,c.and al 10'o.c.respectively untees braced throughout their length by A U L 1_ continuous sheathing such es plywood sheathing(TC)end/or drywel(BC). DATE: 12/8/2015 the overal structure Is the responsibility of the building designer. 3.21 Impact bridging or lateral bredng required where shown.... SEQ.: K100966 4.No bad should be applied to any component until seer el bracing and 4.Installation of truss Is the responsibility of the respective contractor. r� r� /ry fasteners are complete and it no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, end are for"dry condition"of use. EXPIRES: 213I GQ� design bads be applied to any component. TRANS ID: LINK 6 a.Design assumes full bearing el el supports shover.Shim or wedge if December 8,20155.CompuTrus has no control over end assumes no responsibility for the massa febrl albn,handling.shipment end Installation of components. 7.Design assumes adequate drainage is prodded. B.This design is furnished subject to the Ilmitatbns set forth by 8.Plates shin be bated on both faces of truss,and placed so their center TPW6TCA in SCSI.copies of which will be furnished upon request. Ines coincide with Joint anter lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software+7.6.6SP1)1L)-E 1o.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 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1626) 3680 13- 3=)-460) 1175 8-19=( -432) 234 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4490) 1788 13-14=(-1461) 3282 3-14=(-765) 414 19- 9=( -138) 659 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1206 14-15=(-1063) 2532 14- 4=) -34) 313 9-20=(-1130) 427 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1106 15-17=) -845) 2395 4-15=(-498) 375 10-20=) -247) 612 LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1019 16-18=( -32) 92 15- 5=(-408) 1120 20-11=) -30) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 1090 18-19-) -798) 2417 15- 6=(-755) 272 11-21=(-1938) 743 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2478) 1072 19-20-) -676) 2080 6-17-(-102) 504 21-12=( -110) 126 8- 9=(-2275) 968 20-21=) -432) 1080 16-17=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-1422) 721 17- 7=(-262) 82 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-1732) 764 17-18=(-806) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -83) 102 7-18=(-232) 219 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 18- 8=( -46) 112 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -271/ 1888V -165/ 222H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -223/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.198" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL= -0.374" @ 19'- 1.3" Allowed= 2.739" MAX HORIZ. LL DEFL - -0.109" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 11-11-11 22-03=10 7-08-11 NOTE:Design assumes moisture content does not exceed 199 at time of manufacture. 2-09 4-06-02 4-08-09 2-00-05 5-01-04 5-03-14 5-00-06 4-09-14 3-11-09 3-09-02 Design conforms to main windforce-resisting f 1 '( "f '1 f 'l' '1 T '( '( system and components and cladding criteria. 12 12 M-5X6(5) Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 177 M-4x6 M-4x6 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRSMir), 5 M-3x4 M-3x4 0.25" M-3x9 0 load duration factor=l.6, 6 7B 9 y Ak `� End verticals) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only. M-3x9 1 4 + + M-1.5x3 2 M-3x6 + -/ 3 d' 0 o M-3x8 _ �� iCa A o 0 0 4 t 1 r-= 13 14 15 17 M-5x8 M-3x9 M-3x8 0 16 18 20 **21 1 o M-1.5x3 M-6x8 0.25>y M-3x8 27 M-4x4 0 2X WEDGE M-5X8 M-5x6(S)123.75 12 W/(2) M-2.5X4 TYP. ��D P R oge y y y y y y y (C.- Co' coG I NEL-- e` S> 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 \ AN y 2fi-os-oe 11-06-08 28-00 " y y 4•C" I'9782PE 1-- 1-00 1-00 42-00 • JOB NAME : 5019-B POLYGON - F4 i.Scale: 0.1538 •R E G D N N, WARNINGS: GENERAL NOTES, unless otherwise noted: �O 1.Builder and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown and Is for an i dlvldual '9. Gq pt Y 5 Q� Truss: F 4 and Warnings baton constriction commences. bulding component.Applicability of design parameters and proper ��j\ 2.2o4 compression web bracing must be Installed where shown*. Incorporation of component Is IM responsibility of the building designer. - 4= Y 3.Additional Ismporery bncing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at l Iv the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 1 O'o.c.respectively cc ey unless braced throughout their length by �/q UL continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 12/8/2015 the oviral etnwiure K the responsibility of the building deSgner. 3.2x Impact bridging or lateral bradng required where shown•• SEQ.: K 15 8 0 9 6 7 4.No bad should be rippled to any component ural after al bredng end 4.Installation of tins Is the responsibdly of the respective contractor. laelenen are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive envkonment, and are for"dry condition' use. EXPIRES:L12/31/2016 TRANS ID: LINK deslgnloads beapplied toany component. 5.CompuTrus has no control over and assumes no responsibility for the necesssry.6.Design assumes h41 bearing at el supports shown.Shim or wedge If December 8 r 20 J fabrication,handling.shipment and installation of components. 7.Design assumes adaqude drainage Is provided. 6,This design Is furnished subject to the limitations set forth by 8.Plates shall be opted on both faces of truss,and placed so their center TPWVtCA In SCSI,copies of which WI be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MTek USA,Inc./CompuTrus Software+7.6.6-SP1(1L)E to.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 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1774) 3680 15- 3=(-505) 1175 10-22=(-1131) 476 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-4490) 2009 15-16=(-1593) 3282 3-16=(-768) 450 12-22=) -241) 614 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1370 16-17=(-1160) 2532 16- 4=( -42) 313 22-13=) -111) 628 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1282 17-19=(-1016) 2395 4-17=(-499) 314 13-23=(-1938) 874 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 18-20=( -38) 92 17- 5=(-459) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-2140) 1162 20-21=( -937) 2417 17- 7=(-755) 324 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2397) 1260 21-22=( -812) 2080 7-19=( -94) 513 8- 9=(-2478) 1218 22-23=( -506) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1106 19- 8=(-275) 78 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-12=(-1422) 828 19-20=(-949) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 8-20=(-232) 248 = LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 894 20- 9=( -60) 126 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 103 9-21=(-432) 237 OVERHANGS: 12.0" 0.0" 21-10=(-141) 671 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -339/ 1888V -166/ 223H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -303/ 1757V 0/ OH 5.50" 2.81 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.215" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed= 2.739" 13-11-11 18-03-10 9-08-11 MAX HORIZ. LL DEFL = -0.118" @ 41'- 8.5" �( MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 4-06-02 2-02-08/ 5-01-04 5-00-06 2-02-08 3-09-02 2-09 '' 1' 4-06-02 ' 0-00-05 ' 5-03-14 S-09-19 '3-09-02 NOTE:Design assumes moisture content does T ' ' f ' 1 f f f f ' not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7,50 M-5x6(S) ' 7 50 system and components and cladding criteria. M-_x4 1 Wind: 140 mph, h=23.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-3x4 0.25" M-3x9 M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), z a y;, In load duration factor=l.6, End vertical(s) are exposed to wind, M-3x9 M-3x6 Truss designed for wind loads in the plane of the truss only. + + t M-1.5x3 14/1 M-3x6 441111111r + 4 JO M-3x8 �1�1A o tt 5 if 170, 7 lsor :. 2.2 = o /'J' M-5x8 M-3x4 o M-3x8 M-1185x3 M-gX8 0,25" M-M 8 =M-4x23 Io o 2X WEDGE M-5x8 W/(2) M-2.5X9 TYP. M-5x6(S) ����D PRD,cFSs LI 3.75 12 y y 1' ,6 � .6 ,6 .6 .6 �C GINEe. DC7 y y 05-0, 4-06-02 4-07-14 2-06- 5-01-04 7=08-04 7-08-04 7-04-07 y �,� ' R , _ 1-0-05-08 11-06-08 28-00 y 89 7 8 2 P E 42-00 JOB NAME: 5019-B POLYGON - F5 % j -- Scale: 0.1288 0, �/�/ WARNINGS: GENERAL NOTES, unlessolherotse noted: 2 1%zEGI\1 r' Q"' 1.Builder and erection cse redor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en Individual '9:9 (/^ (� Truss: F5 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 'l IFiy '1 _14-` 2.2x4 compression web bredng must be Installed where shown e. Incorporation of component U the responsibility of the bolding designer. �l 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 12 Design assumes the top and bottom dohs to be laterally Mead at !1A C1` lathe raeponsibtlily of lb.erector.Additional permanent bracingof 17 o.c,respec5vely unless braced throughout their length by /"' `` continuous sheathing such as plywood sheathing(TC)andlor drywel(BC). DATE: 12/8/2015 the overall etruclure Is the responsibility of the bolding designer. 3.2,Impact bridging or lateral bracing required where shown s o S E K 15 8 0 9 6 8 4.No load should be applied to any component cell after al bracing end 4.Inhalation of Truss Is the responsibility of Bre respective contrador. 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, EXPIRES: 12/31/2016 design bads be applied to any component. and are for"dry condition"of use. T RAN S I D: LINK 8,Design assumes full tearing al al supports shown.Shim or wedge If December 8,2� 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage le prodded. 8.ThIs design is furnished subject to the limitations set forth by B.Plates steal be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint anter Bees. 9.Digit.Indicate atm of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6-SP1(1 L)-E t0.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 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF $1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1929) 3685 15- 3=( -552) 1176 10-22=(-1130) 582 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4490) 2234 15-16=(-1732) 3286 3-16=( -771) 487 12-22=( -280) 616 WEBS: 2x4 KODF STAND; 3- 4=(-3059( 1543 16-17=(-1272) 2532 16- 4=( -50) 313 22-13=( -190) 625 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1457 17-19=(-1203) 2395 4-17=( -499) 301 13-23=(-1938) 1007 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1288 18-20=( -45) 92 17- 5=( -599) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=( 0) 0 20-21=(-1103) 2417 17- 6=( -755) 478 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 6- 8=(-2397) 1447 21-22=( -982) 2080 6-19-) -99) 522 8- 9=(-2478) 1398 22-23=) -580) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1274 19- 8=( -287) 79 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=(-1422) 912 19-20=(-1125) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 8-20=( -232) 288 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1015 20- 9=( -84) 145 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 106 9-21=( -432) 232 OVERHANGS: 12.0" 0.0" 21-10=( -135) 684 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" -412/ 1888V -166/ 224H 5.50" 3.02 KDDF ( 625) vertical members (uon). 42'- 0.0" -387/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) •' For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 15-11-11 14-03-10 11-08-11 MAX LL DEFL = 0.236" @ 19'- 1.3" Allowed = 2.054" 1 MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 7-09-13 8-01-14 1 8-05-07 9-09-14 7-09 MAX HORIZ. LL DEFL = -0.128" @ 41'- 8.5" fi MAX HORIZ, TL DEFL = 0.173" @ 41'- 8.5" 4-06-02 2-02-13 -04-01i 5-00-06 4-00 3-09-02 2-09 T 1'4-06-02 f---T109-63 T 5-03-14 T- 1-60._1,/06 f3-09-02'' 1' � "11 ` I "I f f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 -M-4x4+ 12 7.50 7 M-5x6(S) 11- ''S:17.50 Design conforms to main windforce-resisting M-3x4 -M-4x4+ system and components and cladding criteria. M-4x6 M-3x4 0 25„ M-3x4 M-4x6 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 6 8 9 10 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), / ' ... , M-3X5(S) load duration factor=1.6, M-3x 6 End vertical(s) are exposed to wind, M-3x4 3 Truss designed for wind loads in the plane of the truss only. + + + M-1.5x3 M-3x6N + 4 -r'� 3 / 0 o /- M-3x8 II� A o Q, /- '.00.'-'''''75 16 ,,17 19 .-: - -,...0.)I o �' M-5x8 M-3x9 o M-18 20 21 5x3 M-6x8 0.25" M23x8 -M-4x42 23 I o 0 2X WEDGE M-3x8 M-5x8 //'��� W/(2) M-2.5X4 TYP. M-5x6(S) ��t,� PRtJ/'rS O 3.75 C 12 01 ; 01 01 01 01 .1 y ,1 co- GINE€6, 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 ,I" �� �N '*9 0 J,2-05-08 11-06-08 28-00 01 �` 89782PE fir'" 1-00 42-00 • JOB NAME: 5019-B POLYGON - F6 Amor Scale: 0.1298 ..may WARNINGS: GENERAL NOTES, unless otherwise noted: /�I 7j}- OREGON O�� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is basad only upon the parameters shown and Is for an Individual ��I'�q R Y 5 l� Truss: F6 and Warnings before construction commences. building component.Appllublllty 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 to Insure stability during construction 2.Design assumes the top and bottom chorda to be Wordy braced at '1 /1A [1` b the responsibility of the erector.Additional permanent brodng of 7 o.c.end at 1 t7 o.c.respectively unless braced throughout their length by /`'' U L `` continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : K1580969 4.No load should be applied to any component untl alter al bradng and 4.Inatalation of truss Is the responsibility of the respective contractor. fasteners aro complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r] q/r� c TRANS I D: LINK design bads be applied to any component. end are for"dry condition"of use. EXPIRES: /32I/LO V 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Aril bearing et ail supports shown.Shim or wedge If December 8,2015 necessary. fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPVWTCA in BCSI,copies of which will be fumiehed upon request. Anes coincide with joint center Tines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software+7.6.6-SP1(1L)-E 10.For basic connector plate design velum'see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF %1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-2112) 3701 15- 3=( -608) 1181 11-22=(-1130) 759 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4490) 2456 15-16=(-1B96) 3300 3-16=( -773) 512 12-22=) -342) 614 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1710 16-17=(-1413) 2535 16- 4=( -55) 313 22-13=( -245) 623 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1622 17-19=(-1392) 2395 4-17=( -499) 301 13-23=(-1938) 1144 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2140) 1427 18-20=( -54) 92 17- 5=( -737) 1120 23-14=( -110) 127 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=(-1308) 2417 17- 6=( -755) 624 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2397) 1636 21-22=(-1173) 2080 6-19=( -147) 525 8- 9=(-2478) 1622 22-23=( -657) 1080 18-19=( 01 74 LL = 25 PSF Ground Snow (Pg) 9-11=(-2275) 1481 19- 8=( -292) 91 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=( 0) 0 19-20=(-1344) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1425) 1012 8-20=( -232) 341 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1133 20- 9=( -117) 169 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 106 9-21=( -432) 253 OVERHANGS: 12.0" 0.0" 21-11=( -156) 697 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" -484/ 1888V -167/ 2256 5.50" 3.02 KDDF ( 625) vertical members (uon). 42'- 0.0" -472/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) .. For hanger specs. - See approved plans ICONS. 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" 17-11-11 10-03-10 13-08_11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.261" @ 19'- 1.3" Allowed= 2.054" '' 7-09-13 10-01-14 6-05-07 9f 09 -14 7-09 ' MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed= 2.739" 4-06-02 2-02-13 1-01-09 �3-10-03 5-00-06 3-09-02 MAX HORIZ. LL DEFL= -0.140" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 91'- 8.5" 2-09 T T 4-06-02 f----f3-11-113-11-11 l'-'r5-03-14 T 1-�2 )2 f3-09-02f f / / f f I I f f 11 f f NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 7.50 7 10 ' 7.50 Design conforms to main windforce-resisting M-3x4 M-5x6(S) system and components and cladding criteria. M-3x4 Wind: 140 mph, h=24.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-3x4 0.25" M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 6 8 9 11 2 load duration factor=l.6, a M-3x5(5) End vertical(s) are exposed to wind, M-3x6 Truss designed for wind loads M-3x4 3 in the plane of the truss only. + -7//r kik M-1.5x3 '''''\1111114 M-3x 63 �o 1 M-3x8 � A o o AO Q, 16f`. 17 19 += :: _ --/I M-3x9 o M-3x8 M-1.5x3 M-18 6x8 0.25" 22 =M-4x4 0 23 of M-5x8 o M-3x8 2X WEDGE M-5x8 M-5x6(S) W/(2) M-2.5X9 TYP. Co' ,‘GINE- .. P R 0 F n X3.75 J"2 y y l 5 y y l y C� ANG I NESR vC7�i 2y 05-0�4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 y y 2y 05-08 11-06-08 28-00 1.. �� :9782 PE �<` 1-00 42-00 I JOB NAME: 5019-B POLYGON - F7J Scale: 0.1249 ," r•,i WARNINGS: GENERAL NOTES, unless otherwise noted: 17,E OREGON o'h �„ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and le for en Individual „y� (.r,4 fi Y ,�CJ 41p;., - Truss:: F7 and Warnings before construction commences. building component.Applicability of design parameters and proper v 2.2x4 compression web bracing must be Installed where shown o. Incorporation of component is the responsibility of the building designer. `A V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et lhA U L l k\ Is the responsibility of the arador.Additional permanent bracing of 7 o.c.and at 11Y o.c.respectively unless braced throughout their length by /"' `` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/8/2015 the overaN structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : Ki5 8 0 9 7 0 4.No bad should be applied to any component until alter all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any load.greater than 5.Design assume.trusses are to be used Ina noncorrosive environment, and are for"dry condition"of use. EXPIRES: 12/31L2U16 TRANS I D: LINK design bads be applied to any component. • 6.Design assumes full bearing at ell supports shown.Shim or wedge If December 8,2015 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design eswmes adequate drainage N provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both face.of truss,and placed so their center TPWVTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center linea 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software+7.6.6SP1(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 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1030) 2436 3-12=( -236) 300 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2811) 1135 12-13=) -831) 2148 12- 4=( -134) 436 WEBS: 2x4 KDDF STAND 3- 4=(-2627) 1142 13-14=( -598) 1740 4-13=( -581) 423 LOADING 4- 5=(-2066) 1050 14-15-) -616) 1480 13- 5=( -334) 771 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 15-16=( -47) 56 13- 7=( -111) 168 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1700) 995 7-14=( -478) 263 TOTAL LOAD = 42.0 PSF 7- 9=(-1527) 928 9-14=( -266) 674 8- 9=( 0) 0 14-10=( -152) 195 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1880) 990 10-15=( -484) 321 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1825) 815 15-11=( -609) 1540 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-16=(-1713) 856 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 0.0" 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" -350/ 1894V -258/ 318H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -315/ 1772V 0/ OH 5.50" 2.84 KDDF ( 625) .. For hanger specs. - See approved plans 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.129" @ 17'- 7.4" Allowed = 2.054" MAX TL CREEP DEFL = -0.229" @ 17'- 7.4" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.055" @ 41'- 10.3" 0-07-08 MAX HORIZ. TL DEFL = 0.087" @ 41'- 10.3" 18-04-11 7-10-05 15-09 Design conforms to main windforce-resisting T 6-02-09 5-09-05 5-09-05 � 4-08-13 3-01-082 02-13 6-06 7-00-04 system and components and cladding criteria. 1 I I f I! I I I 1 ' ' I I f Wind: 140 mph, h-25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 18-00 M-3x4 13-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T M-3x4 8 T T load duration factor=1.6, 12 M-4x6 6 12 Truss designed for wind loads M-3x9 in the plane of the truss only. 7.50 5 7 - .S:17.50 M-5x6(S) M-2.5x4 or equal at non-structural diagonal inlets. 0.25" 47 M-3x4 0 M-1.5x3 ly/ 3 + + M-3x6 1 . \ , 0 i o 0 0 4, KO ,r All I 'm1 3 •16b.25" 0.25f -3x6 M- 4 -M-4x4 M-1.5x3 ��9c ) PRO co M-5x8(S) M-5x8(S) . y y , , y \.c.004GI N EEG,ss �r 9-01-03 8-06-04 11-00-02 6-07-12 6-08-12 C? 1- ,I'00 42-00 y `rte 89782PE fir" JOB NAME : 5019-B POLYGON - F8 ,..�,.e."<. --am- ' • Scale: 0.1398 MN WARNINGS: GENERAL NOTES, unless otherwise noted: C,�' t) 1.Builder and erection contractor should be advised of al General Notes 1.This design I based only upon the parameters snavm and Is for en Individual 1,a OREGON O� s,,. Truss: F8 and Warnings before conaruction commences. building component.Applicability of design parameters and proper may//, (° �i(_ 2.2a4 compression web bradng must be Installed where shown•. Incorporation of component la the roaponalbllty of the binding designer. .a:T VA C V 3.Additional temporary bracing to insure stability during construction 2.Design aaaumaa the top end bottom chords to belaterally braced at 77 'l J Is the responsibility of the erecter.Additional permanent bracing of 7 o.c.and et 17 a.c.respectively as ly unless braced throughout their length by continuous sheathing such as plywood sheet whereC)and/or drywal(BC). PA U t 'k, DATE: 12/8/2015 the overal structure Is the responsibility of the building designer. 3.Zs Impact bridging or lateral bracing required shown•• I 1 1.. SEQ.: K1580971 4.No bad should be applied to sty component until after al bracing and 4.Installation of truss lathe responsibility or the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assume.trusses are to be used in a non<orroelve environment, T RAN S I D• LINK design bads be applied to any component. and ars for-dry condition of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design oosomes full bearing at all supports shown.Shim or wedge 11 EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. !December p 201 5 6.This design is hxnished subject to the limitations set forth by 6.Plates shal be located on both faces of truss,and placed so their centerO, TP WYICA in BCS!,copies of which will be furnished upon request. Anes coincide with Joint center lines. 9.MITek USA.Inc./Com Trus Software 7.6.6 1L E 8 ForDigbts Indicate size r platepleb a Inches.values Pu ( � 10.For basic connector design values sea ESR-1311.ESR-1966(Mask) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #103TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1343) 2636 3-13=( -123) 200 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=)-3051) 1683 13-14=(-1671) 3469 13- 4=) -509) 1102 WEBS: 2x4 RODE STAND 3- 4=(-2851) 1634 14-15=(-1054) 2498 13- 5=(-1337) 707 LOADING 9- 5=(-2360) 1441 15-16=( -852) 2151 19- 5=(-1462) 1192 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4- 6=) 0) 0 16-11=(-1078) 2439 14- 7=(-1254) 1974 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3945) 2430 7-15=(-1312) 1020 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1383 15- 8=(-1162) 1918 8- 9=(-2159) 1310 15- 9=( -741) 505 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1433 9-16=( -134) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=)-3041) 1441 16-10=( -278) 337 BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" 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" -487/ 2057V -319/ 318H 5.50" 3.29 KDDF ( 625) M-1.5x4 or equal at non-structural 46'- 3.0" -402/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.368" @ 15'- 8.4" Allowed = 2.267" 0-06-13 MAX TL CREEP DEFL = -0.544" @ 15'- 8.4" Allowed = 3.022" ff 26-03 20-00 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 6-04-13 9-11-14 9-10-05 6-08-02 13-03-14 MAX HORIZ. LL DEFL = -0.100" @ 45'- 9.5" 5-01-03 f4-08 5-07-11 5-00 5-03-05 6-06-04 6-06-04 6-11-07 MAX HORIZ. TL DEFL = 0.147" @ 45'- 9.5" T T f TT T T T T T 10-00 Design conforms to main windforce-resisting 1 T system and components and cladding criteria. 12 12 M-4x6 12 7.50 177 7.50 4"0" Q 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 .r5{ load duration factor=1.6, Truss designed for wind loads M18HS-5x16 3.1 M-5x6(S) in the plane of the truss only. 6 M-4x6 T 0.25" c M-4x6 ;;;;;;7 4 S {,1 M-3x5(5) )1100M-1.5x3 M-1.5x3 3 D D { '�` 2 14. ` D p R a'��S oi l,r -3x8 0325" M-5x6 0.2515 M-3x4 M-3x8 Di D M-5x8(S) M-5x8(S) D ''J� �` sf y 9-07-07 y 6-00-15 y 10-06-10 y 9-06-05 y 10-05-11 y � `~ • 0 1-00 46-03 1-00 4 89782PE c JOB NAME : 5019-B POLYGON - F9 Scale: 0.1216 ' f OW WARNINGS: GENERAL NOunlessy otherwise parameters "74,O R E Gf3N Pn. 40 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: F 9 and Warnings before construction commences. building component.Applicability of design parameters and proper C) 2,2x4 compression web bradng must be Installed where shown+, incorporation of component la the responsibility of the building designer, : 3.Additional temporary bracing to Insure stability during construction 2,Design assumes the lop and bottom chords to be laterally braced at 2 tic,and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing each as plywood sheathing(TC)andfor drywall(BC). i's t1 F-j 1 '" DATE: 12/8/2015 the overall structure is the responsibility of the bulding designer. 3,24 Impact bridging or lateral bracing required where shown++ �'S{)1.» SEQ. : K 1 5 8 0 9 7 2 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. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorroalve environment, design bads be applied to any component, and are for"dry condition'of use. '�/ ( t'�/ Jrr') .{ TRANS I D: LINK b•Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 2/ I GO f� 5.CompuTrus has no control over and assumes no responsibility for the necessary, fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December e r D U 2015 6.This design Is furnished subject to the(imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IJ , TPVWTCA in BCBI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Corn uTrus Software 7.6.fi 1 L Z g•Digits Isis con eine of paste In Inches. P ( � 1 D.Far basic connector plate design values see ESR-1311,ESR-1988(fvtlTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1240) 2616 3-13=( -130) 210 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1568 13-14=(-1506) 3437 13- 4=) -461) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1515 14-15=( -964) 2480 13- 6-(-1350) 630 LOADING 4- 5=( 0) 0 15-16=( -802) 2141 14- 6=(-1462) 1058 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-2351) 1339 16-11=(-1030) 2439 14- 7=(-1101) 1943 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3907) 2236 7-15=(-1297) 945 TOTAL LOAD= 42.0 PSF 7- 8=(-2117) 1322 15- 8=(-1097) 1905 8- 9=(-2147) 1243 15- 9=( -741) 507 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1364 9-16=( -136) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1373 16-10=( -278) 339 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRO REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -442/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) M-1.5x4 or equal at non-structural 46'- 3.0" -380/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) vertical members (uon). OND. 2: Design checked for net)-5 psf) uplift at 24 floc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.347" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.540" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 14-04-11 1-03-11 10-06-10 20-00 MAX HORIZ. LL DEFL = -0.096" @ 45'- 9.5" 5-01-03 4-08 3-10-04-09-07 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 MAX HO RI Z. TL DEFL = 0.146" @ 45'- 9.5" T T T T T f f T T f 10-00 Design conforms to main windforce-resisting ' system and components and cladding criteria. 12 12 M-4x6 i2 7.50 p 7.50 V' 4.0" Q 7.so Wind: 140 mph, h=25.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-5x6(5) 3.1 7 in the plane of the truss only. M-5x10 M-4x6 0.25" 5 M-4x6 4 y, +1 M-1.5x3 M-1.5x3 4.7 + 3 SINN 1.0 lD o O oi -3x8 0325" M-5x6 0.25"M -3x9 M-3x8 �i ,C:'D PR aF y M-5 y(S) y M-5x8(5) y y `�� G1N � �/ y y 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 y y pry p .62 / 1-00 46-03 1-00 s97OGt E JOB NAME : 5019-B POLYGON - F10 Scale: 0.1216 ,lir <. s. NE WARNINGS: GENERAL NOTES, unleas otherwise noted. C.y/ry- p /'"thy 1.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 �y �r 4 •RE,,,G O N t1� I Truss: F10 and Warnings before construction commences. building component.Applicability of design parameters and proper f:+'� 4, rt, 2,2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer, ,[ L/'./f L' 3,Addttianal temporary bracing to Insure stability during condructlon 2,Design assumes the lop and bottom chords to be laterally braced at 7�r d is the responsibility of the erector.Addttlanai permanent bracing of 2' and at 10'0,c,respectively unless braced throughout their length by !/'[,,, ` continuous sheathing such as plywood sheathing(TC)and/or drywaA(BC). • r- , f L • DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �"S 1 SEQ.: Ki5 8 0 9 7 3 4,Na load should be applied to any component until after at bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Trusses are to be used in a noncorrosive environment, TRANS I D' LINK dedgn loads be applied to any component, and are for"dry condition"of use. ��//�j p /�](/+��y y� 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full hearing at all supporta sham.Shim or wedge If EXPIRES:Il ES. 2/3 E I:�C.U!1 U necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided, December �7U r� I„e r O 1 5 8,Thls 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 U ,G TPIAPITCA In SCSI,copies of which wig be furnished upon request. Tines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z to.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 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2574 3-12=7 -147) 297 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 4=( -450) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1250 13-14=( -829) 2453 12- 5=(-1355) 596 LOADING 4- 5=(-2351) 1130 14-15=7 -725) 2126 13- 5=(-1462) 850 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3887) 1938 15-10=7 -956) 2439 13- 6=( -862) 1896 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2119) 1230 6-14=(-1274) 830 TOTAL LOAD = 42.0 PSF 7- 8=(-2138) 1151 14- 7=( -999) 1886 __= 8- 9=(-2780) 1268 14- 8=7 -740) 509 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3041) 1278 8-15=7 -140) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 60 15- 9=7 -277) 343 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" 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" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2056V 0/ OH 5.50" 3.29 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.088" @ 45'- 9.5" 12-04-11 3-03-11 10-06-10 20-00 MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" 5-01-03 4-08 5-07-11 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 T T T T T T T T f Design conforms to main windforce-resisting 10-00 system and components and cladding criteria. 12 12 M-4x6 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 17 7.50 177 4.0" Q 7.50 load Heighton,factorEnclosed6'Cat.2, Exp.B, MWFRS(Dir), 7 4,( Truss designed for wind loads in the plane of the truss only. 3.1 M-5x6(5) M-4x6 • 0.25" M-4x6 M-5x10 4 5 +I M-1.5x3 M-1.5x3 Ar + 3 O O 4. It r d , 13 '7' - 1 ciri i -3x8 0.25" M- 6 0.25M-3x4 M-3x8 ���D n Or� M-5x8(5) M-5x8(5) � ss \" 0yGfNE�R f • 04y y y y y y 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 y , 1-00 46-03 1y00 �` :9782PE r JOB NAME : 5019-B POLYGON - F 11 Scale: 0.1216 lir WARNINGS: GENERAL NOTES, unless otherwise noted: C...•"�r� ,f�^�� I^t 1.Builde,and erection contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ]je.OREGON O'~ Truss: Fl 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �//', f'l 2.Zu4 compression web bracing must be Installed where shown+, Incorporation of component is Ms responsibility of the building designer, .11 C/� G 4' '�'� 3.Additional temporary bracing to Insure stability during construction 2.Daslgn end.1 l O the lop and bottom dards to be laterally braced et 7 J ��j_ is the responsibility of the erector.Additional permanent bracing of T o.c. at 10 o.c.respectively unless braced throughout their length by V continuous sheathing such as plywood sheathing(7C)ant/or drywel(BC). P, i 'l V, DATE: 12/8/2015 the overal structure lathe responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ /'�(j 4. S E 1<1580974 4.No load should be applied to any component untl alter al bracing and 4.Instalation of truss Is the responsibility of the respective contractor. Q'' fasteners are complete and al no time should any bads greeter Men 5.Design assumes trusses are to be used in a non-corrosive environment, design bads be applied to any component. end are for'dry condition"of use. TRANS I D: LINK12/31/2016 ave 6.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 5.Com Trus has no control over and assumes no responsibility for naassary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be bated on both feces of truss,and placed so their anter u ,L J TP WVICA In SCSI•copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z to.For basic connector plate design values see ESR-1311,ESR-t988(MITek) This design prepared from computer input by . PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 64 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -9/ 202V -25/ 68H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 10.9" -114/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed - 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed = 0.268" 3-11-11 MAX BC PANEL TL DEFL = -0.036" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, 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. cv I Ik 1 ME30 MEM03 M-3x4 y y 6-00 !PROVIDE FULL BEARING;Jts:1,2,3 ! C7.1 PR 04. NGIN 19 /C"ti 8'782PE C• ' JOB NAME : 5019-B POLYGON - BJ2 Scale: 0.5893 �• 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 OREGON Q Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper15":54/f A 2.2x4 compression web bradng must be Installed where shorn+. incorporation of component Is the roaponslb8lty of the building designer. .d C"4 A G V �, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be'sternly braced at �� '-7 J Is the responsibility of the erector.Additional permanent bracing of Z o.c.end at 10'o.c.respectNely unless braced throughout their length by continuous sheathing such as plywood sheething(TC)and/or drywall(BC). ''J�U DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I SEQ.: K158 0 9 7 5 4.No bad should be applied to any component until eller ell bradng and 4.Installation of truss Is the responsibility of the respectNe 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, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition-of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/201 6 necessary. febrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December UPr Q V ZQ 5 6.Tills design la furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center u , TPUWTCA In SCSI,copies of which wig be furnished upon request. lines colndde with Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1096) 2579 3-13=( -145) 277 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1341 13-14=(-1275) 3391 13- 4=( -446) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1279 14-15=( -841) 2456 13- 6=(-1356) 592 LOADING 4- 5=( 0) 0 15-16=) -732) 2127 14- 6=(-1462) 868 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1157 16-11=( -962) 2439 14- 7=( -883) 1901 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3887) 1964 7-15=(-1276) 840 TOTAL LOAD = 42.0 PSF 7- B=(-2117) 1238 15- 8=(-1008) 1887 8- 9=(-2138) 1159 15- 9=( -740) 508 NOTE: 2x4 BRACING AT 24"OC CON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1277 9-16=( -139) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1286 16-10=) -277) 343 BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" 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" -354/ 2057V -316/ 316H 5.50" 3.29 KDDF ) 625) 46'- 3.0" -349/ 2056V 0/ 0H 5.50" 3.29 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.316" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.534" @ 15'- 8.4" Allowed = 3.022" 0-07-08 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 10-04-11 5-03-11 10-06-10 20-00 MAX HORIZ. LL DEFL = 0.089" @ 45'- 9.5" f f f f f MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" 5-01-03 4-08 5-00-03 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 T T '1T T T f T T T 10-00 Design conforms to main windforce-resisting 1' 1' system and components and cladding criteria. 12 12 M-4x6 12 7.50 7.50 4.0' .'7,17.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 45( load duration factor=l.6, Truss designed for wind loads NI-5X6(S) 3.1 in the plane of the truss only. M-9x67 0.25" M-4x6 M-5x10 5 jI 6 +1 M-1.5x3 M-1.5x3 3 + o 1a" .f "I --S42 o 1 €�oa P R()pees i -3x8 0325" M-5x6 0.25'5 M-3x4 M-3x8 I o M-5x8(S) M-5x8(5) y 9-07-07 y 6-00-15 y 10-06-10 y 9-06-05 y 10-05-11 y w��� ANG{NL�IS) (1' ley y y ' '9782PE �" 1-00 46-03 1-00 • JOB NAME : 5019-B POLYGON - E'12 '''' Scale: 0.1216 ANNWI WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ r/' / 'CO 1.Milder and erection contractor should be advised of a1 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 9,L OREGON O� Truss: F 12 and Warnings before constnotion commences. building component.Applicability of design parameters snd proper - f, 2 o, 2.214 compression web bracing mui be installed where shown•. incorporation of component Is the rosponsibllty of the building daslgner. +Q. �/� 1 G 3.Additional temporary bracing to Insure stability during candructbnlr 2 Design assumes the top and bottom chorda to W throughoutWendy braced at ( J Is the responsibility of the erector.Additional permanent bracing of continuousT end et 70'o.c.such. plyely unless broad their length by `N sheathing such as plywood sheathing(TC)and/or drywal(BC). 11:31A A U l L� DATE: 12/8/2015 the overall structure Is the responsibiity of the building designer. 3.2c Impact bridging or lateral brodng required where shown•• S E K158097 6 4.No bad should be applied to any component until after al bredng 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 assume.trusses are to be used in a noncorrosive environment. design loads be applied to any component. end ere for"dry condition"of use, T RAN S I D: LINK12/31/2016 6.Design assume.full bearing at a1 supports ahawn.Shim or wedge I} EXPIRES: 5.Com True has no control over and assumes no responsibility for the necessary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December e r Q V 20�J G 6.This design is furnished subject to the limitations set forth by 8.Plates shag be bated on both faces of truss,and placed so their center U , TPI WTCA In SCSI,copies of which veil be fumiehed upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MTek USA,Inc./CompuTrus Software 7.6.6(1L(-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MlTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 88 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 266V -40/ 107H 5.50" 0.43 KDDF ( 625) TOTAL LOAD = 42.0 PSF 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 5'- 11.7" -84/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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 = 0.103" @ 3'- 7.2" Allowed = 0.425" MAX TC PANEL TL DEFL = -0.105" @ 3'- 4.8" Allowed = 0.638" 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 Design conforms to main windforce-resisting 7.50 2system and components and cladding criteria. Wind: 140 mph, h=21ft, 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. 0 0 0 I Ri .l 1► 3►�� 0 M-3x4 ; y 6-00 '`� �p PRnF , PROVIDE FULL BEARING;Jts:1,3,2 89782PE ter-- JOB NAME : 5019-B POLYGON - BJ3 .i► -/ Scale: 0.5397 ,1* WARNINGS: GENERAL NOTES, unless otherwise mud. C./ OREGON 40 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 �O�� Truss: BJ3 and Warnings before construction commences. building component.Applicabllity of design parameters and proper ,j/ 2.2x4 compression web bracing must be installed where shown•. Incorporation of component Is the responsibility of the buNding designer. .s!1� i} 2.Design assumes the top and bottom chords to be leterally braced et 77 "1 _ 3.Addthonal temporary bracing to insure stability during construction 2•o.c.and et 10'o.c.respectively unless braced throughout their length by ` V Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)endlor drywell(BC). PA U tgo, DATE: 12/8/2015 the overall structure Is the responsibility of the bulding designer, 3.2x Impact bridging or lateral bracing required where shown•• I 4.. SEQ. : Ki5 8 0 9 7 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment. T RAN S I D• LINK design loads be applied to any component, and are for"dry condition'.of use. 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 82015 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center i TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design veiues see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 46-03-00 GIRDER SUPPORTING 9-00-00 FROM 0-00-00 TO 4-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-13=(-1574) 7952 3-13=( -90) 578 18-10=(-4174) 1008 2x6 KDDF #1613TR T2 2- 3=( -9828) 1982 13-14=(-1576) 8196 13- 4=( -744) 3294 10-19=( -930) 4364 BC: 2x6 KDDF SS; LOADING 3- 4=( -9912) 2012 14-15=(-1430) 8274 4-14=(-2418) 614 19-11=(-4986) 1208 2x10 KDDF SS B4 LL = 25 PSF Ground Snow (Pg) 4- 5=( -7944) 1596 15-16=(-1428) 8280 14- 5=) -666) 3594 11-20=(-1436) 6234 WEBS: 2x4 KDDF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 46'- 3.0" V 5- 6=( -6819) 1392 16-17=( -832) 5356 14- 6=(-1912) 630 2x4 KDDF STUD A; BC UNIF LL( 87.5)+DL( 79.5)= 167.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=( -6476) 1268 17-18=( -894) 5458 6-15=( 0) 194 2x6 KDDF #2 B BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 4'- 0.0" TO 46'- 3.0" V 7- 8=( -4720) 1034 18-19=(-1734) 8948 6-16=(-3868) 792 8- 9=( -4732) 1026 19-20=(-2670) 12808 16- 7=( -466) 2880 TC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3443.0 LBS @ 6'- 0.0" 9-10=( -6594) 1320 20-12=(-2764) 13224 7-17=(-2688) 614 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 7713.0 LBS @ 42'- 3.0" 10-11=(-10802) 2218 17- 8=( -966) 4658 11-12=(-15826) 3346 17- 9=(-2536) 644 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-18=( -478) 2638 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ALL FLAT TOP CHORD AREAS NOT SHEATHED 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" -1327/ 6406V -303/ 3108 5.50" 10.25 KDDF ( 625) OVERHANGS: 12.0" 0.0" 46'- 3.0" -2062/ 9764V 0/ OH 5.50" 15.62 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, JT 2: Heel to plate corner - 2.75" 9" oc in 2 row(s) throughout 2x6 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. JT 12: Heel to plate corner = 4.50" -"i- 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 3 row(s) throughout 2x10 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY 9" oc in 1 row(s) throughout 2x4 webs, MAX TLMCREEP DEFL - -0.001" C@9 -1'- 0.0" A'- 0.0" llowed 0. 133" CONC.LOAD(S)EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = 0.201" @ 20'- 4.8" Allowed = 2.267" MAX TL CREEP DEFL = -0.663" @ 20'- 4.8" Allowed = 3.022" MAX HORIZ. LL DEFL = -0.052" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.126" @ 45'- 9.5" 8-11-11 5-08-11 11-06-10 20-00 '1 '1 T Design conforms to main windforce-resisting 3-04-02x09-07.09-15 6-00-03 5-08-07 5-06-11 6-04-03 6-05-15 2-11-034-02-12 system and components and cladding criteria. T .f T T T T T T T T 'f 12 12 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 7.50 M-4x6 '737.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 8 ,(,{ in the plane of the truss only. .,...,'...., M-5x6(S) 3. M-3x5 •,...s....,, 0.25" 7 M-4x8 M-6x10 +l A M-3x6 • T2 + + o-3x8 - M-1.5x33 + + 1 AilkiiiMr .4x8 `M18HS-3x18 0 o 141 1 u1 13 14 1157 16 117 18 119 •I 20 , p ii 3x10 M-6x8 0.25" M-3x6 0.25" M-3x8 0.25" 1 oo M-3x8 M-7x8(S) M-7x8(S) M-12x14(S) „D PR Ores, ��� �349yy18H §# ~ �A ]1NE s/ l y y y y l �C? g�' -�5-10-04 2-07-10 6-04-04 5-06-11 5-10-03 6-07-11 6-05-15 2-10-07 4-00 tr � "io y :9782PE 46-03 JOB NAME : 5019-B POLYGON - F13GIRD ,,�iuI• Scale: 0.1050 v WARNINGS: GENERAL NOTES, unless otherolse noted: I f/ 1.BuHder and erection contractor should be advised of ail General Notes 1.This design Is bailed only upon the parameters shown and is for an Individual14Z/ 9 •R E GO N Truss: F 13 G I RD and Warnings before construction commences. bulding component.Applicability of design parameters and proper 4Z� (� ��" 2.244 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer, V 4 3.Additional temporary brscirp to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at ? A NI 7 o.c.and at 10•o.c. upecttvely unitise braced throughout their length bydi- lithe responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywell(BC). p A 1 1 l '1°10'DATE: 12/8/2015 the overal structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown•• r1 tvJ 1.» S E K1580978 4.No load should be applied to any component untl after a1&icing and 4.Installation of truss lathe responsibility of the respective contractor. Q' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in•noncorrosive environment, design bads be applied to any component, and are for"dry condition"of use. TRANS I D: LINK 6.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTnn has no control over end assumes no responsiblllty for the naceasary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. Q 2� G 5 6.This design b December 8 furnished subject to the limitations eel forth by 8.Plates shall be located on both faces of truss,and pieced so their center , TPLWI'CA In BCSI,copies of which will be furnished upon request. linea colndde with Joint center lines. 9.Digits Indicate size or pieta in inches. MiTek USA,Inc.7CompuTrus Software 7.6.6(1L)-E 10.For basic connector piste design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 153 1-4-(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -76) 31 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) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 237V -54/ 146H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -176/ 339V 0/ OH 1.50" 0.43 KDDF ( 625) 7'- 11.7" -15/ 4V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 MAX TC PANEL LL DEFL = 0.061" @ 2'- 9.3" Allowed = 0.427" 3 -, MAX TC PANEL TL DEFL = -0.058" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL - -0.002" @ 5'- 11.2" 12 A MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 7.50 `1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (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. rn 0 0 N Lc o RI , 1.--=-0 4 0 M-3x4 i, ), y 6-00 1-11-11 � G D P R OprS[PROVIDE FULL BEARING;Jts:1,4,2,3 J C s5 ' I r0; O' � 4 2 1:7_, '...c- :9782PE JOB NAME : 5019-B POLYGON - BJ4 • ,�, Scale: 0.5074 , WARNINGS: GENERAL NOTES, unless otherwise noted: V /'+/�I�` 1.Builder and erection contractor should be advised of sl General Notes 1.This design is based only upon the parameters shown and Is for an Individual A S R E GO E Y O"" s.",,, Truss: BJ4 and warnings before construction commences. building component.Applicability of design parameters and proper L' f �( 2.2x4 compression web brsdrq mud be Installed where shown+. Incorporation of component Is the rospansibdlty of IM budding designer. .A V� Y .{ �'c 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom drorda to be latently braced at 7 R Is the responsibility of the erector.Additional permanent bracing of S o.e.and at 1I7 o.c,respectively unless braced throughout their langur by lr continuous sheelhbg such as plywood sheathing(TC)and/or drywal(BC). PAUL U l DATE: 12/8/2015 the overall structure Is the responsibility of the bolding designer. 3.2x!piped bridging or lateral bradng required where shown.c �`1 L SEQ.: K 15 8 0 9 7 9 4.No bad should be applied to any component until after al bracing end 4.Inslalaoon of truss is the responsibilty of the respective contrador. (listeners are complete and at no time should any bads greater than 5.Design assumes Hisses are to be used Ina noncorrosive environment. T RAN S I D• LINK design bads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes lull bearing at WI supports shown.Salm or wedge If EXPIRES: 12/31/2 01 6 necessary. II,,,, O fabrication,handling,ehipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their center TPW4TCA in BCSI,copes of which will be furnished upon request. Ines coincide with joint center Imes. 9.Digits Indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-225) 208 1-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -90) 40 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) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -69/ 185H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -199/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -48/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 MAX TC PANEL LL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" 3 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" 0MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 Design conforms to main windforce-resisting 7.50 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=1.6, Truss designed for wind loads in the plane of the truss only. rn )I o LL M-3x4 6-00 3-11-11 ��b PR()Fe, (PROVIDE FULL BEARING;Jts:1,4,2,3 I � GtNt .-, iry� 4t- 89782PE ma• c' JOB NAME : 5019-B POLYGON - BJ5 ,�.,r!'r `""'` • Scale: 0.4382 1111, WARNINGS: GENERAL NOTES, unless otherwise noted: 9 OREGON .Truss: B J5 and Warnings before construction commences. building component.Applicability of design parameters and proper I.Balder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for en Individual ,a �O" � �(/ 2.2x4 compression web bracing must be Installed where shown*. Incorporetlon of component la the responstbNity of the building designer. 1,9 I 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to los laterally braced at 7 "1 R Y Is the rosponalblllty of the erector.Additional permanent bracing of con7 o.c.end at 70'o.c.rinuous sheithing espectively as plywood unless braced throughout their length by DATE: 12/8/2015 the overall stricture Is the responsibility of the building designer. 3.2x impact bridging or lateral brad grequired where shownoo dryw.p(BC). �CJ� >� SEQ.: 1<1580980 4.No load should be applied to any component until eller all bradng and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design hada be applied to any component. and ere for"dry condition"of use. TRANS I D: LINK8.Design assumes full bearing at all supports shows.Shim or wedge 11 EXPIRES: 12/31!2016 5.CompuTnn has no control over and assumes no responsibNNy for the necesaery. 8 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. nDecember a.This design Is furnished subject to the IlmNallons set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,201 5 TPWV1CA in SCSI.copies of which WI be furnished upon request. lines coincide with Joint center fins. 9. es. MiTek USA,Inc./Com Trus Software 7.6.6(1L E 10.ForDigbasicts indicate eco r lases In ign values Pu � For connector plate design values see ESR-1311,ESR-1938(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 60 2-6=(-48) 101 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-178) 24 5-7=(-84) 167 5-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=) -29) 34 3-7=1-175) 88 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" -50/ 350V -29/ 97H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -89/ 81V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 95V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 5'- 4.0" Allowed = 0.078" 12 MAX TL CREEP DEFL = 0.000" @ 5'- 4.0" Allowed = 0.105" 7.50 F77 MAX HORIZ. LL DEFL = -0.006" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.008" @ 5'- 4.0" 4 -/ ,' Design conforms to main windforce-resisting 0 system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, N o Truss designed for wind loads e.aN in the plane of the truss only. area_ 1111 a, A41o �! M-1,5x3 , l P-rdl In 7 0 1 Nfi3x4 0 M-3x4 M-3x5 2-03-12 3-00-03 0-08-01 y y i, l 1-00 2-05-08 6-00 3-06-08 I I �cc. P R p,ass PROVIDE FULL BEARING;Jts:2,4,7 4:C"' :9782PE 9r JOB NAME : 5019-B POLYGON - CJ2 ,/•✓�'� Scale: 0.5646 WARNINGS: GENERAL NOTES, unless otherwise noted: I (/ 40 1.Bolder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and la for an individual A "7 .OREGON h' Truss: CJ2 and Waminps before construction commences. bolding component.Applicability of design parameters and proper '(?���(//,� CV 2.2x4 compression web bracing mud be Installed where shown+, Incorporation of component la the responsibility of the building designer. V 2.Design assumes the top and bottom chords to be leterely breced at R Y 1 3.Additional temporary bracing to Insure stability during construction7 o.c.and et 10'o.c,reepectNely unless bread throughout their length by ir v Is the responsibility of the erector.Additional permanent bracing or continuous sheathing such as plywood shesthing(TC)and/or drywall /�(BC). P U l4 �` DATE: 12/8/2015 the overall structure la the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown++ 1 SEQ.: K 15 8 0 9 81 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater Men 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D: LINK design pads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes run bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December p G7 2L S.This design M furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and paced so their center8, 2015 In BCSI.copies of which coil be fumiehed upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MITek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-134) 187 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-270) 59 5-7=(-228) 313 5-3=( 0) 50 WEBS: 2x4 RIDE STAND 3-4=( -65) 53 3-7=(-327) 238 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" -45/ 393V -43/ 136H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -4/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.7" -56/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1IPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.014" @ 2'- 3.8" Allowed = 0.254" A 5-11-11 / MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" I I MAX HORIZ. LL DEFL = -0.014" @ 5'- 4.0" 12 4 -! MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 7.50 177 I (�) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,-I load duration factor=1.6, ,-i Truss designed for wind loads M-4x6 o in the plane of the truss only. I 3 rh D AllONI .. 7 DEMO o [ illI M-1.5x3 MIIIIIIMIIMLE r I o I o ► M6.3x4 � M-3x4 M-3x5 y l y 2-03-12 3-00-03 0-08-01 y y y 1 1-00 2-05-08 6-00 3-06-08 .ei 0 pROFFSs 'PROVIDE FULL BEARING;Jts:2,7,4 0G`INEfiR � , 89782 P E ��" JOB NAME : 5019-B POLYGON - CJ3 .t.► -elle Scale: 0.5115 WARNINGS: GENERAL NOTES, unless otherwise noted: ,� 1:1/1,1 OREGON '�4`' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: CJ3 and Warnings before construction commences. building component.Applicabiley of design parameters and proper �/,� 4-4. �� 2.2o4 compression web bracing must be installed where shovel.. Incorporation of component Is the rosponsibAlty of the building designer. C/ . V 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top end velybottunless chords to los throughoutaterally braced d R Y _` Is the responsibility of the erector.Additional permanent bracing of n7 o.e.and M 1e'o.c.reach as ly braced their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p A 1 f l �` DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown.. r1 F,J 1. S E K 15 8 0 9 8 2 4.Na bad should be applied to any component until after all bracing and 4.Installation of truss Is the responslblity of the respective contractor. Q" fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non.corroslve environment, design bads be applied to any component, and ere for"dry condition"of use. T RAN S I D: LINK 8.Design assumes hill bearing at all supports shown.Shim or wedge If EXPIRES: i 2/31/2016 5.CompuTrus has no control over and assumes no responsibility for the neuseary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided December r Q V rf G J 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 u ,L TP WJTCA in SCSI,copies of which oIl be furnished upon request. Anes coincide with Joint urian lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 60 2-7=( -82) 187 7-6=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-270) 59 6-8=(-141) 313 6-3=( 0) 50 WEBS: 2x9 KDDF STAND 3-4=(-174) 98 3-8=(-327) 197 LOADING 4-5=(-119) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 355V -51/ 196H 5.50" 0.57 KDDF ( 625) 5'- 4.0" 0/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -208/ 416V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX LL DEFL = -0.011" @ 2'- 3.8" Allowed = 0.254" 1' 1' MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 5 MAX LL DEFL = -0.039" 9 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 12 MAX HORIZ. LL DEFL = 0.011" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 7.50 4 Design conforms to main windforce-resisting til system and components and cladding criteria. .-1 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads M-4x6 in the plane of the truss only. 3 A101........_1°11 .4......_ Wt EMMUMMIMI.- _ M O 8 o 0 I MdMIIMMEME- r.,; M-1.5x3 �� 1 1 1 M-7 3x4 O o M-3x4 M-3x5 y .1 )' )' 2-03-12 3-00-03 0-08-01 y y ), >y 1-00 , 2-05-08 5-06-03 , y P R 6-00 1.-11-11 '`���D ���s(S' 'PROVIDE FULL BEARING;Jts:2,8,4 I rc E3 ( N�''-'4.? r�� c' 89782PE 7,;..... .4-1 JOB NAME : 5019-B POLYGON - CJ4 • Scale: 0.4172 "r .. x !,., WARNINGS: GENERAL NOTES, unless otherwise noted: C..... 40 1.Builder and erection contractor should be advised of all General Notes 1.Thie design Is based only upon the parameters shown and Is for an Individual A -77 OR E G O N " Truss: C J Warnings before construction commences. building component.Applicability of design parameters and proper ! / 2 2.2x4 compression web bracing must be installed where shown+. incorporation of component i the rasponslbNlty of the building designer. .A� V/1 Ry A(, � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and 6odom chords to be laterally braced at 77 "'f J is the responsibility of the erector.Additional permanent bracing of 7 c.c.and at 10'o.c,reapecOvety unless braced throughout their length by ` continuous sheathing such es plywood sheathing(TC)and/or drywell(BC). p/)U t DATE: 12/8/2015 the overaN structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• I 1 L� SEQ. : K158 0 9 8 3 4 No load should be applied to any component untN after all bracing and 4.Installation of truss 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 Ina noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and ere for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at sl wpporls shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center December 8:201 5 TPINJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ilnes. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 60 2-7=( -76) 196 7-6=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 62 6-8=(-130) 243 6-3=) 0) 49 WEBS: 2x9 KDDF STAND 3-4=(-201) 171 3-8=(-254) 136 LOADING 4-5=( -83) 46 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PIF BEARING MAX VERT MAX FIORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 379V -73/ 215H 5.50" 0.60 KDDF ( 625) 5'- 4.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -160/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -55/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) 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 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 9-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ,r '' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -, MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" hl MAX HORIZ. LL DEFL = 0.009" @ 5'- 4.0" MAX HORIZ. TL DEFL - 0.012" @ 5'- 4.0" 12 7.50 17 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, 4 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), "-1 load duration factor=l.6, Truss designed for wind loads r-( in the plane of the truss only. N M-4x6 3 �O Alilimimmimmilim' i' l": 8 -'' 7 t IN I M-1.5x3 1 1 M23x4 0 o M-3x4 M-3x5 y ), J' ,1 2-03-12 3-00-03 0-08-01 y 1-00 y 2-05-08 y 7-Q6-03 y �� ,,p PR6�c�s 6-00 l 3-11-11 ��. GINE.' • (5> [PROVIDE FULL BEARING;Jts:2,8,9,5 [ 1 i- 6 ("(/9 �` 89782P E �' JOB NAME : 5019-B POLYGON - CJ5 . Scale: 0.3706 • ;! WARNINGS: GENERAL NOTES, unless otherwise noted: �' ��. I.Balder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual -9/�-OREGON o Truss: CJ5 and Warnings before construction commences, building component.Appryability of design parameters and proper ,,,�j i/ 2 2,214 compression web bradng must be installed where shown n. Incorporation of component b the responsibility of the balding designer. '41 Gq A 5 �Q'► 3,Additional temporary bracing to Insure atabltty during construction 2.Dedgn assumes the top and bottom dards to W'Merely brand et /�T -7/� r Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end et 10 e.c.reepedsety unless bread throughout their length by continuous sheathing such as plywood sheathing(TC)andlor drywal(BC). p A 1 I l e DATE: 12/8/2015 the overall structure Is the responsibility of the bulding designer. 3.2r Impact bridging or lateral bracing required where shown•• !"'��,/l. nJ E K 15 8 0 9 8 4 4.No load should be applied to any component until after al bradng end 4.Installation of truss la the responsibility of the respective contrador. Q'' fasteners are complete end at no time should any bads greeter than 5.Design assumes trusses are to be used Ina noncorrosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrua has no control over and sesames no responelbillty for the necessary. febriution.handling,shipment and Instelistlon of components. 7.Design mistimes adequate drainage is provided. December r O V 201 CJ 8.Thla design Is furnished subject b the limitations set forth by 8.Plates shel be located on both faces of truss,and placed so their center {J r 1 TPVWiCA In SCSI,copies of which MI be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc.iCompuTrus Software 7.6.6(1L).E 10.For basic connector plate design values see ESR-1711,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-102) 149 8- 7-( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-230) 61 7- 9=(-175) 247 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-262) 170 3- 9=(-259) 183 LOADING 4- 5=(-177) 91 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-120) 0 BC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -26/ 384V -81/ 278H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 4.0" -8/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 300V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -210/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) 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 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 / 11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1 '1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6 MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 11'- 11.7" Allowed = 0.200" MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" 5 MAX HORIZ. LL DEFL = -0.011" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 '% 7.50 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads in the plane of the truss only. M-4x6 3 M�O `° `: -s Q rs*� o M-1.5x3 • �i M23x4 ,,I o M-3x4 M-3x5 ) y y ) 2-03-12 3-00-03 0-08-01 y ) y y PR 1-00 . 2-05-08 . 9-06-03 .1' ���� O� s 6-00 5-11-11 �`arj� ti GIN Fd4 s'f(' (PROVIDE FULL BEARING;Jts:2,9,4,5 I �-r7 ' 8'782PE !r" JOB NAME : 5019-B POLYGON - CJ6 ..../\z::;:' . Scale: 0.3204 • a WARNINGS: GENERAL NOTES, unless otherwise noted: CI �40 I,Balder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameter.shown and Is for an Individual A 9w OREGON ° Truss: CJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper (fir 'V n 2.2h4 compression web bradng must be installed otters shown«, incorporation of component lathe r.sporhsibllty of IM balding designer. -T. �#41 y 5 V 3.Additional temporary bracing to Insure stately during construction Design assumes the lop and bottom chords to W lelugha braced at 77 'l R ', lj Is the responsibility of the eredOr.Additional permanent bradng o1 o7 o.e.and et 10'o.c.5000 as sty unless braced throughout their length by \N V continuous aha■thing such as plywood sheathing(TC)and/or drywal(BC). p/�U t DATE: 12/8/2015 the overall structure Is the responsiblity of the building designer. 3.2 Impact bridging or lateral bradng required where shown•« �`t L" SEQ.: K 15 8 0 9 8 5 4.No bad should be applied to any component untl alter all bradng and 4.Installation album Is the responsibility of the respective contractor. fasteners are complete end sine time should any Wads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, design bads be applied to any component. end ars for"dry condition"of use. TRANS I D: LINK B.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTnn has no control over and assumes no responsibility for the narbasary fabrication,handling,shipment snd installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,2015 TPWVTCA In SCSI.copies of which wIl be furnished upon request. Ines coincide with joint center line. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(10}E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wel) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-165) 151 3-4=( -76) 30 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" 0.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -57/ 174H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (C 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 12 (� MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" 7.50 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 3MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" r) 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, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=l.6, 0I Truss designed for wind loads in the plane of the truss only. 07111111111111111111111111111111111111111111111111111ili of 50 1 l y y y 1-00 6-00 1-11-11 ��-D P R OFen [PROVIDE FULL BEARING;Jts:2,5,3,9 1 C.s..-: ANGINE��4 cS'j��L `...c, 89782PE •s'r" JOB NAME : 5019-B POLYGON - EJ3 .... .-.._.- . `.vow Scale: 0.5080 - WARNINGS: GENERAL NOTES, unless otherwise noted: V �'`J. 1.Builder and erection contractor should be advised of al General Nodes I.This design is based only upon the parameters shown and Is for an Individual 7 O R E G O N Truss: EJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper O incorporation of component Is the responsibility of the building designer. �� 2.2t4 compression web bracing must be Installed where shown•. 2.Design assumes the top and bottom chords to be laterally braced at '9 q R Y 15 !,, 3.Additional temporary bracing to Insure stability during construction T o.c,and at 10'o.c.respectively carless breed throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous eheathbtg such as plywood sheethirg(TC)endlor drywal(BC). 1:)A t UL 1 t DATE: 12/8/2015 the overal structure is the responsiblity of the building designer. 3.24 Impact bridging or lateral bracing required where drown•• 1 J 4. S E K1580986 4.No bad should be applied to any component until after al bracing and 4.InstaNation of Inns Is the responsibility of the respedNe contractor. Q'' fasteners are complete end at no time should sny loads greater than 5.Design assumes Inc....ere to K.used In a non-corrosive environment, design loads be applied to sny component. end are for"dry condition-of use. T RAN 5 I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over end assumes no responsibility for the nacaasa ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,20 t 1 5 6.This design Is furnished subject to the limitations set forth by 8.Platen shah be located on both faces of truss,and placed so their center TPVWTCA In BOB),copies of which w11 be furnished upon request. Mae coincide with joint center lines. 9.Digits Indicate We of plata In Inches, Musk USA,Inc./CompuTrus Software 7.6.6(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 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF 01&BTR SPACED 24.0" O.C. 2-3=(-223) 205 3-4=( -89) 40 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" 0.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -72/ 214H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -191/ 365V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -50/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 0 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0^ Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 0 MAX TC PANEL LL DEFL = 0.039" @ 3'- 4.9" Allowed - 0.427" MAX TC PANEL TL DEFL = -0.052" 0 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.2" 7.50 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.2" 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, ��) m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, rTruss designed for wind loads o in the plane of the truss only. o t I c El .l 2 1.-72415� -/ M-3 x4 ; ), y )' PR 1-00 6-00 3-11-11 '����GAN 0 Fss� 'PROVIDE FULL BEARING;Jts:2,5,3,4 ] 1, J -"� O 89782PE yr•' JOB NAME : 5019-B POLYGON - EJ4 • Scale: 0.9386 WARNINGS: GENERAL NOTES, unless otherwise noted: (0 h I.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual 1' -OREGON '- Truss: Q„ EJ4 and Warnings before construction commences. balding component.Applicability of design parameters and proper I q5' ` 2.2a4 compression web bradrp must be Installed where shown ti incorporation of component IS the responsibility of the building designer, .w7� �/! G '4: ' 2.Design assumes the lop and bottom chords to be laterally braced at 7 Al J 3.Additional temporary bracing to insure stability during construction 7 o.c.and at la o.c.respectively unless braced throughout their length by /ir ` Is the responsibllfty of the erector.Additional permanent bracing of continuous sheathing such as plywood ahealhing(TC)and/or drywal(BC). p/E f 1 �` DATE: 12/8/2015 the overs l structure Is the responsibility of the building designer. 3,21 Impact bridging or lateral bracing required where shown•s 1<J L+ SEQ.: K1580987 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. 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, T RAN S I D• LINK design loads be applied to any componentt and as,far"dry condition"of use. �/ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design mums}all bearing at all supports shown.Shim or wedge If EX P I R ES: 12/3112016 necesury. G fabrication, handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December Q 20 1 J 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 r TP WJTCA In SCSI,copies of which Ml be furnished upon request. Ines coincide with old center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E II.Far basic connector plate design values see ESR-1311.ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-223) 208 3-4=( -90) 40 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" 2.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -60/ 93V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -I MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" 7.50MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1load duration factor=l.6, Cn Truss designed for wind loads 0 1 in the plane of the truss only. uo 0 l 711177 5��I 1 o 1-00 y 6-00 y 4-02-12 y ��c1, ,D P R 0Fkls, (PROVIDE FULL BEARING;Jts:2,5,3,4 I tri? �NGINEE`1? )°IL, 4z- 89782PE �t JOB NAME : 5019-B POLYGON - EJ5 • Scale: 0.4371 WARNINGS: GENERAL NOTES, unless otherwise noted: V ��. 1.Builder and erection contractor ahold be advised of all General Notes t.This design Is based only upon the parameters shown and h for an Indlvklual a OREGON o Truss: EJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper y� ,, A QT 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibNiry of the building designer. �� C//1 G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to W latently breed at '7 R}/ a `, Is me responsibility of the erector.Additional permanent bracing of 2'o.c.and a1 10'o.c.respecaly unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). ir PA I 1 l �` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ J i•• S E K1580988 4.No load should be applied to any component until alter al bradng and 4.Instalatlon of truss Is the reeponsibigry of the respective contractor. Q' fasteners are complete and at no time should any pads greater than 5.Design assumes trusses are to be used M e noncorrosive environment, design Peds be applied to any component. end era for"dry condition'of use. TRANS I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. V December O 20 1J G 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 Ll , TPNMCA in BCSI,copies of',filch will be furnished upon request. knee coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7,6.6(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(0) 85 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -73/ 276V -15/ 59H 5.50" 0.44 KDDF ( 625) 1'- 10.9" -159/ 185V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL - 0.013" @ 3'- 11.6" Allowed = 0.404" MAX BC PANEL TL DEFL = -0.129" @ 5'- 3.2" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 I Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 Wind: 140 mph, h=19.8ft, 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. 3 -/ r- 411111 1 M-3x4 � y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 9-00 PR°'gess 04CaINL�fi_ / 02 89782PE 17_ JOB NAME : 5019-B POLYGON - FJ1 • • Scale: 0.5747 't • WARNINGS: GENERAL NOTES, unless o the aramete: 7A-OREGON , 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 -v h�'l Truss: F J 1 and Warnings before construction commences. budding component.Applicability of design parameters and proper f 2.2x4 compression web bradng must be installed where shown•. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced et 1 is the responsibility of the erector.Additional permanent bradng of 7 o.c.end at 10'o.c.respectively as Pty unless braced throughout their length by ` continuous sheathing such es plywood sheathing(TC)and/or drywaB(BC). p f�U L DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bradng required where shown** I S SEQ. : K 15 8 0 9 8 9 4.No load should be applied to any component until site:all bradng and 4.Installation of truss is the responsiblhty 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, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if EXPIRES: 12/31/201.6 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December Q V 20 1 5 6.This design is furnished subject to the limitations set forth by B.Plates shall be boated on both faces of truss,and placed so their center TPVWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 11.For basic connector plate design values see ESR-1311,ESR-19e8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18/BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-37) 76 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 361V -29/ 97H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -184/ 175V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.228" MAX TC PANEL LL DEFL = -0.013" @ 2'- 3.8" Allowed - 0.268" MAX TC PANEL TL DEFL = -0.035" @ 2'- 0.7" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.179" @ 4'- 11.3" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 3-11-11 I T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 177 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 _. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. I in 0 0 1 N O I 0 1 M-3x4 y l y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 ' 9-00 �c�.� P R Gree �` 89782PE -72_ JOB NAME : 5019-B POLYGON - FJ2 . Scale: 0.5247 r Mirl WARNINGS: GENERAL NOTES, unless otherwise noted: L" �y /''� /� (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 an Individual "j�_OREGON EG O I V ' a.,,,, Truss: FJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper V '72 7 ��( • 2.2a4 compression web bradng must be Installed where shown•. Incorporation of component Is the responsibility of the building designer. .rf1�� it ry y `G `V. 3.Additional temporary lensing to Insure stability during construction 2.Destgn assumes the top end bottom chords to W laterally braced at '��77/^( l J Is the responsibility of the erector.Additional permanent bracing of 2.o.c.and al 10'o.c.respectively unless braced throughout their length by continuous&teething such es ptywood sheathing(TC)and/or drywal(BC). PAUL /l 1 1 l DATE: 12/8/2015 the overal amcture Is the reeponalblity of the buldirg designer. 3.2(Impact bridging or lateral bracing required where Mown•• I'�F,J t.. nJ E K 15 8 0 9 91 4.No load should be applied to any component until atter al bndng and 4.Installation of truss Is the responsibility of the respective contractor. Q' ' fasteners are complete and st no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design Wads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6..Design assumes full bearing at aN supports shown.Shim or wedge If EXPIRES: 1 2/31/20 6 5.Com Tran has no control over and assumes no responsibility for the necessary. fabrication,handling,Mlpment and installation of components. 7•Design assumes adequate drainage Is provided. 'December 2 G 6.This design Is fwd./led subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center r J TP WVTCA In BCS',copies of which will be furnished upon request. lines coincide with Joint canter lines. 9.Digits indicate size of plata In Inches. MITek USA,Inc./CompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-168) 152 3-4=( -75) 30 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 BOG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" 6 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 12 ' 7.50 MAX HORIZ. LL DEFL - -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 3 Design conforms to main windforce-resisting 6 system and components and cladding criteria. Wind: 140 mph, 1=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=1.6, o II Truss designed for wind loads d' in the plane of the truss only. 0 LI, o 1 RNc i1 2 -• 5 M-3x4 1-00 6-00 1-11-11 5EQ P R oF4. !PROVIDE FULL BEARING;Jts:2,5,3,4 I C( S r::..•� .NGIN��'4 `sjC72 �� :9782PE mac` JOB NAME : 5019-B POLYGON - FJ3 40, -..'' Scale: 0.5080 WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ ." OREGON ) 1.Builder and erection contractor should be advised of al General Notes 1.This destgn Is based only upon the parameters shown and Is for an individual ". Truss: FJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper /f, 2- Q•` 2.2X4 compression web bracing must be Installed where shown r, Incorporation of component Is lM responsibility eI U/e bulding designer. �� LJ� V �(� 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top end bottom choeaa to W Wendy bated et R Y Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /L 4 �` DATE: 12/8/2015 the overel structure Is the responsibility of the bulding designer. 3.2x Impact bridging continuous ierr lateral braplywood d p equi ed wAeraC�roi dryweq(Bc). 111 p A UL SEQ.: K 15 8 0 9 9 3 4.Na load should be applied to any component untl after al bracing and 4.Installation of truss la the respmslbilty of the respective contractor. /�{ fssteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus ha.no control over and assumes no responsibility for the 6.Design assumes Tull bearing e)et supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate damage Is provided. December Q V 6.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tnus,and placed so their center r 2015 TP4WTCA In SCSI,copies of which wig be fumlahed upon request. Anes coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA.Inc./CompuTrus Software 7.6.6(1L(E 10.For basic connector plata design values sae ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 207 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 1 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" 'I+ MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50 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-1.6, Truss designed for wind loads 0oin the plane of the truss only. r 0 ko o t I c ffil of 2 s=� -s M-3x4 y y y y 1-00 6-00 3-11-11 P�0R Op PROVIDE FULL BEARING;Jts:2,5,3,4 I � + s No rNGINE- / 1, � -57-•- c 89782PE ,-- JOB JOB NAME : 5019-B POLYGON - FJ4 / ..0, Scale: 0.4386 MI WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ V / 40 I.Builder and erection conlrsdor should be advised of all General Notes 1,This design is based only upon the parameters Shawn and Is for an Individual �jf_OREGON O" Truss: FJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 71/ , a� /7 2.2x4 compression web Madng must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. -Q� ,Q[i y A y , <G 3.Additional temporary bracing to Insure stability during constructionlr 2.Design assumes the top end bottom chorda la t»laterally braced el r r aT Is the responsibilityof the erector.Additional permanent bracing or cNI o.c.and at 10'o.c.ra ot,as plywood s braced throughout their length by Pcontinuous sheathing such as sheathing(TC)end/or drywall(8C). PA UL DATE: 12/8/2015 the overall structure la the responsibility of the building designer. 3.2z Impact bridging or lateral bradng required where shown o o 1 SE v1580994 4.No bad should be applied to any component until after ail bradng and 4.Installation of truss Is the responsibility of the respectNe contractor. 4' fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, design loads be applied to any component. end ere for"dry condition'of use. T RAN S I D: LINK6.Design assumes full bearing at ail supports shown.Shim or wedge If EXPIRES: 12/3112016 5.Com Trus has no control over and assumes no responsibilityfor the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 82015 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 u TPINYTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MITek USA,Inc.)CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 60 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-222) 208 3-4-( -90) 40 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" 4.0" TOTAL LOAD = 42.0 POF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 95V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.044" 0MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 7111111°115., MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" 7MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, 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 c, in the plane of the truss only. ko o M-3x4 y 1-00 y 6-00 y 4-04 y 45c9 P R yeas/ (PROVIDE FULL BEARING;Jts:2,5,3,4 I /r`o 04 GINEi''4 /' C. 89782PE VV"r` JOB NAME : 5019-B POLYGON - FJ5 • Scale: 0.4315 WARNINGS: GENERAL NOTES, unless otherwise noted: (.... 4) 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters Wrown and is for an indlvuual "A_OREGON o'er Truss: FJ5 and Wamings before construction commences, building component.Applicability of design parameters and proper �f, 2 2 Z»4 compression web lensing must be Installed where shown+. Incorporation of component 4 the responsibility of the building designer. '7,4 , .f1� V/f G �� 3.Additional lemporery bracing to Insure stability during construction 2 Desipn assumes the lop and bottom chords to W laterally braced at 77 'ly ',J is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10 o.c.raspadNety unless braced throughout their length by ` continuous sheathing such es plywood sheathing(TC)and/or drywel(BC). p/t U t ^' DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.Dr Impad bridging or lateral bracing required where shown++ r1 L. SEQ.: K 15 8 0 9 9 5 4.No bad should be applied to any component until after al brodng and 4.Installation of truss is the responsibility of the respsdNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses era to be used In a noncorroalve environment, T RAN S I D: LINK design bads be applied to any component. and ars for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary, {., fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December C H,2015 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 TP WVICA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines, 9.Digits brdicate size of plate In Inches. MTek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design value.see E5R-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-469) 453 3-4=(-324) 289 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-231) 200 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-119) 89 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -47) 22 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -145/ 4238 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ 0H 5.50" 0.11 KDDF ( 625) 5'- 11.2" -208/ 348V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -138/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -159/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -123/ 209V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 3.2" -4/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) 8-01-03 11-02-01 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -I'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.009" @ 17'- 11.2" 5 MAX HORIZ. TL DEFL = -0.009" @ 17'- 11.2" 12 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, v' Truss designed for wind loads M-3X5(S) of in the plane of the truss only. (V ♦r r-1 o O c t raw -! O M-3x4 X00:1) PR UF6.6,' y y y y .; ANGIN- di) /d 1-00 6-00 13-03-04 �G' 'Lig (PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,7 I L. .:/" 89 7 8 2 P E �"' JOB NAME : 5019-B POLYGON - FJ10 Scale: 0.2585 r WARNINGS: GENERAL NOTES, unless otherwise noted: Cs" �4) 1.Builder and erection contractor should be advised dal General Notes 1.This design Is based only upon the parameters shown and is for an Individual 'j)_ORE G O N O Truss: FJ 10 and Warnings before construction commences. building component.Appllubillty of design parameters and proper I� 2.Dr4 compression web bracing must be Installed where shown 0. Incorporation of component Is the responsibility of the building designer. 'T, 9/l a y A y 4, 3.Addttbnel temporary bracing to insure stability during construction 2.Design end 10 the lop and bottom unlesschobraced to W laterally braced at Y l is the responsibility of the erector.Additional permanent bracing of 7 o.c.end at es o.e.respectively throughout Ttheir length by continuous sheathing such es plywood aheathing(TC}end/or drywal(BC). �A L 1 f 1 DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.De Impact bridging or Valenti bradng required where shown c c J 4.No bad should be applied to any component untl after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : K 15 8 0 9 9 6 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in s non-corrosive environment, design bade be applied to any component. and are for"dry condition"of use. 12/31/2016{J {�'+ TRANS I D: LINK p� 6.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 2� [I`20 1 V 5.Com Trus has no control over and assumes no responsibilityfor the nacaseary fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,201 5 B.This design Is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WVTCA In BCSI,copies of which will bs furnished upon request. Ines coincide with Joint canter lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.)CompuTrUe Software 7.6.6(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-49) 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" -58/ 296V -15/ 59H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -107/ 101V 0/ OH 1.50" 0.16 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 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" ! MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.165" 1 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 12 7.50 7' MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads '' m in the plane of the truss only, 0 t--- o `0 I 0 l Pii, [ ..--- -, D....-- -., -, 1 M-3x4 y y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 ���° P R OFk., = NG1N �'T 2 �p �` 8.782PE 9r JOB NAME : 5019-B POLYGON - Jl '' Scale: 0.6771 W. `� 1^w WARNINGS: GENERAL NOTES, unless otherwise noted: v (1) 1.Builder and erection contractor should be advised of al General Notes 1.This design Is basad only upon the parameters shown indictor an Individual "VA•OREGON 0� Q„ Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper (I n 2.2x4 compression web bracing must be Installed where shown o. Incorporation of component b the responsibility of the binding designer. T% 4/I G ' (Q• 3.Additional temporary bracing to Insure stability during com4ntction 2.Design assumes the lop and bottom chords to be throughoutatently braced st 7 'l R ',J Is the responsibility of the erector.Additional permanent bracing of co7 o.c,and at 10'o.o,respectively unless braced their length by h' ` DATE: 12/8/2015 the overall structure lithe responsibility of the building designer, 3.2xrImpact bridging later.'bracingsuch es reegshaehwhereeC ,rand/or•drywel(BC). �A U L SEQ. : K 15 8 0 9 9 7 4.No load should be applied to any component until alter an bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter then 5.Deelgn assumes busses are to be used Ina non-corrosive environment. design bads be applied to any component, end are for"dry condition"of use. T RAN S I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. hrbrIcatlon,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. December r 8 8.Thls design is furnished subject to the limitations set forth by B.Plates shall be bated on both faces of truss,and plead so th elr center ,2015 TPIANTCA h BC51,copies or which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate alae of pieta In Inches. MITek USA,InciCompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MlTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-76) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF O'- 0.0" -43/ 346V -29/ 97H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -106/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.015" @ 2'- 2.2" Allowed = 0.268" I I MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 7.50 177 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 11 Wind: 140 mph, h=20.4ft, 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 r1 in the plane of the truss only. 0 0 I N kip o I ..4.. [ 0 1 M-3x4 l y y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 I � �Ep PR OFess ��~� ��GN �� }gay �' 89782PE x' JOB NAME : 5019-B POLYGON - J2 • Fa- Scale: 0.6021 yf ---... WARNINGS: GENERAL NOTES, unless otherwise noted: �40 1.Bolder and erection conlraHor should be advised Val General Notes 1.This design Is based only upon the parameters shown and is for en individual �jJ-OREGON O Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4 V//z��' n 2,2,4 compression web bracing mud be Installed where shown•. Incorporation of component h Me responsibility of the bolding designer. �,9 q R`I A5 �. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bodom chards to be throughoutaterally braced at r Is the responsibility of the erector.Additional permanent bracing of 2•a.c.and et 10'cc.respectivelyplywood shedmng(TC)andfor drywal(BC). PA UL DATE: 12/8/2015 the overall structure'stile respandblity of the building designer. 3.2,r Impact bridging or lateral bracing required where shown n o �`S SEQ.: K1580998 4.No bad should be applied to any component unll ager al bracing and 4.Indalatbn of truss is the responsibility of the respectHe contractor. fasteners aro complete and at no time should any loads greater than 5.Design assumes trusses ars to be used in a non-conodve environment, design bads be applied to any component. and are for-dry condition"of use. TRANS ID: LINK e�.l 6.Design eswmesfll bearing at el supports shown.Shim wedge if EXPIRES: 12/.J /2016 5.CompuTnn has no control aver and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. V December O'Z� 5 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,end placed so their center 8, 2015 In BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19613(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0^ IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-114) 86 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" -46/ 402V -43/ 136H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -80/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.102" @ 3'- 7.2" Allowed = 0.425" 5-11-11 MAX TC PANEL TL DEFL = -0.103" @ 3'- 4.8" Allowed = 0.638" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 3 -/ MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 7.50 17 �' Design conforms to main windforce-resisting (� system and components and cladding criteria. Wind: 140 mph, h=21ft, 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. 10 4 MI 0 0 1 M-3x4 l l l 1-00 6-00 PROF ess ��� 'PROVIDE FULL BEARING;Jts:2,4,3 89782PE• 9c� JOB NAME : 5019-B POLYGON - J3 ,. ,.,N� `�""'` • Scale: 0.5502 WARNINGS: GENERAL NOTES, unless otherwise noted: V114,/, ry �I f 1.Builder and erection contractor should be advised of ail General Notes 1.Thls design Is based only upon the parameters shown and Is loran Individual Jjt_OREGON 2o� Truss: J3 and Warnings before construction commences. bulding component.Applicability of design parameters and proper '(// 2.2.4 compression web bracing must be Installed where shown a. incorporation of componsnl is the rotponsbNlty of the buNdlnp designer. 7.e9• V 4 t- G 4 3.Add lIonel temporary bracing to Insure stability during conatructlon 2.Design assumes the top and bottom chords to be IatenNy bread at '1 Y 1 J is the responsibility of the erector.Additional permanent bracing of o.e.and et 10'o.c.respectivaly unless lanced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). �. n AUL L DATE: 12/8/2015 the Qwest structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown.r /S SEQ. : K1580999 4.No bad should be spelled to any component until alter al bracing and 4.Installation of truss Is the responsibility of the respectNa contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Ina noncorrosys environment. T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2016 necewry. fabrication,handling,shipment and ImtlalMllon of components. 7.Design assumes adequate drainage is provided. December S,2015 8.This dasgn h banished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WVICA In BCS',copies of which wtl be Nmlahed upon request. Ines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For bust connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-168) 152 3-4=( -75) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 --,,, MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.060" @ 2'- 9.3" Allowed = 0.427" I+ MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 12 7.50 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 3 Design conforms to main windforce-resisting ') system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rt load duration factor=l.6, o I Truss designed for wind loads , in the plane of the truss only. 0 rn 0 I 01 2 0,-7..... 0 1 M-3x4 Jr Jr Jr Jr 1-00 6-00 1-11-11 •9, ,p PR Ore [PROVIDE FULL BEARING;Jts:2,5,3,4 IC( �``,0 ,ANG I N 6.:S>Ec'S' :S,tql, ttk., 89782P E �r • JOB NAME : 5019-B POLYGON - J4 ,, , `A!"' ' • Scale: 0.5080 4111 WARNINGS: GENERAL NOTES, unless otherwise noted: 40 I.Builder and erection contractor should be advised of al General Notes 1.This design Is basad only upon the parameters shown and Is for an Individual "t1:9:1".OREGON o'er �„ Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper �,r 2.2r4 compression web bracing mud be installed where shown*. Incorporation of component Is the responsibility of IM building designer. .'a7 d!4 A G <'�'� 3.Additional temporary bracing to Insure stability during constriction 2 Design assumes c.top and bottom chords to be{Merely braced at 7 '-7 R lI J Is the responsibility of the erector.Additional permanent bracing o1 7 0.0.and et f 0'c.c.rsant,as plywoodly unless braced Throughout their length l(Bby `� continuous sheathing such as sheath here)and/or drywal(BC). p A i !i r DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2 Impact bridging or lateral bracing required where shown+r. r 1 /L SEQ.: K 15 810 0 0 4.No bad should be applied to any component until after al bracing end 4.Instalatb n of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes husees ere to be used M a noncorrosive environment. design loads be applied to any component. end are for"dry condition"of use. TRANS I D: LINK8.Design aeeumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December ''f 0 1J G 8.This design ie furnished subject to the limitations set forth by 8.Plates shah be located on both faces of tens,and placed so their center ,L TPWJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. 9.Digits Indicate size o1 plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 207 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" (I) MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 1 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50 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=1.6, Truss designed for wind loads (j' o in the plane of the truss only. r- .0 I t I v PASI 0 2.a 5►� o M-3x4 y y yPR 1-00 6-00 3-11-11 �ti��D Qp�S,s (PROVIDE FULL BEARING;Jts:2,5,3,4 I `� NGINE - cZ ,So, �" 89782PE fir" JOB NAME : 5019-B POLYGON - J5 Scale: 0.4386 WARNINGS: GENERAL NOTES, unitise otherwise noted: C.w 4r) 1.Binder and erection contractor should be advised of al General Notes 1.This design Is bassi only upon the parameters shown and Is for an Individual 17+OREGON '' Truss: J5 and VVemings before construction commences. building component.Applleablley of design parameters and proper (9 2.2c4 compression web bracing must be Installed where shown•. incorporation of component Is the responsibility of the bolding destpner. '9;9G�R Y 1 V +(�� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to b•throughoutaterally braced at "f Is the responsibility of the erector.Additional permanent bracing of ir c on.and et 10'o.c.such a ly unless bead their length by continuous sheathing such as plywood sheething(TC)and/or drywal(BC). p/1 1 't n DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2i Impact bridging or lateral bracing required where shown•• I 1 LJ it SEQ.: K 15 810 01 4.No bad should be applied to any component untl after al bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. end ars for"dry condition"of rae. ` 12/31/2016 e7 r�l/ry/�{ 5.CompuTrus has no control over and sesames no responsibility for the 6.Design assumes NI bearing at al supports shown.Shim or wedge if E XP I R ES. 1 2/3 1/20[6 necessary. fabrication,handling,shipment end Installation of componerds. 7.Design assumes adequate drainage Is provided. Decem L,er O V n 8.This design h furnished subject to the limitations set forth by 8.Plates'hal be bated on both faces of truss,and placed so their center U ,2 .l5 U I J TPIIWICA In BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plete b Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(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 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-276) 260 3-4=(-132) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -45) 22 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -88/ 257H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -189/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -106/ 189V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -23/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 f) MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" )� MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.040" @ 3'- 4.9" Allowed - 0.427" 4 MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" 12 jj( MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 r''1 load duration factor=l.6, o II Truss designed for wind loads O in the plane of the truss only. O 0 gli I O M-3x4 ,L J' ,6 D P ()F 1-00 6-00 5-11-11 G1n1 � S/ [PROVIDE FULL BEARING;Jts:2,6,3,4,5 I � , V j w` i ` 89782P E r-- JOB NAME : 5019-B POLYGON - J6 ,,_,,r!r -Amor- • Scale: 0.3914 WARNINGS: GENERAL NOTES, unless otherwise noted: (,/ ''J 1.Builder and erection contractor should be advised of ail General Notes 1.This design le based only upon the parameters shown and Is for an individual 5' "74,_Q f (3 Q N c;'''Truss: J6 and Warnings before construction commences, building component.Applicability or design parameters and proper :lF / JJJ��� 2.2x4 compression web bracing must be Installed where shown+, Incorporation of component la the responsibility of the building designer, (f.� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced al !V 2'c.c.and at l0'o.c.respectively unless braced throughout their length by 1 the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). f:IAj I . DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �.I N 4 SEQ.: K 15 810 0 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assume,trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and are far"dry condition"of use. �/ E 12/31/2016 ry ix�{1r�/ { 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes foil bearing at all supports shown.Shim or wedge If EXPIRES: !2/3 N/20 1 6 necessary. tebrlcation,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. O December p 2015 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 r TPWriTCA In SCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits indicate size of plata In inches. MiTek USA,Inc./CompuTrus Software 7.6,6(1L}-E 10,For basic connector plate design values see ESR-1311,ESR-1988(Mak) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 10.7" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #14BTR SPACED 24.0" 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: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD - 42.0 PSF load duration factor=1"6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 5-05-06 5-05-06 T T 1' 12 12 7.50 IIM-4x4 Q 7,50 3 lll 0 ,4ilIlIi ////////////////////////////////////////////////////A, AM//////////////////////AMMM 1 0 0 I1-3x4 M-3x4 ,1 y ) l 1-00 10-10-12 1-00 ��Q`Op PR Q4n �C,,`0 046I N 6 /0, :9782PE • 9r' JOB NAME : 5019—B POLYGON — G1 Scale: 0.5268 WARNINGS: GENERAL NOTES, unless otherwise noted: • (w' �+''� 43 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter,shown end is for an individual �a �J E� O� Truss: G1 and Warnings before construction commences. building component.Appllcebillty of design parameters and proper /tf 2.2,t4 compression web bracing must be Installed where shown., 't- incorporation of component is the responsibility of the bolding designer. � �4 3.Additional temporary bracing to insure stability during construction 2.Design eswmaa the lop and bottom chords to be laterally braced el 7� T o.c.end et 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and.drywall(BC). p/1 U L DATE: 12/8/2015 the overall structure Is the reeponsibNlty of the building designer. 3.2x Impact bridging or lateral bracing required where sMwn++ PA SEQ.: K15810 0 3 4.No bad should be applied to any component until after ail bredng and 4.Installation of truss la the responslblNty 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 s non-corrosive environment. TRANS ID: LINK design bads be applied to any component. and are for"dry condition"or use. �/ 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2 016 necessary. G fabrication,handling,shipment and Installation of components. 7.Design esw82015 mes adequate drainage Is provided. December p 20 1J 8.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss.and placed w their center r TPWJICA In BCSI,copies of which WA be furnished upon request. lines coincide wlh joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA.Inc./CompuTrus Software 7.6.6(11..)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 11.5" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRs(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. M-1.5x4 or equal at non—structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 4-07-12 0-03-12 T T •r 12 6.00 p M-1.5x3 4 I I , i1I 3x4 M-1.5x3 y ,' 1-00 4-11-08 ���� ENGINE R /0 �' 8.782PE ��" JOB NAME : 5019-B POLYGON - Hl .....-.7e. • Scale: 0.5997 • a• ,� WARNINGS: GENERAL NOTES, unless otherwise noted: C..' 140 1.Budder and erection contractor should be advised old General Notes 1.This design is based only upon the parameters shown end Is for en Individual 174/OREGON O).- Truss: H 1 and Warnings before construction commences. building component.Applicability of design parameter and proper II 2.254 compression web bradng must be Installed where shown N. Incorporation of component lathe responsibility or the budefly ingbre designer. ��� /d ` �C`.h 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to los throughoutlbraced et �l Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.rlush 55 plywoodly unless braced their length by continuous sheathing such as sheet whereC)and/or drywed(BC). p/�' f DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required shown+* I'1 1�/ S E K 15 810 0 4 4.No load should be applied to any component until alter all bradng and 4.Installation o1 truss Is the responsibility of the respective contractor. Q fastener are complete and at no time should any loads greeter than 5.Design assumes trusses ere to be used in a noncorrosive environment, design bads be applied le any component, end are for"dry condition"of use. TRANS ID: LINK I Design assumes full bearing atall supports shown.Shim orwedgelf EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary, fabrication,hendling,ehipment and installation of components. 7.Design assumes adequate drainage Is provided. December 201 5 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , J TPINJTCA In SCSI.copies of which wild be furnished upon request. Ines coincide Wqh joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7,6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-48) 52 3-5=(-150) 145 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 71 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 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" -74/ 358V -34/ 94H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.5" -25/ 199V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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 = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 8.1" Allowed = 0.295" 4-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.036" @ 2'- 6.3" Allowed = 0.442" f ' 1' MAX HORIZ. LL DEFL = 0.000" @ 4'- 7.7" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 7.7" 6.00 M-1.5x3 Design conforms to main windforce-resisting q system and components and cladding criteria. 3 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All HeigIi? i;iw:;6' ts), EncloseC2, EMWFRS(Dir), load duraion rn IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII y. u-,rn 0 I N O 1 ir1riiiiiiiiii1.--- 1 rii.."-ala. 0 M-3x4 M-1.5x3 y y )' 4-07-12 0-03-12 1, y y 1-00 4-11-08 �' :9782PE ��" JOB NAME : 5019-B POLYGON - H2 Air -'i'' Scale: 0.5632 WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ ' OREGON YJ 1.Builder and erection contractor should be advised of al General Notes 1.This design h based only upon the parameters shown and is for an Individual �N. Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper �y 2.244 compression web bracing must be Installed where shown 0, Incorporation o}component lathe nsporWbllty of the building designer. 7�1%Z/ '12 G -�`� 3.Additional temporary brining to Insure stability during construction 2.DWgn assumes the lop end bottom chords to W letugho braced at 7 `T fiy 1 J �4 is the responsibility of the erector.Additional permanent bracing of c o.c.end et ea10'c.c.respectively unless lanced throughout their length byiir continuous sheathing such as plywood sheatIng(TC)andlor drywal(BC). P UL ‘;k\DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.ix kneed bridging or lateral bracing requiredaired where shown•n 1 SEQ.: K1581005 4.No bad should be applied to any component until after el bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end al no lime should any bads greater than 5.Design issue..trusses ere to be used ins non-corrosive environment. design bade be applied to any component. end ars for%try condition of use. TRANS I LINK 6.Design assume.full bearing at al supports shown.Shim or wedge It EXPIRES: 12/3112016 5.CompuTrus has no control over and assumes no responsibility for the necessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 This design is furnished subject to the limitations set forth by 8.Plates shall be loafed an both faces of truss,and placed so their center ,2015 TPVW1CA 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,Inc./CompuTrus Software 7.6.7(1L)-E it),For basic connector plate design values sea ESR-1311.ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-62) 83 3-5=(-199) 180 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-126) 110 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 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" -78/ 413V -46/ 123H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 5.5" -35/ 263V 0/ OH 5.50" 0.42 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.130" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.140" @ 3'- 3.3" Allowed = 0.610" 6-01-12 / ` 0-03-12 ,r l 1 MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6.00 M-1.5x3 4 3 Design conforms to main windforce-resisting system and components and cladding criteria. t Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, mweRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. u1 0 1 M a1 li PA r 1 0 M-3x4 M-1.5x3 y 1' )' 6-01-12 0-03-12 y Iy 1-00 6-05-08 �� 'p PROFen 89782PE -7_, JOB NAME : 5019-B POLYGON - H3 Scale: 0.5257 Ir ' fillif WARNINGS: GENERAL NOTES, unless otherwise noted: V �40 I.Builder and erection contractor should be advised of al General Notes I.This design Is based only upon the parameters shown and h for an individual NJ OREGONOTrusS: H3 and Wamings before construction commences. bulding component,Appecabillty of design parameters and proper• 2.2x4 compression web bracing must be Installed where shown 0. Incorporation of component Is the responsibility of the budding designer. ��� /�`- G 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be Wordy braced et /`(Y J Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10'o.c.reepectNely unless braced throughout their length by continuous sheathing such es plywood sheathing(TC)and/or drywel(BC). p/l UL DATE: 12/8/2015 the overal structure la the responsibility of the balding designer. 3.2x Impact bridging or lateral bradng required where shown 0 0 /"� SE K 15 810 0 6 4.No bad should be applied to any component untl ager sl bracing end 4.Installation of Ovule the responsibility of the respective contractor. Q' fasteners are complete and el no time should any loads greeter than 5.Design assumes trusses ere to be used in a non-corrosive environment. design bade be applied to any component, and ere for"dry condition"of use. TRANS I D: LINK 6.Design assume■full bearing at al supporta shown.Shim or wedge if EXPIRES: 1213112016 5.ComW Tranand hes no control over assumes no responsibility for the necessary. I., p fabrication,handling.shipment end Installation of components. 7.Design assumes adequate drainage is provided. December r 8,201 5 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 anter TPWVICA In SCSI,copies of which will be furnished upon request. Anes coincide with Joint anter tins. 9.Digits Indicate size of plate in inches. MTek USA,Inc./CompuTrue Software 7.6.7(1L)-E 10.For basic connector plate design values we ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-10-12 GIRDER SUPPORTING 10-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 60 2-6=(-117) 1071 6-3=(-165) 1133 BC: 2x6 KDDF #16BTR 2-3=(-1383) 233 6-4=(-117) 1071 WEBS: 2x4 KDDF STAND LOADING 3-4-(-1383) 233 LL = 25 PSF Ground Snow (Pg) 4-5-) 0) 60 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 10.7" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 10'- 10.7" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -292/ 1487V -76/ 76H 5.50" 2.38 KDDF ( 625) 10'- 10.7" -292/ 1487V 0/ OH 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.017" @ 5'- 5.4" Allowed = 0.499" MAX LL DEFL = -0.002" @ 11'- 10.7" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 11'- 10.7" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.054" @ 2'- 11.4" Allowed = 0.542" 5-05-06 5-05-06 ,' 1' f MAX HORIZ. LL DEFL = 0.005" @ 10'- 5.2" 12 12 MAX HORIZ. TL DEFL = 0.009" @ 10'- 5.2" 7.50 F77 M-4x6 Q 7.50 4.0" 3 Design conforms to main windforce-resisting IiiA,s system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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. ‘..o Adii1111111111111111111111111111111111114416444 kb o 1 6 ��4 I 0 1 0 M-3x4 M-3x6 M-3x4 y y y 5-05-06 5-05-06 1 y y 1-00 10-10-12 1-00 �� vD P R Qc . PG ; N ` ,c '9 �' 89782PE ter' JOB NAME : 5019-B POLYGON - G2 Ar -/ Scale: 0.4518 WARNINGS: GENERAL NOTES, unless otherwise toted: ',/ y OREGON 40 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 an Individual ��. Truss: G2 and wemings before conetruction commences. bulding component.Applicebllly of design parameters and proper '1.:46t7 /1/ //� r, 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building daslgner. ��V,q G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be Manly braced at ^►R J `G� Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by v continuous sheathing such as plywood heat ng(TC)endlor drywel(BC). �./I t „ ."4 DATE: 12/8/2015 the overal structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A L SEQ.: K 15 810 0 7 4.No load should be applied to any component untl after al bracing and 4.Insteletlon of truss Is the responsibility of the respective contractor. fasteners ars complete and at no time should any loads greater than 5.Design assumes trusses are to be used In■noncorrosive environment, deign bads be applied to any component. and are for"dry condition"of use. T RAN S I D: LINK6.Design assumes full bearing el el supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necewry fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This deign Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed co December r their center ,201 5 TPWYTCA In SCSI.copies of which all be furnished upon request. Ince coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate deign values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&ETR LOAD DURATION INCREASE = 1.15 1-2=(-126) 111 1-4=(-62) 82 2-4=(-201) 180 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( 0) 0 WEBS: 2x4 KDDF 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 ERG 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" -33/ 278V -45/ 114H 5.50" 0.44 KDDF ( 625) 6'- 5.5" -37/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF 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 = 0.133" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.145" @ 3'- 3.3" Allowed = 0.610" MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6-01-12 0-03-12 1 1' 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, 2 End vertical(s) are exposed to wind, s Truss designed for wind loads = in the plane of the truss only. el .-e111111414 oI '-1 I LO O fI _ , l OI 1-= ►��4 O M-3x4 M-1.5x3 y , y 6-01-12 0-03-12 •I, 6-05-08 (. 'D R Opt- Ca GINE' ' ' --ifo C? " 8 782PE r, JOB NAME : 5019-B POLYGON - H4 Scale: 0.5029 ,f E' `,., -,.r WARNINGS: GENERAL NOTES, unless otherwise noted: K✓ OREGON 4, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual I 1// Off' Truss: H4 and Waminge before conetrudion commences. building component.Applicability of design parameters and proper /f,�r • 2.Dr4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. Vj/, . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at ir `+ 7 o.c.and at 10.o.c.respectively unless braced throughout their length by j+� is the responsibility of the erector.Additional permanent bracing of cont Inuous sheathing such as plywood sheathing)TC)and/or drywel(BC). I""` I U t tM. �V DATE: 12/8/2015 the overaN structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A SEQ.: El 5 8 1 0 0 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and st no time should any bads greater than 5.Design assume,trusses ere to be need In a non-corrosive environment, design loads be applied to any component. and are far"dry condition"of use. TRANS ID: LINK6.Designaesumea full bearing at all supporta shown.Shim orwedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. r� 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on bath faces of truss,and placed so their center December 8,2015 TPVWTCA In SCSI.copies of which IMP be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.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'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-428) 126 1-5=(-180) 330 5-2=( 0) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-111) 109 5-6=(-182) 327 2-6=(-385) 151 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6-3=(-115) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -42/ 355V -60/ 153H 5.50" 0.57 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 8'- 5.5" -50/ 356V 0/ OH 5.50" 0.57 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 4'- 4.2" Allowed = 0.377" MAX TL CREEP DEFL = -0.009" @ 4'- 3.3" Allowed = 0.503" MAX HORIZ. LL DEFL = -0.003" @ 8'- 0.0" 4-05 3-08-12 0-03-12 MAX HORIZ. TL DEFL = 0.003" @ 8'- 0.0" T T T 'r 12 Design conforms to main windforce-resisting 6.00 M-1.5x3 4 system and components and cladding criteria. 3 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, W (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 2 n I lir o I m o I Iti Y MN j IMMO 5 0E046 M-3x4 M-1.5x3 M-3x4 4-03-04 4-02-04 8-05-08 \0\=O PRQFCCns Ct.' 8.7 82 P E �v" JOB NAME : 5019-B POLYGON - H5 '' Scale: 0.4635 . . a•, WARNINGS: GENERAL NOTES, unless otherwise noted. (.- "J 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for en individual -vim OREGON ) Truss: H5 and Warnings before construction commences. building component.Applicability of design parameters end proper ry 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. .,9 /1 7. '`V � 2.Design assumes the top end bottom chords to be laterally braced et 7 A J 3,Additional temporary bracing to Insure stability during construction Na is the responsibility of the erector.Additional permanent bracing of 7 o.c.and el 10'o.c.respectively unless braced Throughout their length by continuous sheathing such as plywood sheathing(%)and/or drywall(BC). p/1 U` DATE: 12/8/2015 n the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. I} L- SEQ.: K 1 5 8 1 0 0 9 4,No load should be applied to any component until alter all bracIng and 4,Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and ere for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes n:bearing al all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided December p V 2Q 1 5 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIrWTCA 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 7.6.7(1L(.E 10.For basic connector plate design values see ESR-1311.ESR-19)38(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-137) 115 1-4=(-62) 82 2-4=(-202) 186 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=( -10) 5 WEBS: 2x4 KDDF 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" -33/ 277V -46/ 116H 5.50" 0.44 KDDF ( 625) 6'- 5.5" -40/ 266V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 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 = 0.131" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.144" @ 3'- 3.3" Allowed = 0.610" MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6-01-12 0-03-12 1 'l' 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x33 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, 2 End vertical(s) are exposed to wind, r Truss designed for wind loads A in the plane of the truss only. u) I to 0 rn o 1I I 1 � ►l4 / o M-3x4 M-1.5x3 y y 6-01-12 0-03-12 l y 6-05-08 N� ENGINE ". 1"1/'2 C` :9782PE �v'" JOB NAME : 5019-B POLYGON - H6 ANI .011011, Scale: 0.5029 IONS WARNINGS: GENERAL NOTES, unless otherwise noted: ,,/ V / /''� 4) 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is far an individual -� OREGON �'� Truss: H6 end Wamings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be Installed where shown«, incorporation of component is the responsibility of the building designer. .11 C/A�y 1 3.Additional temporary bracing to Insure stability during amstrudlon 2.Design assumes the lop end bottom cholla to W Warily braced at 7 � 'l/-fy l J b the responsibility of the erecter.Additional permanent bracing of T o.c.and al 1fY o.c.respectively as sly unless braced Throughout their length by , continuous sheathing such as plywood sheathing(TC)andlor drywsl(BC). p A I 1 l " DATE: 12/8/2015 the overal structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown«« I`�i, !.- S E K 15 81010 4.No load should be applied to any component untl after al bracing and 4.Installation of truss la the responsibility of the respective contractor. 4' ' fasteners are complete and al no time should any beds greater than 5.Design assumes truisms are to be used In■non-corrosive environment, design bads be applied to any component. and ere for"dry condition"of use. T RAN S ID: LINK 8.Design assumes hull bearing at al supports shown.shkn or wedge If EXPIRES; 1213 i L2 Q 1 fi 5.CompuTrus has no control over and assume.no responsibility for the neceswry fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. December 8Q•]/10 151 L 6.This design is furnished subject to the limitations set forth by 8.Kites shall be located on both faces of truss,and placed so their canter ,2 TP W1?CA In BCSI,copies of which will be furnished upon request. Anes coincide with Joint center lines. 9.Digits indicate size of pieta in Inches. MTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1900(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 PC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-327) 312 3-4=(-193) 155 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -79) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -103/ 301H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -151/ 266V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -59/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' 5 -,/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.043" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed - 0.641" MAX HORIZ. LL DEFL = -0.005" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 13'- 10.9" 12 4 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL6.0, 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. ,' 7 M-3x4 PR QFFy y y � ' v. ` s 1-00 6-00 7-11-11 �jGINEj 1,� ,T (?0- 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I 9 47 89782PE c--- JOB 'JOB NAME : 5019-B POLYGON - J7 • Scale: 0.3418 ' 0:4)C757. NW WARNINGS: GENERAL NOTES, unless otherwise noted. (I 0 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 an Individual A 9,S OREGON O� Truss: J7 and Warnings before conetrucdon commences. building component.Applicability of design parameters and proper :fi '�/fff��' i�. 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component is the rsaponalbN7ry of the buAding designer. .�fl��/1 h� G. 3.Additional temporary bracing to Insure stability during conetructlon 2.Design assumes the top and bottom chords to be latently braced al 7 '-7 li J e_ Is the responsibility of the erector.Additional permanent bracing of 7 c.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood ng(TC)and/or drywal(BC). p AUL DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.24 Impsd bridging or'Herat bracing required where shown+« 1 L� SEQ. : K1581011 4.No bad should be tippled to any component until eller al bracing and 4.Instalatlon of hues Is the responsibility of the respecters contractor. fasteners are complete and at no lime should any bads greeter than 5.Design assumes trusses are to be used Ins non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for'dry condition"of use. r� r� �+ 5.CompuTrus hes no control over and assumes no responsibility ler thenecessary. O.Design assumes lull bearing at al supports shown.Shim or wedge if EXPIRES: 1231/20{I V fabrication.handling,shipment end installation of componerda. 7.Design assumes adequate drainage is provided. O December p 6.This design Is furnished sub)ed to the limitations set forth by 8.plates shal be boated on both facet of truss,and placed so their cerder U ,211 4 C V I J TPIM?CA In SCSI.copies of which oil be furnished upon request. Ines coincide with Joint center lines. 9.MiTek USA,Inc./Com Trus Software 7.6.6 1L E O ForDigbts Indicate sizetr phis In Inches. Pu ( )- 10.For basic connector plate design values see ESR-1311,ESR-1 BBB(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-381) 365 3-4=(-241) 205 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-141) 111 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -52) 24 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -119/ 346H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -196/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -139/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -128/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 10-08-10 5-03-01 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 7 ,' MAX HORIZ. LL DEFL = -0.006" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 15'- 10.9" M-3x5(S) Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 � 4 Wind: 140 mph, h=24.2ft, 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 o in the plane of the truss only. 0 I 0 3 0 t T 1 7 -/ 71 01 M-3x4 y y y � � Q,�,D P R p��s(S 1-00 6-00 9-11-11 1�c ' °61 \,...... 'O !PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I `V 7 Cr :9782PE r' JOB NAME : 5019-B POLYGON - J8 ,.✓ �,/� Scale: 0.2934 WARNINGS: GENERAL NOTES, unless otherwise noted: V..�y I.Builder and erection contractor should be advised of sl General Note■ 1.This design Is based only upon the parameters shown and Is for an Indlvldusl 7� OREGON o'��. ,,, Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper fJ� 2.2x4 compression web bradng must be Installed where shown.. Incorporation of component Is the responsibility of the building dealpner. 1;9, C/4 y 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the to and bottom chords to be latero braced at 77 3 Is the responsibility o}the erector,Additional permanent bracing o! 7 o.e.and et 16'o.c.respectively unless bead throughout their length by continuous sheathing such as plywood shaslhlnp(TC)aMlor drywel(BC). ' /1 t 'i �\ DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or kleral bracing required where shown++ /i L J L SEQ.: K 15 81012 4.No bad should be applied to any component untl alter al bracing and 4.Installation of truss Is the responsibllty 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 s non-corrosive environment, T RAN S I D" LINK design loads be applied to any component. and are for"dry condklon"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports thovn.Shim or wedge It EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 8b 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 ,2015 TPWVICA In SCSI,copies of which will be furnished upon request. linea coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.lCompuTrus Software 7.6.6(1L)-E 10.For basic connector piste design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-435) 419 3-4=(-289) 254 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-202) 169 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -82) 47 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -134/ 393H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -204/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) 9'- 11.2" -133/ 225V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -170/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -60/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 7-03-14 10-07-13 [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.008" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 17'- 10.9" 5 1. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, rn Truss designed for wind loads I in the plane of the truss only. r M-3x5(S) of Lo o I ,M!X47=T y1-00y 6-00 11-11-11 y S �C.�G'N c� 44 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I �' 89782 P E -vim JOB NAME : 5019-B POLYGON - J9 • -/-✓� • Scale: 0.2718 "1WA / I.holder and erection contractor should be advised of aq General Notes I.This design h based Doty upon the parameters shown and is for an Individual ^ O� Truss: J 9 and Warnings before construction commences. bulding component.Appllubhty of design paremelers and proper / (9 2.2r4 compression web bracing must be Installed where shown+, Incorporation o}component lathe responsibility of the bulding designer. e9 (//A y. G V �. 3.Additional temporary bracing to Inure stability during aonstruction 2.Design assume the lop and bottom chords to be throughouty braced at 7 '-7 R 1 J Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end al 10'o.c.respectivelyplywood unless s braced their length by l continuous sheathing such as sheathing(TC)and/or drywal(BC). ir p AUL t �` DATE: 12/8/2015 the overal structure is the responsibAlty of the bulding designer. 3.2x Impact bridging or literal bracing required where shown++ /`1 L SEQ.: K1581013 4.No bad should be applied to any component until after sl bracing and 4.Installation of Wu Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to be used in a non-corrosive environment. T RAN S I D• LINK design bads be applied to any component, and ars for"dry condition"of use. • 5.CompuTrw has no control over and assumes no responsibility for the B.Design aswmes full bearing at ll supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. December 8,201 5 8.This design h fumished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIM?CA In BCSI,copies of which will be furnished upon request. Into coincide with joint center Imes. 9.Digits Indicate size of plate In Inches. Mitek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7311,ESR-1888(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-486) 470 3-4=(-340) 305 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-248) 217 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-137) 106 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -49) 23 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -150/ 439H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -210/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -139/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -160/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -127/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 7-03-14 12-07-01 'COND. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" 6 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.010" @ 19'- 10.2" MAX HORIZ. TL DEFL = -0.010" @ 19'- 10.2" 5 12 Design conforms to main windforce-resisting system and components and cladding criteria. 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '-' load duration factor=1.6, 4 .-i I Truss designed for wind loads o in the plane of the truss only. •• oI N M-3x5(5) , I, 1 -3x4 8._. c,0P R°res�� ES l l l � �NGf 1-00 6-00 13-10-15 ps, 7 PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,7 1 4.,C` •997 7 8 2 P E v JOB NAME : 5019-B POLYGON - J10 Scale: 0.2468Ir WARNINGS: GENERAL NOTES, unless otherwise noted: .... GC7N �4' �„ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual O Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper /, 2 • 2.2t4 compression web bradng must be installed where shown•. incorporation of component lathe responsibility of the building designer. .a9 ///1 4 I �v +� 3.Additional temporary bracing to Insure stability during construction 2.Design and I D the top and bottom chords to W latently braced at 7 �'1/'"•� 1 J NI Is the responsibilityof the erector.Additional permanent bracing of 7 o.c. at 10•o.c.respectively unless braced throughout their length by P 9 continuous sheathing such es plywood sheathing(TC)and/or drywal(BC). p/l 1 I l DATE: 12/8/2015 the overall structure Is the responsibility of the butding designer. 3.2x Impact bridging or lateral bracing required where shown•• 1 j 1.. SEQ. : K1581014 4.No bad should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end al no time should any bads greater than 5.Design assumes trusses are to be used In■non-corrosive environment. design beds be applied to any component. end aro for"dry condition of use. TRANS I D: LINK m responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CaTrus has no control over and assumes no naussary labdcation,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,201 5 6.This design Is furnished subject to the limitations set forth by 8.Plates ahaN be located on both faces of truss,and placed so their center TPWVICA In BCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plata In Inches. MTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1989(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-57) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -74/ 301V -15/ 59H 5.50" 0.4B KDDF ( 625) 1'- 9.2" -30/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" f 1 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, 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 loads in the plane of the truss only. I o 0 of 2►T� 4►�� 1 M-3x4 y l y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I 0NGINE-e;, 4,4 4r' :9782 P E JOB NAME : 5019-B POLYGON - SJ1 • 7. ,i/ Scale: 0.6822 . , Siff WARNINGS: GENERAL NOTES, unless otherwise noted: V / /'� 1.Buller and erection contrador should be advised of al General Notes I,This design is based only upon the parameters slaws and h for an individual a �� 0 R E G O N ' Truss: SJ1 and Warnings before construction commences. building component.Appilubllity of design parameters and proper L�► /l 2.2x4 compression web bradng must be Installed where shown+, incorporation of component lathe responsibility of the bulling designer. 1',9 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to los laterally braced at 7 '�► y Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectNely unless braced throughout their length by t DATE: 12/8/2015 the overall structure Is the re continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA U 4- responsibility of the bulling designer. 3.2s Impact bridging or lateral bradrq required where shown++ SEQ.: K1581016 4.No bad Would be applied to any component until alter all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should eny bads greater than 5.Design assumes tenses are to be used M a non-corrosive environment. T RAN S I D• LINK design loads be applied to any component, and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al al supports shown.Shim or wallas:: EXPIRES: 12/31/2016 necessary. fabdulion,handling.shipment and Inststletlon of components. 7.Design assumes adequate drainage is provided. December Q V 20�J G N.This design Is furnished subject to the limitations sal forth by 8.Plates libel be located on both faces of teas,and placed so their center ,L TPI/WTCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. Wok USA,Ino./CompuTruS Software 7.6.6(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 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-33) 28 1-3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -11/ 30H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -29/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 .f (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 = 0.002" @ 1'- 2.9" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.165" 12 7.50 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, 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. '' rn 0 1111111111111111°°°° -/ r- 0 1 0 o o 1►�� 3►Z� M-3x4 y y 2-00 (PROVIDE FULL BEARING;.Tts:l,3,2 Ic,,,cp PR Qpes 0,,,GI N . ..„ s, ..c: :9782PE 9r" JOB NAME : 5019-B POLYGON - SJ1XAar ...0,Scale: 0.7389 WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ Ca- / YJ 1.Baker and erection contractor should be advised of al General Notes 1.Thla design h basad only upon the parameters shown end N for en Individual 9/,-OREGON o'er e.,,,, Truss: SJ1X acrd vwming'before construction commences, building component.Applicability 01 design parameters and proper 'j//, �( 2,2344 compression web bracing must be Installed where shown•. Incorporatlen of component la the responsibility of the buldlrp designer. ..'47/51, d C,//[ G '� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lap and bottom chords to W leteraly braced at 7 '7 R J i(<.,,C's Is the responsibility of the enactor.Additional permanent bracing of T o.c.and at 1 O o.c.respedtvety unless braced throughout their length by V 4onlinuous sheathing such as plywood sMaNkg(TC)and/or drywai(BC). p A U I �\ DATE: 12/8/2015 the moral structure Is the responslbilty of the building designer. 3.21 Impact bridging or lateral bracing required where shown c+ �`1 11 L. S E K 1 5 8 1 0 17 4.No bad should be applied to any component until after all bracing and 4.Inetilatbn of truss Is the responsiblity of the raspectNe contractor. 4'' fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design bads be applied to any component. end are for"dry condition-of use. T RAD(S I D: LINK6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/311201 fi 5.Com Trus has no control over and assumes no responsibility for the neceuary. I,, fabrtcation,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. DEC@IYl IJe r�,2015 5.This design le furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPWVICA In BCS(,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.lCompuTrus Software 7.6.6(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 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-81) 50 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 ERG 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" -62/ 322V -29/ 97H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -4/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -51/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7 50 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 3 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, 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 loads '+ in the plane of the truss only. N O 1 1: liA0 111. 111 a 1111111 1 M-3x4 Jr Jr Jr Jr 1-00 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,4,3 ,� �AG I N EAR fel, ,` :9782PE 17:„. JOB NAME : 5019-B POLYGON - SJ2 ,,,,,,e Scale: 0.7074 WARNINGS: GENERAL NOTES, unless otherwise noted: C/ 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shorn and Is for an Individual 9 0 R E GO N [� Truss: SJ2 and Warnings before construction commences. building component.Appllabiuly of design parameters and proper .' I' 2.2v4 compression web bracing mint be installed where shown+, gR- Incorporation of component Is the responsibility of the building designer. .1J�VA 03 3.Additional temporary bracing to'news stability during construction 2.Design assumes the lop and bottom chords to M laterally braced et 7 ^! '1 Is Me responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plysoud sheathing(TC)and/or drywal(8C). p/l UL �` DATE: 12/8/2015 the overal structure Is the responsibility of the building designer. 3.Dw Dr Impact bridging or lateral bracing required where'hovel++ /1 SEQ.: K 15 81018 4.No load should be applied to any component untl alter al brsdng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at ell supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrtcatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. O December O 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their anter U ,2015 TPIWTCA in SCSI,copies of which will ba furnished upon request. lines coindde wtth joint anter lines. 9.Digits indicate alga of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1908(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-76) 53 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 130V -25/ 68H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -20/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -54/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7.50 REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 2 -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" I Design conforms to main windforce-resisting 'I system and components and cladding criteria. I Wind: 140 mph, h=20.4ft, 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 0 0 N VD .F O ' MillO o l�si 3.11P- II M-3x4 Jr y y 2-00 1-11-11 �� �D P R QF , 'PROVIDE FULL BEARING;Jts:1,3,2 ,` ��GI N E �29 �` 89782PE C' JOB NAME : 5019-B POLYGON - SJ2X • Scale: 0.7737 1' WARNINGS: GENERAL NOTES, unless otherwlse noted: 1.Builder and erection contractor should be advised of al General Notes 1.This dation Is based only upon the parameters shown and is for en btdivldual -17 -OR EGO N o"S e,� Truss: SJ2X and Warnings before construction commences. building component.Applicability of design parameters and proper /(J f)_ Y_ 2.2x4 compression web bracing must be Installed where shorn•. Incorporation of component la the rosponsibllty of the building designer. 1 'i "4 R Y 1(� N.&Q` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to W laterally braced al 7 o.c.and et es o.e,respectively unlace bread throughout Their length by 'Pt is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). pQ 1 1 1 DATE: 12/8/2015 the overall structure b the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown•u l�J 1.» SEQ.: K 15 810 2 0 4.No load should be applied to any component untl after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ars to be used In a non-corrosive environment, design bads be applied to any component, and are for"dry condition"of use. T RAN S I D: LINK 8.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.Com Tnn has no control over and assumes no responsibility for the necessary fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 5,2015 8.This design is furnished subject to the tmlations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPWYfCA In SCSI,copies of which coil be furnished upon request. Ines coincide with joint canter lines. 9.Digits Indicate size of plate in inches. M'Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values sea ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-120) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -30/ 310V -43/ 136H 5.50" 0.50 KEW ( 625) 1'- 9.2" -47/ 153V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -79/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 12 3 --/ MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 7.50 ,' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" ' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, en Truss designed for wind loads 0 I in the plane of the truss only. 0 c kO 0 I M-3x4 y y y y 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 .(t q,, ,D PRQ, C. Q" 89782PE ter' JOB NAME : 5019-B POLYGON - SJ3 • //� \�J1� Scale: 0.5954 `'0 /' l WARNINGS: GENERAL NOTES, unless otherwise noted: V �40 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 "74Z/OREGON o �. Truss: SJ3 ■nd Warnings before construction commences. building component.Applicability of design parameters and proper () qr 2.2c4 compression web bracing must be Installed where shown.. Incorporation of component Is the naponsibXlty of the building designer. 11,9 /X y r V 3.Additional temporary bracing to haute stability during construction 2.Design assumes the top and bottom ss W la be throughoutaterally braced si 'l ',J Is the responsibility of the erector.Addltbnal permanent bndng of continuous7 end al 10'o.c.rsuch as ly carless braced thele length by sheathing such as plywood sheathing(TC)and/or drywe.(BC). is,/1 U t �` DATE: 12/8/2015 the over..structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral brsdng required where shown+• 1 i� SEQ.: Ki 5 8 1 0 2 2 4.No bad should be applied to any component uMX after al bracing and 4.Installation of truss la 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 noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. " 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hi)hearing at e.supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessa, fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 8.Thla design is fumiehed subject to the(imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center December 8,2015 TP VWTCA in SCSI,cople.of which sup be furnished upon request. Tines coincide with Joint center Ones. 9.Digits indicate size of plata In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)`E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-162) 96 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" 0/ 251V -58/ 175H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -118/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -106/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -I MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 12 0 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads r,1 in the plane of the truss only. 0 a� 0 I u7 o I 1 ,cp 1 21"11:1-.4 4► M-3x4 l y J, y 1-00 z-oo 5-11-11 � � P R��FS (PROVIDE FULL BEARING;Jts:2,9,3 � - 89782PE ��" JOB NAME : 5019-B POLYGON - SJ4 Scale: 0.5080 • r 11111 WARNINGS: GENERAL NOTES, unless otherwise noted: C/' 40 1.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ]j)f-0 R E l�V I V O� s,"„ Truss: SJ4 and Warnings before construction commences. building component.Applbabllity of design parameters and proper -j/ �' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the rosponsibllty of the bulding designer. _.s7,9 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom donde to M latently braced at 7 J Is the reeponsibllNy of the erector.AddNlonal permanent bracing of 2'e.c.and at 10'o.c.nspectivaly unless braced throughout their length by continuous sheathing such es plywood sheathing(TC)and/or drywel(BC). r--�"S U l L DATE: 12/8/2015 the overall structure is the reaponsibeity of the building designer. 3.2x Impact bridging or lateral bradng required where shown e e L. SEQ.: K 15 810 2 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Cosign assumes trusses era to be used In a non-corrosive environment deign loads be applied to any component. and are for'dry condition'of use. T RA N S I D: LINKB.Design assumes full bearing at ae supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrue has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment end Installation o1 components. 7.Design assumes adequate drainage Is provided. De ce m 4•e r8015rf 6.This design Is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center U ,L TPI,WTCA in SCSI,copies of which will be furnished upon request. Ines coincide with Joint canter lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 10.For look connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 5.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (pg) in the plane of the truss only. M-1.5xor equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-01-12 0-03-12 T T T 12 4.00 D M-1.5x3 4 -1 i1I N .-1 O I rn N in •-i [ T II 1 f/////////////////////////////////////////////////AOI///////////M 0 5 6 M-3x4 M-1.5x3 . .' 1-00 8-05-08 ���`�D P R oFe es ,C`� ��GIN �'9 /0-L cc" 89782PE ter" JOB NAME : 5019—B POLYGON — P1 ,,.,,,,�!' `00.. - • Scale: 0.5764 WARNINGS: GENERAL NOTES, unless otherwise noted: ,9 V 1.Binder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and h for an Individual 9,a OREGON ,'•••Truss: P 1 and w■mings before canalruction commences. building component.Appikebllity of design parameters and proper 'V 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component la the responsibility of the binding designer. .AA PI y A b 3.Additionalan temporary bracing to hews stability during construction Z Design assumes the top end bottom chords to be lalerefty brecsd at 77 "! 7 o.c.and et 10•o.c.respectively unless braced throughout their length by la the reaponalblltty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywel(BC). p/I t DATE: 12/8/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown s c r'1 1.. SEQ.: K15810 2 4 4.No bad should be applied to any component until alter el bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses ere to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing al al supports shown.Shim or wedge It EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December D O 20�J L B.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 r TM/UTICA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. s. MTek USA.Inc./Com Trus Software 7.6.6 1L E 10.ForDigbts Inc tote eco of plate In Ign e l W ( � 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 8'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-52) 69 3-5=(-264) 182 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 89 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 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" -85/ 491V -36/ 107H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 5.5" -41/ 347V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.349" @ 4'- 3.5" Allowed = 0.505" MAX TC PANEL TL DEFL = -0.467" @ 4'- 3.5" Allowed = 0.757" 8-01-12 0-03-12` MAX HORIZ. LL DEFL = 0.001" @ 8'- 1.7" 1I MAX HORIZ. TL DEFL - 0.001" @ 8'- 1.7" 12 4.00 1 " Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 3 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r'1 f- -1 M-3x4 M-1.5x3 y � y 8-01-12 0-03-12 y •1 y 1-00 8-05-08 �< cOPR°piss 04G`INE >o, :9782PE ter" JOB NAME : 5019-B POLYGON - P2 ,A• Aid/ Scale: 0.5264BMW - WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON Truss: 1.Builder and erection contractor should be advised of al General Notes 1.Thls design is based only upon the parameters shown and is for an individual Qom. TrusS: P 2 and Warnings before construction commences. building component.Applicability of design parameters and proper / (� 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. .ah� C F.4 y G V 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the fop and bottom chards to be laterally braced at 77 '1)� is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 117 o.c.respectively unless braced throughout their length by continuous sheathing such es ptywood sheathing(TC)and/or drywall(BC). PA U 1 ^" DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown.+ SEQ.: K15 810 2 5 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. fasteners are complete and al no time should any loads greater than 5.Design assumes busses are W be used Ina non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and ars for"dry condition"of use. 5.CompuTnts has no control over and assumes no responsibility for the 6.Design assumes full bearing et ell supports shown.Shim or wedge if EXPIRES: 12/3112016 necesmry. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8 201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 19.For basic connector plate design values see ESR-1311.ESR-1988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury raMDimensions are in ft-in-sixteenths. imik 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. ENONE 2. Truss bracing must be designed by an engineer.For 0'/16„ 4 wide truss spacing,individual lateral braces themselves WEBS may require bracing,or alternative Tor I _EM p bracing should be considered. I O Oip = 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate , designer,erection supervisor,property owner and plates 0-'na 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 0111111 This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint IIIMMP 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-1 31 1,ESR-1 352,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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that If, Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. ■M r reaction section indicates joint =61 Ell number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MINIIIMio III 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. 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 DSB-89: Design Standard for Bracing. f is not sufficient. m 1 0 reIke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013