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Plans (82) _ 11111 MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-409_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. cc.sGNEFSsi0 `t 83640PE 9� 9 OREGON 0 /1/&'gFrY1`- ZotJ� 1/4'() SOMA Di•�� ture EXPIRATIO .0-31-16 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/TPI 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 ID:c53KNt9S8dZANgLpvMEnZkyCdl1oa5Q8ukLNin0C8HaPgGikYeyjkzbugDS4LsANFyCcwu I 1-0-0 1.66 H 1 354= 5 2 Scale=1:13.2 _-U M„ 111 - 4 t R N II Mr? .-_A 41 4 WO 3 1.5x3 II 3x4= I 1-3-0 I 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) 1/deft Ud 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 Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. 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)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(pif) Vert:3-4=-10,1-2=-100 Concentrated Loads(Ib) Vert:5=-277(F) ��S���NG N FR s� �� 8 .40PE 9f i ORE •N >.. �y2�4RY i0 2��� 00 SOON O 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.10/032015 BEFORE USE Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not 1111 a truss system.Before use,the building designer must verify the appricabi ity of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M[Tek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 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 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 R46042122 PL15-409_UPPER F02 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:c53KNt9S8dZANgLpvMEnZkyCdll-C9mYmwmDgd9b3b094yZPMBFWEyvT57OumJ5q_ayCcwr 0-1-8 H 1 1-0-0 1 P-8-011 1-2-0 1 P-8-711 1-2-0 IP-11-131 Scale=1:41.4 4x6 H 3x6 FP= 3x6 FP= 1.5x3 =5x8 II 5x6 II 4x6 H 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 ,42 ii,,,r - / dI.� 0 ' li \,_ A L 0, \ - \II: 01 49 N �� 6o m MI 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 5x6 11 6x8 I I 6x8=3x6 FP= 5x6 II 5x6 II 3x6 FP=5x6 6x6= 6x6= 1.5x3 = 6x6 = 5x6 II 11-8-7 1 10-6-7 1-1-7 43-8.4 I 10-6-7 6-7-0 11-11-13 0-7-0 Plate Offsets(XX)- 133:0-3-0,0-0-01,135:0-3-0,Edge1,141:0-1-8,0-0.81,142:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud 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=5690/0,14-15=-5690/0,15-16=-5173/0,16-17=-5173/0,17-18=-4311/0, 18-19=-4311/0,19-20=3311/0,20-21=-3119/0,21-22=-3119/0,22-23=-1699/0, 23-24=-1699/0 BOT CHORD 4031=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=394/0 . NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. "\<°QEO P R 0pF 3)Refer to girder(s)for truss to truss connections. - 4)Bearing at joint(s)41 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity \Gj ,.NGI NEF79 /o of bearing surface. 4� 1, 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 8 a 40 P E f 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 / down at 16-0-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ti O ORE �N '� LOAD CASE(S) Standard Cly City RY i 2,2 `J 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 OO O Uniform Loads(plf) SOON Vert:26-41=-8,1-25=-80 Digital Signature Concentrated Loads(Ib) g g Vert:9=-965(B)17=-177(B) 1 EXPIRATION DATE:12-31-16 December 4,2015 tM.mi1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE(REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE ," Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for on individual building coponent,not a truss system.Before use,the building designer must verify the applicabTty of design parameters and properly incorporate this design into the overoll building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 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 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-C9mYmwmDgd9b3b094yZPMBFWNyzd53OumJ5q,ayCcwr 1 1-7-0 1 I 1-9-0 I Scale=1:17.8 6x6= 3x6 I I 3x6 I I 3x6 I I 3x6 11 3x6 I I 1 11 2 3 4 12 5 13 6 1 N Ci N ka e I:.„ O 10 9 8 6x6= 5x6 I I 3x6 I I 6x6= I 9-4-0 I 9-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud 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(0.13r 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=-100 ED PR OF Concentrated Loads(Ib) \<? kss Vert:4=-132(F)3=-132(F)2=-132(F)11=-276(F)12=-132(F)13=-132(F) m7\� .NGI N4- /o2 8 .40PE 9r y OR SON �� OA/ (../ '12- 2��� 00 SOON O Digital Signature 1 EXPIRATION DATE:12-31-16 December 4,2015 i I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE ' IIIA Design valid for use only with M7ek®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 1iTek is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Crferia,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 R46042124 PL15-409_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:01 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-hLKw GnrRwHShlbLeg4euOogeLBXgTc2?zgNWlyCcwq 1 1-10-4 II 1-9-0 1 01 18 Scale=1:41.4 4x6 I I 3x6 FP= 3x6 FP= 1.5x3 = 5x6 II 4x6 II 5x6 H 1.5x3 = 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • /t\__/ \_.720\f/2\___/.\_ gt 27 csi SE ' - - 'm' c e c - ®, 26 25 24 23 22 21 20 19 18 17 2x4 I I 5x8= 4x6= 3x6 FP= 3x5= 3x5= 4x8= 3x4 = 1.5x4 SP= I 23-11-12 1 23-11-12 Plate Offsets(X,Y)— 127:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid 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 lncr 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/b,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. P R 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �Cj(�¢NG)NE - ss�Q LOAD CASE(S) Standard �C? �' 9 29 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 .40 P E f Uniform Loads(plf) Vert:17-25=-8,1-16=-80 40 Concentrated Loads(Ib) Vert:28=-20(B) dr y ORE >� Oy�°gRY i2 2��tI �° SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE MN" 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 Wek° 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 R46042125 PL15-409_UPPER F05 FLOOR GIRDER - 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Thu Dec 03 14:38:02 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyCdl1-9XuJBcoUCEPJJvAYCN btRcLt6lgkZ4TBEdax3TyCcwp I 1-2-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 4 4 N J 4 3 1.5x3 I I 3x4= 1 1-5-12 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft lid 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 NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 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) 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. •\(<-- PR°FFss 4N\c ,NGINEF9 /O2 8 .40PE "f -p ORE •N >.� Cy-(ig R i 2 Z1-N. �OSOONO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 1 e a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Mil" Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the appfcability 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 WWWel(' 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/Mil 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 R46042126 PL15-409_UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:02 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd 11-9XuJBcoUCE PJJvAYCNbtRcLr7laiZzZBEdax3TyCcwp 0-1-8 H I 2-1-12 2-60 Scale=1:35.5 1.5x3 II 1.5x3 =- 1.5x3 1.5x3 = 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x6 FP=1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 ° - m e 18 r. 0 'Nils_ N 4 PZ N hNii4•0 IM. 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 (lac) I/deft Ud 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 Incr YES WB 0.51 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 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(Ib)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. ,W) PR Op4.„<<- \� 0NGINF /FR �2�� o 'z- OPE f iI 9 ORE •N r.� 0y�04RY i2 2- c, �OSOONO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 , / im A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7073 rev.10/03/2015 BEFORE USE " Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Cdteda,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 R46042127 PL15-409_UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:03 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-dkShOyo6zYXAx3lkm576zpt2v90_IXCKSHJUbvyCcwo D-1H8 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 • oo c c o c o c c c c m o c c e 31 42 0 O 0 d N rx a • 3 0 E - 0 - 0 0 5 C e o e • • 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1447 1 2-8-0 1 4-0-0 1 5-4-0 1 6.8-0 1 84)-0 i 94-0 1 10-8-0 I 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 I 174-0 1 1841-0 1 20-0-0 1 21-4-0 1 22-8-0 123-11-12 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) 1/defl Ud 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/TPI2007 (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. ���E� P R OFFS' „\� �NGINEF9 /�2 l' -‘44 8 .40PE 9r. 0 F •-7 ORE •N >.„, q<, 2 RY 12 ��' OO SOONO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 L / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE MN- 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,thebuildingdesigner 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 Budding Component Safety IMmr oallon 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(optional') 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:c53KNt9S8dZANgLpvMEnZkyCdl1-5w03cIpkkrfl YDKwJoeLW 1 QDq_z 2MV 1 xCUhx327LyCcwn 2-0-0 l 0�T 1 1-2-12 0-t,r8 Scale=1:42.9 3x6= 3x4 I I 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 11/1111411k\I '\1./ 04 NV NIA111141./.\..\11 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 �3-f4 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 lid 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 Incr NO WB 0.24 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. (Ib)- 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(Ib)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). `�e`C-D PR Q�Fss LOAD CASE(S) Standard v5 �NGINFF- o 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 .? 2 Uniform Loads(pff) cz' 8 a40PE 9r Vert:16-24=-8,1-14=-80,14-15=180(F=-100) Concentrated Loads(Ib) Vert:15=-272(F) dr of y ORE :w ,9 Oy�4/gRY i2- 2,-tJC ki� 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 MII-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.notmi a truss system.Before use,the building designer must verify the applicablity 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/TPl1 Quality Criteria,DSB-89 and BC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042129 PL15409_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 I D:c53KNt9S8dZANgLpvMEnZkyCd 11-Z6aRpdq MV9ntAMv7tW 9a2EzPgzhTm RidwbobfoyCcwm OrL113 Scale=1:14.0 1 2 3 4 5 6 7 e e- J— — — 16 9 9 9 N N 15 _ -- _ — — — ISI ♦ ♦ ♦ ♦ . 'XSS� �n .S SZSnn� ? Z� 14 13 12 11 10 9 8 i 1-4-0 2-8-0 1 4-0-0 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) I/defl Ud 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. ����0 PROre cl 0NGIN8 .1 40PE:E /o27 f s , y OR Or N. O/y, RY i 2,ILO\-\ OSOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 / I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE 1111- Design valid for use only with Mttekt&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 {L building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and thus systems,see ANSI/IBM Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042130 PL15-409_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:05 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZ cyCdI1-Z6aRpdgMV9ntAMv7tW9a2EzPfzhSmRhdwbobfoyCcwm CPI 1 2 3 4 5 6 Scale=1:12.8 14 0 4 N J 13 12 11 10 9 8 7 1-4-0 2-8-0 4-0-0 I 5-4-0 I 6-2-12 1-4-0 1-4-0 1-4-0 1-4-0 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 REACTIONS. All bearings 6-2-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (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(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. ���ED P R pcFS'tS' ��5 ANGI INEFA? �O fi c- 8 .LI-OPE r' OPs `-v ORE *N 0.� O1y-,(J RY 12 Z�\JC? �° SOON O Digital Signature EXPIRATION DATE:12-31-16 - December 4,2015 4 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Nall Design valid for use only with MTela 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/TPIl 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 PL15 109 UPPER F11 R46042131 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:06 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-1J8p1zr GTvkoWTJRDgpbSVYXMxCVmGn9Fy8CEyCrw1 0-1-8 H I 1-8-12 I I 1-6-5 I 2-0-0 I Scale=1:38.0 3x4= 3x4= 3x4 I I 4x4 = 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 e 2 .\ . E 9 ..o 2 a / X 0 0 /41\ 4/ X .."' a N _,,31 o m e e e ° 21 20 19 18 17 16 15 t4 3x6= 3x6 FP= 3x5= 3x5= 3x6= 3x4 = 4x6= I 1-11-12 2-1114 22-4-12 1-11-12 0-1-8 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud 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/TPI2007 (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, Except: 6-0-0 oc bracing:18-20. REACTIONS. (Ib/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(lb)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=-737/0,3-18=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 0-24 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). \�Q`�D P R Qp. LOAD CASE(S) Standard \� ENGINE - /0 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �G,.....\-' 2 Uniform Loads(plf) Ct- 4OPE Vert:14-21=-8,1-13=-80 . • f Concentrated Loads(Ib) Vert:1=-272(F) -V OREG r.. ,-% -I,/, i2 2,�W �O SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t __ l A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Nut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing !Atiel(" 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 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:c53KNt9S8dZANgLpvMEnZkyCd11-WhCEJrcl ml bPg2V?wB28f2lEmKXEJawNvHikgyCcwk 0-1-8 H 1 1-2-12 1 D-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 12 13 14 15 16 &NH —Q._ �JJ c..1 \II/ N ./ N / \\--41/1/N 9 25 24 23 22 21 20 19 18 17 1.5x3 I I 4x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x4 = 1 1-5-12 1-17.4 25-2-0 I 1-5-120--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/deft Ud 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. (Ib/size) 17=622/Mechanical,24=2401/0-5-8 Max Gray 17=640(LC 4),24=2401(LC 1) FORCES. (Ib)-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=01720,13-18=-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 �cp PR QFF down at 1-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6". 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �G�0 �NGI IUE9 `s/o�i LOAD CASE(S) Standard :. 640PE 9t' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pif) 40, Vert:17-25=-5,1-2=-150(F=-100),2-16=-50 Concentrated Loads(Ib) dr Vert:1=-272(F)2-1230(F) `q ORE h. 0,5; RY 12 2 �� ) 1SOONO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t I IN A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2075 BEFORE USE. Design valid for use only with Welt®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 appfcability 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 Suite 109 Safety Inlormalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. CitrusHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042133 PL15-409_UPPER F13 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-zhFaSfsEn49S1gdiYeiHgtbubAh4zno3cZ1FG7yCcwj I 0-s�4x41 1-2-0 I I 0-8-7 4x4 1-2-0 1 1 0-6-1 I o3 1 2 3 4 5 4x4 = 6 Scale=1:12.9 ■mow www ..1 Ill " VIII II I13 il fF/11 HI�r I. N 41. ENE_ 4x4= 12 11 10 9 8 =/ 4x4= 4x4="-- 1 1 2-10-11 i 3-5-11 1 4-0-11 1 4-11-4 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)— f2:0-1-8,Edge1,14:0-1-8,Edoel,f5:0-1-8,Edge1,f7:Edge,0-1-81,f10:0-1-8,Edge1,112:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 Incr YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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(lb)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 ANSUTPI 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. • C`‘'C`E' P R QF£ss <c-,N �co NGINEFR /02 cz` t .40PE 9f A 411101, y ORE >.� 0 .420,1 i 2 rf2 0 tiO RY �\ O SOON Digital Signature EXPIRATION DATE:12-31-16 J December 4,2015 $ a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev-10/03/2015 BEFORE USE t 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 tt� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'ek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042134 PL15-409_UPPER F15 FLOOR 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8cIZANgLpvMEnZkyCd11-zhFaSfsEn49S1 gdYeiHgtbskAtKzIQ3cZ1 FG7yCcwj I 0-6-4 1 1 1-2-0 I I 0-8-7 I l 1-2-0 I I 1-5.1 2-6-0 Scale=1:16.4 1.5x3 I I 4x4= 1.5x3 I I 1.5x3 H 3x4= 1.5x3 I I 1 2 3 4x4= 4 5 8 7 o " O ry 3x4= 13 12 11 10 9 8 1.5x3 I I 1.5x3 I I 4x4= 4x4= 3x4= I 2-10-11 1 3-5-11 l 4-0-11 1 8-2-12 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)- 12:0-1-8,Edge),13:0-1-8,Edgel,f9:0-1-8,Edgel,f10:0-1-8,Edgel,f13:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud 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 IBC2012TTPI2007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(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. �(5D P R oFFs c�5 �NGIN�Fs9 io 4Z- 8 a40PE 9f y OR •N \� Oy24/4 RY i 2 2�\4� C1/2',-,4/4 Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 e 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE illit 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 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 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 H I 1-2-12 1 0-8-4I 2-0-0 1 Scale=1:42.8 4x5= 3x4= 3x4 I I 3x4= 3x4= 3x4= 3x6 FP=3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 2 a ,.ate c `- c _ _ �— - _ N XX /X / \ N \ - / N 9 -ILIA 24 23 22 21 20 19 18 17 16 4x6= 4x6= 3x6 FP= 3x5= 3x5= 3x5= 4x6= 3x4= I 1-5-12 1-71-4 25-2-0 1-5-120-i-8 23-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud 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 IBC2012JTP12007 (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). '��0 P R OFF- So LOAD CASE(S) Standard CNN \-. �N(',I NEER /� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 t? ?j Uniform Loads(plf) �� 9 Vert:16-24=-8,1-15=-80 8 .40PE { Concentrated Loads(Ib) 411. Vert:1=-272(F) y OR 'SON >.� 0 '04RYi29- 0. OO SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t / IMIl A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE t 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 verity the appfcability of design parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI.Bulding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 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-w4NKsLuVJhPAG8P4g31111gDD_HHRXbM3tW ML?yCcwh 111-7-41 2-6-0 I 0118 Scale=1:40.7 4x6= 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 ,` c c -*N.N...4% - 7'...N.-. d' o c 1'31 N.: 21 n N ' , 20 1113119 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4 = d 0-11r823-11-12 I Q5-8 23-10-4 Plate Offsets(X,Y)- f19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid 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 Incr YES WB 0.76 Horz(TL) 0.08 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=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 R pFFss ����5 �G�GINEF9 /O29C 8 ,>,40PE 9 ORE �N �.� �'/yO�gRY 12-'OAC? OSOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t I mi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE t Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-B9 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 R46042137 PL15-409_UPPER F18 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-OGxi4hu74?X1 uHMGEmG_IVDO3NciA_WIXFvtSyCcwg 0-1-8 2-6-0 1 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' N IIII N O M. 19 18 17 16 15 14 13 6x6= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 23-8-0 23-8-0 Plate Offsets(X,Y)- f19:Edge,0-1-81,F19:0-1-8,0-0-81 i LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 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/TPI2007 (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. `<��p P R()Fess �c`c� �GlNEF19 /09 :. 640PE y ORE ',dir � 0 .144/4 Y 12 20�C � SOOO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 No A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MTea 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/T911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Solely Informolion 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 MVTck Industries,Inc.Thu Dec 03 14:38:12 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-sSV5H1 vlrJfuWRxTnUnDrjlbsn27vZNfXB?TPuyCcwf 0-1-8 H I 1-8-12 I I 2-2-0 1 2-6-0 I Scale=1:38.5 1.5x3 = 3x6 FP= 3x6 FP= 1.5x3 = 5x6 H 4x6 II 1 2 3 4 5 6 7 8 9 10 11 12 0 O 0 N Q _ N '00...7— 20 v o'‘''''.7 c It 19 18 17 16 15 14 13 1.5x3 H 3x6 FP= 3x8= 3x5= 3x4 = I 1-11-12 2-114 22-4-12 1-11-12 0--8 20-3-8 Plate Offsets(X,Y)— 11:0-1-8,0-0-81 • LOADING(psf) SPACING- 1-7-3 CSI. DEFL" in (loc) 1/deft Lid 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 IBC20127TP12007 (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(lb)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=-1649/154,6-7=-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 ��gg0 P R()Fe down at 2-3-0 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). ��Co ANG I NE - /0 LOAD CASE(S) Standard 4� $.a40PE �9f 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 „� Uniform Loads(plf) l/ ' Vert:13-19=-8,1-2=-180(F=-100),2-12=-80 Concentrated Loads(Ib) Vert:1=-608(F)2=1200(F) . v .1 ORE •N r. Cy��gRY 12 2��� C13.0(44R SOON O Digital Signature EXPIRATION DATE:12-31-16 • December 4,2015 " t mul AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t 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 appfcability 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/TPl1 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 PL15-409_UPPER F20 Floor Supported Gable 1 1 846042139 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:12 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-sSV5H1 vlrJfuWRxTnUnDrjlcun45vcQfxB?TPuyCcwf Scale=1:18.7 1 2 3 4 5 6 7 8 9 10 o i o L a o 0 o a 0 o N — o o a o- 20 19 18 17 16 15 14 13 12 11 11-4-8 11-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft Ud 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. ,( C0 PR0rk. So tcrGs. ��G(NRFR /O2 8 •40PE 9r' • 4..- OR SON ,,, 0• '&4 RY i 2 2t�C, OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 Mill" I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE Design void for use only with Woke 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 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 R46042140 PL15-409_UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-Kf3TVNwNc col7bWtLBISNwlkjBQZe3VpmrkOyKyCcwe 1.5x� II 0-7-12 { 2-6-0115x3 H 1 2 4x4= 3 Scale=1:13.0 J _ 0 - o 5 ♦ 4 4x4= 3x4 0r1- 3-4-12 I 0-143-3-4 Plate Offsets(X,Y)— f5:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 IC 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 Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. • 4. `o- NAGINFFs`sr0 /SO' 9 29 ' .LI-OPE ORE E 092(� � C? /y, gRY12 tJ ° SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t I ®WARNING-Verify design parameters and READ NOTES'N THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE �s 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 Gently criteria,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 R46042141 PL15-409_UPPER F22 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-Kf3TVNwNccol7bWfLBISNwlkeBNge_npmrkOyKyCcwe I 1-3-12 1 2-6-0 Scale=1:24.9 1 1.5x3 H 3x4= 1.5x3 H 3x4= 1.5x3 II 3x4= 1.5x3 11 1 2 3 4 5 6 7 L 0 0 N 1' 10 9 • 3x4= 3x5 = 3x5= 3x4 = 0..1118 14-3-12 I 0-1-8 14-2-4 LOADING(ps() SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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/TPI2007 (Matrix) Weight:72 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. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 • FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. co mac;. �N�")NEF9 /0* cc- 8 .40PE r- 9 ORE 4N '`o Cy�&q RY 12 2�4� �� SOONO • Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 f I . A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nil Design void for use only with MTekiS 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 fL� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYIiiek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety InformatIon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Ply P y POLYGON R48042142 PL15409_UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:14 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-ordriix?Nwwcll5rwphw8ru 1 bgwNOAy_VUZUmyCcwd 01-8 2-6-0 I _ 0-148 Scale=1:36.6 4x4 = 3x4= 3x4= • 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 �, � IFI, rj��-��r �/ ..7.- 14 � 20Irpl o � N 19 • 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5 = 3x8 = 354= I 21-6-12 21-6-12 Plate Offsets(X,Y)- f1:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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.l&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=-414/0,2-3=-414/0,3-4=-2170/0,4-5=2170/0,5-6=-2686/0,6-7=-2686/0,7-8=-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. ,w° P R QF4. `0Gss� <JE /p,\ � � R 2 /; .40PE fir' `y OREG '.� O/yy�gRY-1 2 20\� OO soot.), O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 11" • Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 Qualty 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 ID:c53KNt9S8dZANgLpvMEnZkyCdll-G1ADw2yd8E2TNvf2TcKwSLN69?6p6zB5D9D7ODyCcwc 0-48 Scale=1:33.5 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 _ o o & _ _ 0 0 0 0 _ _ 0 0 0 36 2E 0 0 c o N N 37 i o o ^ 0 0 0 0 0 0 o 0 o o 4, 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 1 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 2(1-4-112 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 04-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud 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(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 strangbacks,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. ,evI) PROfiFss �� c . �NGtNEF9 /12-9 8 •40PE r" -7 . ORE •N >. O 0y'ire./4F? 2 �� � V SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 1 I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIH7473 rev_10/03/2015 BEFORE USE Design valid for use only with MiTeke 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 �L� 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Crifeda,DSB-89 and BCSI Building Component Suiteuite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SHeights,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:c53KNt9S8dZANgLpvMEnZkyCdl1-G1ADw2yd8E2TNvf2TcKwSLN5L?6k6zA5D9D7ODyCcwc 0148 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 0 0 o a o a o--1Q_ a o • 38 0 d o N kv • e o 0 0 0 o c o o - e o a o i 37 AA ,vC >v� xA xhy, .�vW xnn x,'vvI 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 1 540 1 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 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 (loc) 1/deft Ud 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/TPI2007 (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. -\-�E� P R Op£ss 0AGI 8 ,40PE 9f y ORE A I.� �3, —4 RY 12 2,4� 00SOONO Digital Signature i EXPIRATION DATE: 12-31-16 December 4,2015 t r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI67473 rev..10/03/2015 BEFORE USE. " Design valid for use only with Mirek®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 toprevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl 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 R46042145 PL15-409_UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:16 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-kEkb70yGvXAK_3EE0Jr9?ZwDXOKOrFJFSpzgYfyCcwb 1-0-4 1 2-6-0 0-148 Scale=1:41.6 4x6= 3x4= 304 = 3x4= 3x6 FP= 4x5= 1 2 3 4 - 5 6 7 8 9 10 11 12 :-N _ a 41 I/N 21o N _ imi e _ 20 S1 IAA 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4 = 1.5x3 SP= ix8 24-4-12 I -8 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud 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 Ina YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. PR p<(-co G., .,.. E � : 640P y ORE•P u, �y��gRY i2 2��� OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t $ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE IMI Design valid for use only with Woke 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 Milek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Informallon available from Truss Plate Institute,2t8 N.Lee Street,Suite 312.Alexandria,VA 22314. 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-DQIzLkzugrlAcCpQalNOYmTQ9olBaprOgSiE55yCcwa 1-7-4 2-3-0 011,8 Scale=1:23.3 1.5x3 11 1.5x3 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 = 1 2 3 4 5 6 7 Jo o , -, o i 13 0 0 0 al N N .7 I, . e o.Nillt— - 12 Al 1' 10 9 • 3x4= 3x5= 3x5= 3x4= I 13-5-12 1 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 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 P R°Fes,S �c\� �NGI NE 19 /G2 ¢- 8 .40PE 9f 411, i -7 ORE a >.Q Oyy4/4 R i 2 2��� OO SOON Digital Signature EXPIRATION DATE:12-31-16 . December 4,2015 t e A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE NIIII" 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 Milt** 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 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:c53KNt9S8dZANgLpvMEnZkyCdl1-DQIzLkzugrlAcCpQa1 NOYmTSUooGatAOgSiE55yCcwa I 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 N •����r.eEv t. 4 .ssss ���w. 1.5x3 II 3x4= p 1-3-8 0-0-3 1-3-8 . LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/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 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 1-3-8 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. (Ib/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. -c(:tiD PROF�ss ���.5 oNGINE'�9 /0* 8 a40PE i y ORE *N >.. C &4RYi2 2��C 00 SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 H ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.1003/2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not t a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall �t p i' 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 S109 Safety Information available from uite Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suites Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042148 IPL15-409_UPPER F30 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-DQIzLkzugrlAcCpQa1 NOYmTS7ooLatAOgSiE55yCcwa 1.5x3 I • 1 454= 2 Scale=1:13.3 0 1 4 3 1.5x3 I 4x4 = 11 0-9-12 0-0-4 0-9-12 Plate Offsets(X,Y)— 11:Edae,0-1-81,[3:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd 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. <c„ok PR0E4.0 co NGiNE-F9 /Oy >640PEAir p y ORE N. may, CS '11( R '1 2,\-\ O SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.101032015 BEFORE USE. ��- Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1ITek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Cures Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042149 PL15409_UPPER F31 FLOOR SUPPORTED GAEL 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-hcsMY4_WR9Q1EMOd8kud4_?dEC7VJKQYv6SndYyCcwZ 1 1-0-8 1.5x3 11 1 3x4= 2 Scale=1:13.2 0 0 N 4 • /4 1.5x3 1.5x3 II 3x4= 1-3-8 0-d-3 1-3-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud 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/TPI2007 (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. (Ib/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. �cb \AG F- s2O �� 4Z- 8 >+40PE �r AP 9 ORE •N r.� O1yy(1gRY 12 2�\-\C 00 SOONA Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE t Design valid for use only with Mtrek®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/TP11 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 R46042150 PL15-409_UPPER F32 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-hcsMY4_WR9Q1EMOd8kud4_?dLC7VJKuYv6SndYyCcwZ 1 2 3 4 Scale=1:13.0 9 4 • X• 8 7 6 5 1 3-7-0 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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 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. PR 6FFs�NGINE� /_, 2 � 9 40PE 9f il ORE* ma CC? �•� qRY i2 O\-\, SOON Digital Signature i 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 MII-7473 rev.10/032015 BEFORE USE 1s 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 temporaryand 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 R46042151 PL15-409_UPPER F33 FLOOR SUPPORTED GABL 1 1 IJob 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:c53KNt9S8dZANgLpvMEnZkyCd11-hcsMY4_WR9Q1 EMOd8kud4_?cfC7RJKQYv6SndYyCcwZ 1-4-0 1.5x3 II 3x4 = 2 Scale=1:13.2 0 0 0 0 N N • • 4 • • 1.5x3 II 3x4= p 1-7-0 f1-02 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defl Ltd 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!nor YES WB 0.00 Horz(TL) 0.00 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 1-7-0 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(lb)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. •\<(- � P R Or ens �� NGINEFR 02 8 .40PE 9� O • OR ON N. °3 j'4RY i2,-fr SOON Digital Signature t EXPIRATION DATE:12-31-16 December 4,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITF..1(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 Milek'_ is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI BuBding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:c53KNt9S8d2A4NgLpvM EnZkyCd I1-9pQklQ?8CSYur W zpiSPsd BYoncTg2ngh8mBK9yCcwY 7x10 1 2 Scale=1:13.3 0 4 3 7x10 I 0-7-4 04-2 0-7-4 Plate Offsets(X,Y)— fl:Edge,0-1-81,f4:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid 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. (lb)-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. -k(51EO P R OFFss NGINEF yo Ct- 8 i40PE 7Air f 0 OR 0 -1'04RY2 2� C., 00 SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 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 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 parametersand properly incorporate this design info the overall �A building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042153 PL15-409_UPPER F36 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:19 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd I1-9pQ1dQ?8CSYurW zpiSPsdBYntcTk2ngh8mBK9yCcwY 1-1-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 s. 1.5x3 II 3x4= 1.4-4 0-41-2 1-4-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud 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/TPI2007 (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. (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. ��� ED PROfiFss co- NGINE'F9 c2 4 .40PE f 11, ORE u Oy2vgY 2 . t../O SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 1 0 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE 1" Design valid for use only with M1ekiS 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 Milek` 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/TP[1 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 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 I D:c53KNt9S8dZANg LpvM EnZkyCd I1-d?_6zm?mzmglTgY?F9w59P5zpOp_nDwrNQxu hQyCcwX 1-0.0 1.5x3 H 1 3x4= 2 Scale=1:13.2 0 - o tIV �i�i�i�►��*4.. 1.5x3 II 3x4= 1-3-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid 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 Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. P R OfiFss ��� NGINEtc9 ct- 8�O P E 9>! i y ORE •N 0 -V4/4RY Lin Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIL7473 rev.10/03/2015 BEFORE USE Design valid tor use only with MTektS 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 appfcability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to preventbuckling 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/711 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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 I 7-5"0 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 4 c 0 N ry • *1111k 4044 1.5x3 I I 3x4= I 1-8-0 1-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl 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,O%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. (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. <csktip PR0pe6, c"5 NGINEFR /� � .40PE 9r' / ir 9y ORE ` moi,-, FiY i2t-> OSOONO 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 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 IYI building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iTek'_ 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 Som Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 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 I D:c53KNt9S8dZANgLpvMEnZkyCdl l-d?_6zm?mzmglTgY?F9w59P5ziopzn DwrNQxuhQyCcwX 1-0-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 4 4 4 4 • N N a � . % • 1.5x3 I I 3x4= 1-3-12 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 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 1-3-12 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. co tAG N E '9 s/�- 8 �>•440PE �f s 9 ORE •N .!? 0 e./4 RY 12 \-\� ° SOONO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 i e A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1� Design valid for use only with Mitek®connectors.This design is based only upon porameters 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 Milek' 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 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 M7ek Industries,Inc.Thu Dec 03 14:3821 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyCd 11-5BYUA600k4oc5g7BptRKicd80P9G WgA_b4gREsyCcwW 1.5x3 I 1 4x4= 2 Scale=1:13.3 • n 4 3 1.5x3 II 4x4= 0-11-0 0-11-0 Plate Offsets(X,Y)- 11:Edge,0-1-81,I3:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud 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(fiat) 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. PR OF�ss co \AGINFF9 /p 2 8 34OPE 9r ti gFtY i2 \-\ �° SOON O 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 N" Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erectionand bracing of trusses and truss systems,see ANSIuyPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Inforrnolion 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 R46042158 PL15-409_UPPER F54 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber Si Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-5BYUA600k4oc5g7BptRKicd8AP9HWgA_b4gREsyCcwW 1.5x3 II 1 4x4 = 2 Scale=1:13.3 • - q ' 4 4 3 1.5x3 I 4x4= 0-9-0 0-9-0 Plate Offsets(X,Y)- [1:Edge,0-1-81,r3:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 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. (lb)-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. R 0 pe � EF9 `s�o : 640PE 9t' y ORE I. >.9 0 'VARY 12 c;) 0- �"-, 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 �- Design card for use only with MTekiS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall �t� 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/P11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from miss 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 I D:c53KNt9S8dZANgLpvMEnZkyCd 11-5BYUA60Ok4oc5g7BptRKicd8IP9E WgA_b4gREsyCcwW 1.5x3 II 1 3x4= 2 Scale=1:13.2 71 0 0 N ... ... 4 3 1.5x3 II 3x4= I 1-t-12 I 1-1-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft lid 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 Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. (lb)-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. RD PQFF �°\\� ss� G)NEF / \ ,..N-- ,� 9 0 2 -9 8 .40PE c OP 9 ORE .. y o may,0gRY 12 OAC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 ®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 MiTekIS 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 11iTek` 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 Suiteuite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SHeights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4" Center plate on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths P y (Drawings not to scale) Injury e or Personal In offsets are indicated. g j rY r�� Dimensions are in ft-in-sixteenths. •� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0_T/1 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I MI-MEbracing should be considered. O 3. Never exceed the design loading shown and never 1111111App U U stack materials on inadequately braced trusses. 9.9 o 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 designer,erection supervisor,property owner and plates 0 'n d' 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 P q shall not exceed 19%at time of fabrication: PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESRI988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that it Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber valuesor less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 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. ili=i# reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 11111111 18.Use of green or treated lumber may pose unacceptable ._.11 rz1 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI 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 is not sufficient. DSB-89: Design Standard for Bracing. iTek BCSI: Building Component Safety Information, M6 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 1 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. <(-�NG PR SFR s/0 2 89782PE pr 44) 1.+0 OREGON " pain `s 9/C--X2f31/2016 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 ANSUTPI 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 29 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. 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 = 92.0 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. 7-06-12 7-06-12 T '( 1' 12 12 7.50 L M-4x4 Q 7.50 33 /4.70i.... 2AllddlIllIlIll to o C_ fo O p M-3x4 M-3x4 I y y y 4 Ile- PRDFFs 1-00 15-01-08 1-Oti ��5 ANG1NE,&,Q �'/� 2 it 89782PE �" JOB NAME : 5019-B POLYGON - Al Scale: 0.9416 ..-...t / l' WARNINGS: GENERAL NOTES, unless otherwise noted: Co. p /'� 40 Truss: A l and warnings 1.Builder and b oresconstruction ntractor uld commences. om be advised of ail General Notes building compThis design isos nt.Applicability of design paraed only upon the parameters ahovm and meters and ls for an proper IntlNltlual �W OREGON EL7ON , s,,,,_ 2.294 compression web bradng must be installed where shown.. Incorporation of component Is the responsibility of the banding designer. ,.(7 ^�.y ,<<„,<Z-* `(_ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords b be laterally braced at 7 �'l Is the responaibMty of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by �y DATE: 12/8/2015 the waren etreaare is the responsibility t the banal deal sec continuous sheathing each as plywood aheathhg(TC)ad/or drywail(BC). ��{{f' m'o ^9 g 3.2x Impact bridging or lateral bracing required where shown.. ~�'1 U 1. SEQ.: Ki5 8 0 9 4 7 4.No load should be applied to any component unlit after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time shouts any loads greater than 5.Design assumes trusses are to be used in a non-corrosive emimnment. TRANS ID: LINK design loads beapplied to any component. and are for•dry condition.ofuse. 5.Compolnss has no contra own and assumes no responsibility for the 5.Design assumes tun bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. 7. EXPIRES: 12/31./2016 7.Design assumes adequate drainage Is provided. December 8,2015 It.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. .Digits Inmoote elplate n Inches.MITek USA,Inc./Com uTrus Software 7.6.6 1L)-E in Forbasicconnector plate design values see ESR-1311.ESR-1 g8a(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 #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=(-209) 1326 6- 2=( -26) 371 BC: 2x6 KDDF M1&BTR 2- 3=(-1161) 253 6- 7=(-208) 1316 2- 7=(-492) 142 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1161) 253 7- 8=(-208) 1316 7- 3=(-208) 989 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1668) 297 8- 5=(-209) 1326 7- 4=(-492) 142 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 19.0)- 64.0 PLF 0'- 0.0" TO 15'- 1.5" V 4- 8=( -25) 371 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 59.0)- 104.0 PLF 0'- 0.0" TO 15'- 1.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on 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 = 0.947" MAX HORIZ. LL DEFL = 0.009" @ 14'- 8.0" 7-06-12 MAX HORIZ. TL DEFL = 0.015" @ 14'- 8.0" 7-06-12 1' T 4-03-05 3-03-07 3-03-07 4-03-05 Design conforms to main windforce-resisting T f fsystem and components and cladding criteria. 12 12 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-4x6 Q 7.50 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor-1.6, 3 , � Truss designed for wind loads in the plane of the truss only. M-3x4Ih34 to . 1 14 1 6 7I 0 1 B =�5 0 M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4 0 1 y y - y 4-01-09 3-05-03 3-05-03 4-01-09 y 15-01-08 y L� \ N���yt1f� `r :9782 P E 7.7r JOB NAME : 5019-B POLYGON - A2 Scale: 0.3648 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: A2 44, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and b for en IndMdual '2 OREGON N, and Warnings before construction commences. bulking component Applicability of design parameters and proper (3 Q` 2.2x0 compression web bracing moat be Installed where shown+. Incorporation of component is Me r.gonsatiety of the bulking designer. is � i �` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom charts to be throughout braced al �/ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.nand at 10'mo each a pip unlace braced ihroup nd/their length bylir NA1 DATE: 12/8/2015 We overall structure is the responsibility of the bullOkg designee continuous sheathing such as plywood sheathing(TC)amara)and/or drywall(BC). PAUL. R\ 4.No load should be applied to an 3.2,Impact bridging or lateral bracing required where shown++ SEQ.: K 1 5 8 0 9 4 8pply component until atter all bracing and 4.Installation of truss Is the responsibility be used y or the respective contractor. fasteners are complete and at no the should any loads greater than 5.Design assumes trusses are to be usIn a noncorrosive environment. TRANS I D: LINK deslgn bads be applied to any component and ere for`dry condition'of use. S.CompuTrua hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge 8 EXPIRES: 12/31/2016 fabricates.handling,shipment and installation of components. em ry' 5.Tho design is furnished subject to the limitations set forth by I.Pefesnsign swmesaded on drainage is provided. and 8,2015 B.Plates shall be located on both feces of tams,end placed so their center TPIANTCA In SCSI,copies or which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate she of plate M 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 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 #1&BTR; 20-05-08 GIRDER SUPPORTING 35-09-00 FROM 7-00-00 TO 20-00-00 1- 2=1 0) 60 2-10=1-1590) 6376 10- 3=( -978) 200 14- 8=1 -816) 192 2x6 KDDF #1&BTR T2, T4 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -7792) 1960 10-11=1-1598) 6394 3-11=1 -360) 1150 8-15=1-4944) 1334 BC: 2x8 KDDF #16BTR WEBS: 2x4 KDDF STAND; 3- 4=1 -8308) 2188 11-12=(-2650) 10190 11- 9=( -794) 3452 15- 9=1-2662) 10809 LOADING 4- 5=1 -7088) 1896 12-13=(-2884) 11179 11- 5=(-9559) 1232 9-16=1-6658) 1654 2x4 KDDF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=1-10950) 2790 13-14=1-2884) 11174 5-12=1 -586) 2898 2x4 KDDF STUD B; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" B- 7=( -9390) 2492 14-15=1-2506) 10196 12- 6=1-1066) 278 2x6 ROOF #2 C; TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 14'- 5.5"5C 8=1-11046) 2840 15-16=1 -198) 774 13- 6=( -422) 2244 2x8 OF 55 D TC UNIF LL( 50.0)+DLI 14.01= 64.0 PLF 19'- 5.5" TO 20'- 5.5" &- 9=( -9480) 2360 6-19=(-2598) 758 BC UNIF LL( 0.0)+DLI 40.0)- 90.0 PLF 0'- 0.0" TO 20'- 5.5" V 7-14-1-1119) 9802 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. LION. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LLI 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL) 250.0)+DL( 70.01= 320.0 LBS @ 14'- 5.5" 0'- 0.0" -1219/ 4930V -69/ 1148 5.50" 7.89 KDDF I 625) NOTE: 2x9 BRACING AT 29"OC UON. FOR 20'- 5.5" -1852/ 7713V 0/ OH 5.50" 12.34 KDDF 1 625) 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 lOPSF LIVE LOAD. TOP ANO 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 - -0.001" @ -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" staggered at: MAX TL CREEP DEFL - -0.252" @ 11'- 9.7" Allowed - 1.303" nails9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords,J') - MAX HORI Z. LL DEFL= 0.030" @ 20'- 2.8" 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX HORI Z. 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. Design conforms to main windforce-resisting system and components and cladding criteria. ** Forhanger specs. - See approodjglah5 8-06-02 2-06-12 3-04-15 ff fWind: 140 mph, h-21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3-03-10 2-08-01 2-06-06 3-03-11 3-00-03 2-02-10 3-04-15 (All Heights),Enclosed, Cat.2, Exp.B, MWFRS(Dir), f fload duration factor=1.6, 13209 1 1' +3120# 3' T Truss designed for wind loads 12 12 in the plane of the truss only. 7.50 G77Q 7.50 M-4x8 M-5x10 M-3x8 M-3x8 9 5 7 O __ T2 M-3x5 M-6x8 M-5x12 3 9 -,/ B �Q T4 M-5x16 A C to oko 1 o LI2 D _ I il N C ,�� _ - u1 � I�� N 1 10 11 12 'r 13 19 15 *16 o M-1.5x3 M-4x10 0.25" M-3x8 7M-8x8 M-8x10 M-3x8 7M-10x10(8) • > y y y y y y y 4\C"'" t...1,31 P R OFer, 3-01-14 2-04 3-03-11 3-00-03 3-01-15 2-04-06 3-01-07 J‘ ), 1-00 20-05-08 btyGI1V �R /O'L ` " 89782PE �r JOB NAME : 5019-B POLYGON - B1 • ��J • Scale: 0.2597 �'. �\ NW WARNINGS: GENERAL NOTES, unless othery lse noted: Truss: B 1 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for en indNldual "5y OREGON O~ and Warnings before construction commences. building component.Appikab:ey of design parameters and proper 2 2x4 compression web bracing moat be Installed where shown+ incorporationofcomponent la Me responsibility of the building designer. ,4. 114, �G� 2 �. 3 construction temporary bracdg to Insure stability during consction 2 Design assumes the top and bottom chorda to be laterally braced at is the responsibility of the erector.Additional permanent bracing of on c end at 10 o e.respectively unless braced throughout meb length by DATE: 12/8/2015 the overall structure b the responsibility of the building designer. Impact sheathing or such as plywood airedsheatng re s and/or drywail(BC). x'A(��._ c2 3.2z Impact bdtlgthg or lateral declog required the where shown++ SEQ.: K 15 8 0 9 4 9 4.Na load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses aro to be used In a non-corrosive encroanent TRANS I D: LINK design beds be applied to any component. and ere for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beefing et all supports shown.Shim or wedge H EXPIRES: 12/31./2016 fabrication,handling,shipment and installation of components. 7,Design assumes adequate dneinege Is provided. 8.This design a furnished subject to the limitations set forth by 8.Plates shell be located on both faces of trues,and placed so their center December 8,2015 TPIN✓TCA In SCSI,apples of which wit be hardened upon request lines coincide with Joint center Wes. MiTek USA,Inc./Com uTrus Software 1 LE 7.8.6 - a DINts indicate size of plate In braes( ) 10.For basic connector piste design values see ESR-1311,ESR-1988(MiTek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 1{18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor-1.6, Truss designed for wind loads LI. = 25 PIE 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 1' T T 12 12 IIM-4x4 7.50 [77Q 7.50 3 . 00 2 52 o r- ,o 1 A -1101 I v, 0 1 0 M-3x4 M-3x9 b ), t1 1-00 15-10-08 { u PRQF�C'�y ��C3 NGINE 14.L? s/0 :9782 P E v' JOB NAME : 5019-B POLYGON - C1 „,✓4�� • Scale: 0.4345 ir WARNINGS: GENERAL NOTES, unless otherwise noted: (o d']('`/'� 40 Truss: C 1 1.Builder and erection contractor should be advised of all General Notes f.This design la based 055 upon the parameters shown and la for an IndNldual ”f1 OREGON hd.� and Warnings before construction commences. building component Applicability of design parameters and proper �� �/J C)V Q" 2.204 compreeelon web bradng must be Installed where shown 0. incorporation of component la the responsibility of the budding designer. ,.e9� C//y V 3.Additional temporary bracing to Insure stability during construction 2.Design easumes the top and bottom chords to be laterally braced at 7 1.1 la the responsibility of the erector.Additional permanent bracing of 2'on.and at 70'o.c.respectively anises braced throughout their length by 41r. `'� continuous sheathing r each as plywood where and/or drywad(BC). • PA UL +\ DATE: 12/8/2015 the overall structure la the responsibility of the buntline designer. 3.20 Impact bridging or lateral bracing required where shown a 0 SEQ. : Ki5 8 0 9 5 0 4.No load should be applied to any component until after all brining and 4,Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter man I Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for'dry condition.of use. 5.Dampen.has no control over end assumes no responsibility for the 1.Design assumes full Dearing at ed supports shown.Shim or wedge It EXPIRES: 12/31/2016 fabrication,handling,shipment esary. p iapbjecttdinstallationofcomponbts. 7.Designassumes adequate dondrainage Isprodded. December 8,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. arms coincide with joint center linea. 9.Digits Indicate size of plate In inches. Wok USA,Inc./ColnpuTrus Software 7.6.6(1L)-E to.For bask connector plate design values see ESR.1311,ESR-f988(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: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=(-879) 256 1-7= (-158) 673 21) 16 BC: 2x4 KDDF Sl&BTR SPACED 24.0" O.C. 2-3=(-662) 202 7-5=(-166) 669 7-3=( -98) 417 WEBS: 2x4 KDDF STAND 3-4=(-661) 184 7-4=(-211) 196 LOADING 4-5=(-877) 243 TC LATERAL SUPPORT G= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 60 BC LATERAL SUPPORT 1= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 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. 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 = -0.015" @ 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 T f ,( MAX HORIE. 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 1' T 1' 1' 1' 12 IM-4x9 12 Design conforms to main windforce-resisting 7.50 'Cl 7 50 system and components and cladding criteria. 3 4.0" Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �7..f. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1.1 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 411111 /IIIIIIIIIII yM -1.5x3 Aitii �rte; rm 10 I 1* = 6 0 0 M-3x4 M-3x8 M-3x4 0 y y b 7-11-04 7-11-04 y y �� q P'L/P J, 15-10-08 1-00 ��5 .NGINEF�4 `S/© `c 89782PE �r JOB NAME : 5019-B POLYGON - C2 • • Scale: 0.3985 1�Ir � 0 WARNINGS: GENERAL NOTES, unless otherwise noted: i.. TrussC2 1.Builder end erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 9 OREGON ti" end Warnings before concoction commences. building component.Applicability of design parameters and proper1. 2.2x4 compression web bracing must be Metalled where shaven+. Incorporation ot component Is Me responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top end bottom chords to be laterally braced at 17,,(' I R y A6 <<, � Is the responsibility of the erector.Additional permanent bracing of 2'no.and at 10'o.c.respectively unless braced throughout melt length by 'T/r^ DATE: 12/8/2015 the overall structure k me responsibility of the building designer. continuous sheathing such I b acincod aired h sheathing(TC)and/or drywall(BC). -1 hj4�.,� Q�. 3.2x Impact bridging or lateral bracing requires where shown++ ( `s SEQ. : Ki5 8 0 9 5 1 4.No load should be applied to any component until after all bracing and 4.installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater Than 5.Design assumes busses are to be used in a noncorrosive environment TRANS I D: LINK design Mads be applied to any component. and are for'dry condition•of use. 5.CanpuTrus has no control over and assumes no responsibility for the 5.Design assumes f°"bearing at°"supports°^°.".Shim or wedge„ EXPIRES; 12/3112016 necessary. lab"talion,handling,shipment end installation of components. 7.Design assumes adequate drainage Is proWded. December 8,2015 6.This design is furnished subject to the Gmbetbns set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIM?CA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. MiTek USA,InWCompuTrus Software 7.8.6(10-E 9.Digits indicate Me of plate In inches. rS.For basic connector plate design values see ESR-1311,ESR-1988(MUsk) r 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/Cg=1.00 TC: 2x4 KDDF #16BTR 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 #16BTR 2-3=( -553) 139 5-6=(-209) 842 2-6=(-500) 133 WEBS: 2x4 KDDF STAND LOADING 3-4=( -451) 126 6-7=( -92) 73 6-3=( -40) 165 LL = 25 PSF Ground Snow (Pg) 6-4=(-181) 837 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"01. 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 BAG 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:204 BRACING AT 29"OC UON. FOR REQUIREMENTS OF IBC 2012 AND INC 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I Single member as shown. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 Hangers attached to the bottom chord MAX LL DEFL - -0.007" @ 2'- 5.1" Allowed = 0.254" will have 1.5" max. nail penetration. MAX TL CREEP DEFL- -0.015" @ 2'- 5.1" Allowed - 0.339" ,( 4-07-11 1-04-05 ** For hanger specs. - Se‘approved plans T T 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" '1 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, y Truss designed for wind loads 411.Win the plane of the truss only. M-3x5 z m 41I im �� z ® Al I �� 5 6 7 0 M-5x10 M-1.5x3 M-6x8 M-1.5x3 2-05-01 1-10-06 1-08-09 b y 6-00 -Stia tip PRqFF6�, 2 89782PE 9N.- JOB NAME : 5019-B POLYGON - CGIRD • Scale: 0.5100 / `� WARNINGS: GENERAL NOTES, unless otherwise noted: (,,,* Truss: C GIRD 1.Builder and erection contractor should be advised stag General Notes 1.Thle design a based only upon the parameters shown and Is for an NMNldual . -7,1/OREGON e5 ar, and Warnings before construction commences. building component Applicability of design parameters end proper /, (yd x(- 2.2x4 compression web bradng must be Installed where shown+, Incorporation of component la the reeponsl6111ty of the building designer. ,.[) (J^ V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at 7� 'l R 1 is the responsibility of the erecta.Additional permanent bracing of 2'o.c.end et 10'o.c.respectively unless Domed throughout their lengthby continuous sheathing such as plywood sheathing(TC)and/or drywall(81). �,'LA- + DATE: 12/8/2015 the overeti structure ure Is the responsibility of the building designer. 3.2z impact bridging or Were!bracing required where shown++ + SEQ.: Ki 5 8 0 9 5 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 lime should any loads greater then 5.Design assumes busses are to he used in a non-corrosive environment. TRANS ID: LINK deal n loads be applied to any component end ere for`dry condition•of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design aasunree lull bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2016 fabrication,handling,shipment and Instellation of components. 7.Design adequate drainage is provided. December 8,201 5 6.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both feces of truss,and pieced so their canter TPIANICA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate elm of plate In inches. MiTek USA,Inc/CompuTrus Software 7.8.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC •• LUMBER SPECIFICATIONS 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=)-12644) 2882 11-12=1 -212) 1026 11- 1=(-8834) 2014 7-16=(-1384) 6212 2x6 KDDF #1&BTR Ti, T3 2- 3=(-14722) 3366 12-13=(-3012) 13592 1-12=1-3256) 14410 16- 8=1 -510) 2158 - RC: 2x8 KDDF #1&13TR LOADING 3- 4=1-12498) 2880 13-14=1-3304) 14900 12- 2=(-6542) 1502 8-17=1-1034) 270 WEBS: 2x4 KDDF STAND; LL- 25 PSF Ground Snow (Pg) 4- 5=(-15116) 3480 14-15=(-3298) 14734 2-13=1-1082) 264 2x4 KDDF #1&BTR A; TC UNIF LL( 50.0)+DLI 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 8.0" B- 7=)-11482) 2668 15-16=1-3298) 14734 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" B- 7=( 0) 0 16-17=1-2232) 10140 13- 4=1-3476) 800 1 2x6 RODE STAND C BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 13'- 8.0" TO 20'- 8.0" V- 8=)-13464) 3100 17- 9=1-2222) 10102 4-14=1 -532) 2396 ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 4'- 0.0" V 8- 9=(-12318) 2782 14- 5=( -404) 558 TC LATERAL SUPPORT <= 12"OC. CON. 9-10=( 0) 60 15- 5=1 -620) 2750 BC LATERAL SUPPORT 4= 12"OC. UON. ADDL: BC CONC LL+DL= 1067.0 LBS @ 4'- 9.0" 5-16=1-4606) 1074 ADDL: BC CONC LL+DL= 3533.0 LBS @ 14'- 8.0" _---_= ===s' -------- ====== = _ _ _______= BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"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 -114/ 70H 5.50" 16.79 KDDF ( 625) _`------====a=s ====__------________= 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. CONC.LOAD(S)EQUALLY TO ALL MEMBERS. p - Caution: Note bearing area requirements. 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" i- 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.361" @ 8'- 10.4" Allowed = 1.317" 5" oc in 2 row(s) throughout 2X8 bottom chords, 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 1' 1' ' T 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. 1' T T 1' T T T T T 12 M-3x4 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, M-4742.06M-4742.06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 Q 7.50 load duration factor=1.6, Truss designed for wind loads o/i M18HS-7x14 M18HS-5x16 in the plane of the truss only. M-3x5 M-3x4 ** For hanger specs. - See approved plans '''Ill q 5 7 M11% %M-10x10 [ ] T - _ M-2.5x4 or equal at non-structural diagonal inlets. M18HS-7x19 M-3x5 1 2 T1 A A A o H � M-5x16 \ 1 - II P C o _ 0 10 11** N 12 13 14 ( 15 16 17 0 0 M-3x10 M-8x10 0.25" M-3x10 M-8x10 M-1.5x3 1o MSHS-9x18 M-12x14(5) f7p/� �+ ,J' ilOb7# ). y 13$33# y y .` t,D rRop4-, 3-01-08 2-04-05 J/ 3-04-08 3-01 3-02-12 J' 2-04 3-01-14 b 20-08 yl-00 � NGINEF9 f�1, "t' 9782PE �r JOB NAME : 5019-B POLYGON - D1 r$1,....,,,'""47 . Scale: 0.2669 WARNINGS: GENERAL NOTES, unless othelwlse noted: 1Builder 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 . Truss: D1 and Warnings before construction commences building component Applicability of design parameters and proper "$7 ^ a1-��1�V n 2x4 compression web bracing must be installed where shown, N'40.... o/component is the rosponaibllity of the building designerF "7 RY 1j� 3 Add tional temporary bracing to Insure slab lily during constructon 2 DesignN n assumes a lop and bottom cholla to be laterally braced al Is the responsibility of the erector.Additional permanent bracing or 2 o.c and at 10 o.c.respectively unless braced throughout Mak length by DATE: 12/8/2015 me overall structure Is the responsibility r the building designer. continuous sheathing such as plywood sheathing(TC)andmr drywan(Bq. n U L " spone 4y o g g 3.2x Impact bridging or lateral braGrg required where shown.. • �'1 SEQ.: Ki 5 8 O 9 5 3 4.No bad should be applied to any component until after an braGng and 4.Installation of trues Is the responsibility of the respective contracto, fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. end are for"dry condition.'of use. 5.CampuTrua has no control over and assumes no responsibility for the 5.Design assumes full bearing at all supports shown.Shim or wedge N fabrication,handling,shipment and Installation of components. °°dry EXPIRES: 12/31/2016. 7.Design assumes adequate drainage b provided. December 8,2015 5.This design Is famished subject to the limitations set forth by 5.Plates shall be located on born faces of trues,and placed so their center TN IWCA In SCSI,copies of which will be famished upon request. lines coincide with joint canter lines. • 9.Diggs Indicate size of piste In Inches. MITek USA,InclCOmpuTrus Software 7.8.8(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 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) 991 8-14=(-5112) 2146 2x4 ROOF #1&BTR T1 2- 3=(-4654) 1667 10-11=(-2808) 6926 10- 4=( -466) 1604 14- 9=( -346) 253 BC: 2x6 ROOF 5S LOADING 3- 9=(-4727) 1739 11-12=(-3219) 7831 10- 5=(-3316) 1508 WEBS: 2x4 KDDF STAND; LL =.25 PSF Ground Snow (Pg) 9- 5=(-4016) 1515 12-13=(-2895) 6988 5-11=( -104) 797 2x6 ROOF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7252) 2881 13-14=(-1852) 4419 11- 6=( -725) 989 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( 90.0)- 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=1 -473) 1834 NOTE: 2x4 BRACING AT 24"0C 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) _________ ______ ___________ I'- 0.0" -1020/ 3039V -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. JT 2: Heel to plate corner - 1.50" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = 0.401" @ 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 - 0.169" @ 35'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-21ft, TCOL=9.2,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. 5-11-1129-09-05 T 1' 1 3-00-04 2-11-07 5-07-08 5-11-09 5-11-09 5-11-09 6-03-01 T ' 4320# T '' T T 1' 12 7.50 NI-7X8(S) M-9x10 M-4x8 .25" M-3x8 M-5x10 M-3x6 4 5 6 7 S S MN M-1.5x3 D 00, 3 + + <r A o A .-A IA 4, 00A MW MOW 0 10 11 1' '( --./o M-3x10 M-4x12 0.25" 0.25" 12 M-5x6 M-4x12 13 **14 M18HS-7x14(5) M18HS-7x14(5) - J, b 5-05-14 y 7-07-04 y 7-05-08 b 7-05-08 y 7-09 y \c ' .G I E4 P, 1-00 35-09 t,4 -s 4 :9782PE 9< JOB NAME : 5019-B POLYGON - El ,,,• Scale: 0.2026 , _, WARNINGS: GENERAL NOTES, unless otherwise noted: 15, " OREGON s-� Truss: E 1 1.Builder and erection contractor ahoub be advised of all General Notes 1 This design is based only upon the parameters shown and is for an Individual N' and Warnings before construction commences building component.Applicability of design parameters and props V 2 2x4 compression web bracing must be Metalled where shown+. Indorpbretion of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at 1764? Uri R y 15 , 3 Additional temporary bracing to Insure stability during nt Waning n 2'o c.and at 10'so c.respectively rl\ Is the responsibility of the erector.Additional permanent bracing of y unless braced throughout their length by /`�_- DATE: 12/8/2015 the overall elmcluro Is the responsibility of the building designer. continuous sheathing such as plywood sheathrg(TC)and/or drywall(BC) "i /tii4 L 3.28 Impact bridging or lateral bracing required whore shown+♦ f SEQ.: Ki 5 8 0 9 5 4 4.No load should be applied to any component until after all bracing and 4.Installation of buss is me reeponeibility of the respective contractor. fasteners are complete and at no thee should any loads greeter than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are for`dry condition'of use. 5.C T,us has no control over and assumes no res 8.Design assumes full bearing at all supporta shown.Shim or wedge IfEXPIRES: 12/31./201.6 amps responsibility aaary. fabrication.handling,shipment and lnetellegonStcomponents. 7.Design assumes adequate drainage is provided. December 8,2015 S.This design is furnished subject to the limitations sat forth by 9.Plates shall be located on bath faces of truss,and placed so their center TPIAYTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S Digits indicate size of pieta In Inches. MITek USA,Inc./CompuTNs Software 7.6.6(1 L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MITek) . I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=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) 191 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 il- 4=( -137) 819 15-10=( -384) 1313 WEBS: 23,4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 950 LOADING 9- 5=(-1802) 496 13-14=(-681) 2481 5-12=1 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=1 -199) 78 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-2656) 659 15-16=1 -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=1 -840) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL= 25 PSF Ground Snow (Pg) 9-10=1 -495) 179 14- 8=1 -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 BORE BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF 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 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- -0.159" @ 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, MFRS(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 f f f '1 ' f f f , in the plane of the truss only. 12 12 7.50 p Q 7.50 M-4x6 M-5x6(5) 4 M-3x4 0.25" M-3x4 M-3x5 M-4x6 5 4, \ ,/ / 4X4 w 0 M-1.5x3 3- + a 0 o lD O 1 4O G V . 1 kM r i li Y Ra /' 11 12 13 14 -7"to M-3x5 M-3x8 M-3x4 M-3x4 M-3x9 M-4x8 "*16 Ml8HS-3x18(S) M-1.5x3 1 b ) b y l �P O PROz- 7-07-07 6-09-02 6-07-06 6-07-06 6-09-02 1-04-07 < 'y mss1GtN � �/20-00 15-09 . .b b y (CJ134 1, 1-00 35-09 � 89782PE v JOB NAME : 5019-B POLYGON - E2 • Scale: 0.1745 '-� WARNINGS: GENERAL NOTES, unless otherwise noted: .e 4„ Truss: E 2 1.Sunder and erecibn contractor should be adWsed of all Genera Notes This design Is based only upon the parameters shown and is for an IndNiduel y OREGON+! and warnings before consbuctbn commences building component Applicability of design parameters and proper 2.2n4 compression web bradng must be installed where shown v. incorporation of component is the responsWtllly of the building designer. ,(j 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at j� �q�, '� le the responsibility of the erector.Addltlonal permanent bracing of 2'o.c.and aIle'o.c.respectively unless braced throughout their length by \� DATE: 12/8/2015 the overell structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathIng(TC)and/or drywall(BC). h� 1 4.No bad should be a Ibd b 3.2x Impact bridging or lateral bracing required where Shown'♦ 1••� `` SEQ.: K 1 5 8 0 9 5 5 applied any component until after all bracing and 4.Installation of buss 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 in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end ere for.dry condltlon"of use. 5.GsepuTrua has no control over end assumes no responsibility for the a Designecosee ryuumee full beefing at all supports shown.Shim w wedge H EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 6.TMs design is furnished subject to Be limitations set forth by e.Designesassumes adequate bdoth Is trussed. December 8,2015 6.Plates shell be located on both feces of truss,and placed so their center TPIAVICA in SCSI,coples of which will be furnished upon request, lines coincide with joint center lines, MITek USA,Inc./COmpUTNs Software 7.6.6(1 L)-E 9.Digits indicate size of plate In Inches. 10.For basic connector plate design values sea ESR-1311,ESR-7986(MITek) f 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&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=1 -116) 139 9-15=1 -21) 141 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=1 -384) 1313 WEBS: 2x4 RIDE 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=1 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=1 -199) 78 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=(-2656) 659 15-16=1 -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=1 -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=1 -445) 179 14- 8=1 -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED B-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 lOPSF 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) 99 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 f f f j f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8-00 1-09 Truss designed for wind loads T 1' . . in the plane of the truss only. 12 12 7.50 Q 7.50 M-4x6 M-5x6(S) M-3x4 0.25" M-3x4 M-3x5 M-9x6 4 . lw �' aV /\ �M-4x4 Z\1 7 - i916 I M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 0 MI8HS-3x18(5) M-1.5x3 y y y y l b i' Y PR r �t'1 y 7-07-07 6-09-02 6-07-06 y 6-07-06 6-09-02 1-04-07 ��`� �r LSU b b 20-00 15-09 C��• ,...GINE��C '• /�1�� 1-00 35-09 4t :9782PE -9_, JOB NAME : 5019-B POLYGON - E3 , . i Scale: 0.1795 ,-/ - - WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON (�A, 40 Truss: E 3 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual v"v� O R EG�)I V )'• at,,,, and Warnings before constfucibn commences. building component.Applicability of design parameters and proper ,4„ Q, 2 2x4 compression web bradng must be installed where shown+. incorporation of component b the responsibility of the building designer. „9� &�a l 'y 3 Addltlonal lam ty g wnatacl'on 2.Design rassumes tM top and bottom chords to be laterally braced al 7 Al temporary Waling to insure slab))) dodo 2'o.c.end al 10'o.c respectively unless braced throughout their length by ‘')`\-1 '�`� Is the ares structure of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). AA U L `' DATE: 12/8/2015 the overall sin lure Ia the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. `_ SEQ.: Ki5 8 0 9 5 6 4.No load should be applied to any component until after all baling and 4.Installation of buss Is the responsibility of the respective contactor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive enxironment, TRANS I D: LINK design loads be applied to any component. and are for•dry conditin•of use. 6.Cam uTrus has no control over and assumes no re8.Design as. es full bearing at all supports shown.Shim or wedge n EXPIRES; 12/31/2016 fabrication,handling,shipment end Installation orcomponents.ury roti the necessary.um 8.This design is furnished subject to the limitations set forth byDesign laee sh all be locate"on drainage f faces a tN„°and placed so their center December 8,2015 TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Int./CornpuTrus Software 7.8.6(1 L)-Z 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 TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2394) 517 1- 9=(-506) 1918 9- 2=( 0) 226 12- 7=( -8) 513 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1944) 517 9-10=(-507) 1916 2-10=(-361) 189 7-13=1-1624) 405 WEBS: 2x4 KDDF STAND 3- 4=(-1561) 491 10-11=(-419) 1831 10- 3=(-131) 679 13- 8=) -109) 82 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=1-248) 903 4-11=1 -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1433) 928 11- 5=( 0) 383 TOTAL LOAD = 92.0 PSF 7- 8-( -83) 93 5-12=1-852) 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 ICOND. 2: Design checked for net)-5 ps£) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = 0.072" @ 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, (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. 11-11-11 16-00-10 7-08-11 T 1' T T 6-02-15 5-08-12 5-03-06 5-05-14 5-03-06 3-11-09 3-09-02 T T T T T T T T 12 12 7.50 V M-4x6M-3x4 M-3x4 M-4x6 J 7.50 3 4 5 W M-3x5 M-3x4 2 t,: '+ M-1.5x3 8 . - \ O I 0 O 1 1 'I, B oar aM NA o 1** 9 10 i1 12 **13 -/ to M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 M-5x6(S) �? .D PRO1 > ), ), )- I l c�� GINE -/ 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 <C!� ,9 ©�'I b y 35-09 �' 89782PE c JOB NAME : 5019-B POLYGON - E4 Scale: 0.1778 41111, WARNINGS: GENERAL NOTES, unless otherwise noted: CI 4 1.Builder and erection eontrector should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an lndMbual J -9 -OREGON '. Truss: E 4 and Warnings beton construction commences. building component.Applicability of design parameters and proper L7•s j/ n� ^ 2.204 compression web bracing must be installed where shown*. incorporation of camponaM is the roeponalbnity d the building designer. 17,4) &� `�. G s r '�. 3.Additional temporary bracing to insure stabpily during construction 2.Design assumes Na lop and bo8an chords la be laterally braced el Y :J T Ac.and at 10'o.e.recpectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of /{ ra continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). PA U.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«* SEQ.: K1580957 4.No load should be applied to any component until after all bracing and 4.Design ltiseoftuslla the responsibility <b bsibusydf the eeppectN contractor. m moment. fasteners are complete and at no time should any loads greater than and re ass'scondition.re le a. TRANS I D: LINK design bads be applied b any component. S.Design assumes n bearing at all supports shown Shim or wedge if 5.Compurme has no control over and assumes no responsibility for the EXPIRES: 12/31/2016 fabrication,handling, sorry shipment and limitations s components. 1. necessary. shall adequate drainage Is truss, December 8,201 5 0.This design is furnished aubJect to the nmiletbns set loon by B.Plates anon be boated on born races or was,and placed so lhstr center TPI/WTCA In SCSI.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/Cosrpalrus Software 7.8.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19S8(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=1-2344) 625 1-11=(-580) 1930 11- 2= 0) 226 15-10=1-109) 85 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=1 -361) 175 WEBS: 2x9 KDDF STAND 3- 4=1 0) 0 12-13=(-524) 1840 12- 3=1 -135) 673 LOADING 3- 5=1-1572) 581 13-14=(-484) 1682 12- 5=1 -458) 148 TC LATERAL SUPPORT 0= 12"OC. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=1-300) 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 PIF 7- 8=1 0) 0 6-14=( -860) 269 8- 9=1-1433) 518 8-14=1 -83) 478 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 -83) 94 14- 9=1 -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) 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 - -0.091" @ 17'- 3.1" Allowed- 1.742" MAX TI 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, T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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 I T 1 T T T T T T in the plane of the truss only. 12-00 7-09 T 1 4 7 .' T 12 M-4x612 M-9x6 7.50 3 M-3x4 5 M-3x4 6 - Q 7.50 w s M-3x5 M-3x9 + M-1.5x3 0 a 0 1 v o o O d, 11 bf4 h.4 s1 1** 11 12 f -� I M-3x5 M-1.5x3 M-3x8 0.25'"3 M-3x8 14-3x5*"15 0 y y k M-sxy cs) J, ), '�,N1/4 PRpc�ss y 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 y \Cj NGIN . /0 35-09 CCI ,,.._14.1 r 9782PE �r JOB NAME : 5019-B POLYGON - E5 • �. Scale: 0.1778 -vr MRWARNINGS: GENERAL NOTES, unless otherwise noted: E4, Truss: E 5 I Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is bran indliduel •s EG O N O" and Warnings before construction commences building component.Applicability of design parameters end proper 2.1x4 compreeslon web bredng must be Metalled where Own,. Incorporation M component le the responsibility of the building designer. 2.�,q R y .�• �' 3 Additional temporary bracing to insure stability during construction 2 Design assumes the tap end bottom ass braced to be throughoutlbraced et /, Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o c.respectively unless their length by ` R� DATE: 12/8/2015 the overall structure is the responsibility of the building designer. continuous20tpawlsheathing such l b plywoodsheathing(TC)required wheshown 5 drywall(BC). �"A U 4+• 4.No load should be applied to any3.in impact bridging or lateral bracing required where shown+• SEQ. : K 15 8 0 9 5 8pW component until after all bracing and 4.installation of hues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater Iran 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition•of use. y{� !�/]y ry//'s 5.CompuTnts hes no control over end assumes no responsibility for the 8.Desitin assumes full bearing at ell supporta shown.Swim or wedge H EXPIRES: 2/31./2 W 6 fabrication,handling.shipment and installation of components. 7.Designssume.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 buss,and placed so their center TPIiWICA M SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrue Software 7.8.6(1 L)-E 9.Digits Indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 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: 204 KDDF STAND 3- 4=) 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 LOADING 3- 5=1-1572) 581 13-19=(-484) 1682 12- 5=1 -958) 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 = 92.0 PSF 7- 8=) 0) 0 6-14=) -860) 269 8- 9=1-1433) 518 8-14=) -83) 478 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 -83) 94 14- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1629) 499 BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD L0AD IS A MINIMUM OF 10 PIF, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) M-1.5x9 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 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 = -0.091" @ 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 T 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, T T '( '( . f '1 T 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 1' '1 in the plane of the truss only. 12 I -4111 12 7.50 4 Q 7.50 M-4x6 M-4x6 3 M-3x4 M-3x4 a 5 6 M-3x5 M-3x4 +. \/' • M-1.5x3 g -/ c 0 I to 0 0 0 '1,,. f 11 NI.4 , , YON a i 0 1** 11 12 0.25'3 14 **15 o M-3x5 M-1.5x3 M-3x8 M-3x8 M-3x5 M-5x6(5) y cOPRQp ), y y y a5F s6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 ca T A- b y v 35-09 �/ :9782PE ter• JOB NAME : 5019-B POLYGON - E6 • .....W. Scale: 0.1778 752 AIN WARNINGS: - OENERAL NOTES, unless otherwise noted: Co. GON Truss: E 6 1.Builder and erection contractor should be advised of all General Notes th This design is based only upon e parameters shown and Is for an individual •" and Warnings before construction commences. building component.Applicability of design parameters and proper el 2 2x4 compression web bracing must be installed where shown incorporation of component b the responsibility the building designer. L^ y 3 Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chorda to be laterally braced al 'l Is the responsibility of the erector.AddMonal permanent bracing of 2'o.c.and elf 0'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood aheaming(TC)and/or dr4so ll(BC). DATE: 12/8/2015 the overall structure Is the mpomlbllly p of the building designer. 3.2a Im act bridging or lateral bracing required wspre shown*, Pi;U SEQ.: Ki5 8 0 9 5 9 4.Na load should be applied to any component anal after all bracing and 4.Installation m wee Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina non-corrosive enMmnment, TRANS ID: LINK design loads be applied to any component. and ere for'thy condition'.of use. 6.CampuTrus has no control over and assumes no responaibiliy for the 8.Desitin assumes lull bearing al ail supports shown.Shim or wedge H EXPIRES: ' S• / 1/201 6 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,201 5 e.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and paced so their center TPI1WICA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 9.Digits Indicate size of plate In Indies. 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=1-2344) 850 1-11=1-742) 1946 11- 2=( 0) 226 15-10=1-109) 88 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-1944) 861 11-12=1-743) 1945 2-12=1 -361) 158 WEBS: 2x4 KDDF STAND 3- 4=1-1588) 769 12-13=1-802) 1859 12- 3=1 -226) 676 LOADING 3- 5=1 0) 0 13-14=1-745) 1676 12- 4=( -457) 287 TC LATERAL SUPPORT 5= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=1-1776) 898 14-15=1-409) 903 4-13=1 -100) 136 BC LATERAL SUPPORT G= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=1 0) 0 13- 7=1 -24) 433 TOTAL LOAD = 42.0 PSF 7- 8=1-1188) 620 7-14=1 -860) 450 8- 9=1-1433) 692 8-14=1 -156) 480 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 -83) 95 14- 9=( -119) 508 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=1-1624) 692 BOTTOM CHORD CHECKED FOR A 20 PIF 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). * 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 0-08-10 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 '( T T 1' 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, 1' ' - ' f T T T 7' 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i 12-00 7-09 load duration factor=l.6, T '{ 5 6 T T Truss designed for wind loads 12 12 in the plane of the truss only. 7.50 Q 7.50 M-4x63.I M-3x9 M-3x9 I`.M-4x6 4 7 M-3x5(5) M-3x5 M-3x44„441111 4,44111111111111111.5x3 II 1.5x3 .r, Add11111111111h o o 4.O F.. 0 1** 11 1214 **15 1 M-3x5 M-1.5x3 M-3x8 0.2513" M-3x8 M-3x5 o M-5x6(S) Rcn PRO/b J, y ), i J, ��‹...3\ 0NG I N ER `;ib y 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 35-09 :9782PE 'Yr JOB NAME : 5019-B POLYGON - E7 ' 4.Scale: 0.1653 ' WARNINGS: GENERAL NOTES, unleea otherwlsa noted: (/ All, Truss: E 7 1.Builder and erection oontredor should be advised of all General Notes 1.This design Is based only upon the parameters shown and S for an individual 4 •"EGO Nh� and Warnings before construction commences. building component.Applicability of design parameters and proper / VO ��"" 2.2a4 compression web bracing must be Installed where ehown*. Incorporation of component Is the reaponsibitity of me fly braced designer. T,<1 &�y�� V 3.Additional temporary bracing to Insure stability dudg conatmction 2.Design assumes the top and bottom chords to be tetere9y breoed at l �l is the responslbety of the erector.Additional permanent bracing of 2'o.c.and at 10'0.4.respectively unless boned throughout their length by DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2continuous pact bridgi g orr teleral bracing required where shown w/o drywall(ec). p n ` �` SEQ.: El 5 8 0 9 6 0 4.No load should be applied to any component until after all bracing and 4.Installation of rose Is the responsibility of the respective contredor. �'{ l•• fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a nononosive environment, TRANS ID' LINK design loads be applied teeny component. and ere for -ccondition'of use. 6.Design ase 5.Commas.has no control over and assumes rte responsibility for the assumes full bearing at all supports shown.Shim or wedge if fabrication,handling, esign ss. fab " EXPIRES: 12/31/2016 shipment and installation of components. T.Design assumes adequate drainage Is provided. December 8,201 5 6.This design is furnished subject to the limitations set forth by 6.Plates shag be located on both faces of truss,and placed so their center TPIAVTCA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Nits indicate size ofplate in Inches.MITek USA,Inc./Com uTrus Software 7.6.8(1L)-E 10.For basis connector plate design values sea ESR-1311,ESR-1988(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 #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-12=(-2996) 7974 12- 3-( -856) 2506 17- 8= -68) 410 2x4 KDDF #1&BTR Ti 2- 3=( -9520) 3430 12-13-(-2676) 7082 3-13=1-1056) 428 8-18-(-1088) 664 BC: 2x6 KDDF #16BTR LOADING 3- 4=( -7016) 2662 13-14=1-3808) 9418 13- 4-( -986) 2792 18- 9=1 -608) 1884 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5-1 -5936) 2290 14-16-1-4880) 11904 13- 5-1-4142) 1790 9-19-(-2924) 1364 2x4 KDDF #16BTR A TC UNIF LI( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6-( -9596) 3840 15-17=1 -334) 816 5-14-1 -530) 1646 19-10=1 -802) 2592 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 42'- 0.0" V 6- 7=1-11768) 4796 17-18-(-4378) 10522 14- 6=1-2778) 1236 10-20=1-5980) 2524 TC LATERAL SUPPORT 0- 12.00. 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=1 -276) 994 20-11=1 -332) 238 BC LATERAL SUPPORT <= 12.0C. DON. 8- 9-( -9990) 4058 19-20=1-2186) 5128 15-16=1 0) 120 TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" 9-10=1 -6398) 2588 16- 7=1 -394) 952 10-11=1 -50) 54 16-17-1-4166) 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 lOPSF 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 1 625) t4 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 et 24 "oc spacing. 9 oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 oc 9" in 2 w(s) throughout 2x6 top chords, / 9•' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.001•' @ -1'- 0.0" Allowed= 0.100" �M\/ 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 vertical(s) are exposed to wind, '( T f 2-09 3-02-111,33-A4-06 4-03-15 5-01-04 5-10-07 5-06-15 5-06-15 5-10-07 Truss designed for wind loads T f f f f fin the plane of the truss only. 12 7.50 Ez. M-7x8(S) M-5x6 M-3x8 M-3x5 M-3x4 0.25" M-3x5 M-3x10 M-1.5x3 .04 5 7 8 9 10 11 M-3x60000„ '- _ \\���//�= a do ,. mVD o M-3x8 `le:'�_, ��\ o ,, = A 13 14 r 6 SS oM-6x8 M-3x10 M-3x5 0 15 17 18 19 sell I Ia M-1.5x3 M-7x18 0.25" M-3x5 M-3x10 2X WEDGE M-7x10 W/(2) M-2.504 TYP. M-7X8(5) t (� -,33.75 L�cO P R OpE. 12 y 3' 3' y y ; .3 3. 3. �� d��G NE S� y • y 05-08-00-06 4-05-11 4-02-03 y 5-01-04 7-07 7-05-04 7-08-12 'tG\ 1-Q9-05-08 11-06-08 28-00 ,I'. 89782PE �9r`" 42-00 JOB NAME : 5019-B POLYGON - F1 ��,i I" h Scale: 1/8" ..cy OREGON WARNINGS: GENERAL NOTES, unless otherwise noted: 4. -7 rs.•' Truss: F 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �.e (_1 J "2' .Qss nd Wamings before conslnmtion commences. building component.Applicability of design parameters end proper • -�r ryR y lyy � �G.- 2.204 compression web bradng must be Installed where shown+. inoaryoraticn of component is the responsibility of the building designer. 3.Additional temporary bracing W Insure slebllhy dudng construction 2.Design assumes the top and bottom dards to be laterally braced al „A U L is gra responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'oc.rnoel etively unless braced throughout melt eu(G by f`� DATE: 12/8/2015 the overall structure is the reeponslbillry of the bulldogdesigner. continuous sheathing such as plywood required sheathing(TC)end/or drywall(BC). S 3.2x Impact bridging or lateral bradng where shown 4 SEQ. : El5 8 0 9 61 4.No load should be applied to any component until after all bracing and 4.Installation of nude 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-conoslve environment. t'� y �s/'� TRANS I D: LINK design loads be applied to any component. end are for Wry condition.of use. EXPIRES• 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the B .Design see assumes full beefing at all supports shown.Shim or wedge d fabrication,handling,shipment and hesitatlen of components. ry December 8,2015 B.This design is furnished subject Is the limitations sal forth by 7.Design assumes adequate drainage Is provided. S.Plates shall be located on both laces of truss,and placed so their center TPUWTCA In BCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software+7.6.6•Spi - 9.Digits indicate sloe of plate in inches 1 LE p ( ) 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) I- This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C9=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2278) 499 1- 8=(-447) 2006 2- 8=(-303) 246 6-11=(-1611) 404 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2096) 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 9- 5=(-1360) 998 10-11=(-215) 762 9- 9=(-284) 1027 TC LATERAL SUPPORT 0= 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 <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -59) 75 5-10=(-271) 177 TOTAL LOAD = 42.0 PIF 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 RODE ( 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 T T T 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. T f f f f T T Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-30, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 M-4x6 Q 7 50 load duration factor-1.6, Truss designed for wind loads 4.0" in the plane of the truss only. 4 ,f+( M-5x6(5) 0,25" 7 41111111111440, M-3x9 3 5 0, M-1.5x3 M-4x4 v M-1.5x3 AdigillillikAL 7 o o se m 0 1*;M-3x5 M-3x4 0.25"9 M-3x4 M-3x4 f41 o M-5x8(S) ��0 pr<� R C O J, 1 b y 10-02-10 9-09-06 9-09-06 y 5-11-10 y C?�' - ��'9 q0. i 35-09 8.782PE 9r • JOB NAME : 5019-B POLYGON - E8 , Scale: 0.1653 • 4" ___,... Ir, WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON h1 l_ TrussE 8 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 IndNldual O R EG.OI V 6s�.s. and Warnings before construction commences. building component.Applicability of design parameters and proper Vp 2 2z4 compression web bracing must be Installed where shown* Incorporation component Is Ma responsibility of the buildingoirg tlealgn -V (�q R Y ti 6 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop end bottom chorda to be latoally braced at is the responsibility of the erector.Additional permanent bracing o/ 2 o c end at 10 o.c.respectively unless braced throughout their length by DATE: 12/8/2015 the overall etrueturo is the responalbillty of the building designer. continuous sheathing such as plywood sheaMIng(TC)and/or drywall(BC). �A U.L. �\ 9 3.In Impact bridging or lateral bracing required where shown• SEQ.: Ki5 8 0 9 6 2 4.No had should be applied to any component until after all bracing and 4.Installation of thus 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, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTnn has no control over and assumes no responsibility for the 8.Design sesames full bearing at all supports shown.Shim or wedge t EXPIRES: 12/31./2016 fabrication.handling,shipment and installation of components. eceseary. 7.Desig8.This design is furnished subject to the limitations set forth by 0.Platesn nshall be loco ed onassumese both to cesdrainaeis of truss,and placed so their center December 8,2015 TPI,WPCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 0.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTnla Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19138(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=1 -231) 315 12-20=(-2031) 8907 2x6 KDDF #1&BTR T3 SPACED 24.0" 0.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 03 LOADING 4- 5-( -3939) 873 16-17=( -615) 4047 15- 5=1 -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=1-3255) 14931 7-17=1 -339) 888 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( 0) 0 20-13=(-3498) 16005 9-17=( -459) 2364 BC LATERAL SUPPORT <= 12"OC. UON. LL - 25 PSF Ground Snow (Pg) 9-10=( -5265) 1173 17-10=(-3723) 927 ADM.: BC CONC LL+DL=10493.0 LBS @ 42'- 1.5" 10-11=( -8313) 1800 10-18-1 -900) 4176 --- 11-12=(-11709) 2547 18-11=1-4695) 1113 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12-13=(-19137) 4221 11-19=1-1278) 5541 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 19-12=1-6885) 1659 ______===-=ens=====-----------=====_= 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, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I *5 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 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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" I MAX LL DEFL = 0.102" @ 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 1' f f ,( 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 f '1'4-11-12 5-07-13 f 0-A101 3100-1 -06-04 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T j - I i' f .f-f f . - I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 17-00 17-00 load duration factor=1.6, Truss T T T 1' inthe dplane efwind ofthetrussoonly. 12 M-4x6 6 M-3x8 8 M-4x6 12 7.50 7M-5x6(5) �/ Ti7\17.500.25" 7.' M-3x6M-5x8(5) 21 :54X1 4d,1 7 0 p M-3x4 M- x9 0.25" M-1.$x3 M-3x8 0.25" S-4x10 1 o O M-7x8(S) M-12x14(5) M-4x6 BRED PROF�r�, ), y ), y ), y y M 16993 My �c,�,co� w\GIN �'n �i�.A y y 8-11 7-06-14 6-07-10 6-07-10 6-00-153-02-0900-1143-01-0 y �" 'T '4' 1-00 46-03 c` :9782PE '- JOB NAME : 5019-B POLYGON - FIGIRD ' y Scale: 0.0881 ✓ ' WARNINGS: GENERAL NOTES, unless otherwise noted: 7 (;.,,+y 77'2 AIII Truss: F 1 G I RD 1.Builder and erection m Riede should Be advised of all General Notes 1.This design Is based only upon Be parameters shown and is for an individual J ••EG O N r-u" end Waminga before construction ce nmenms, building component.Applicability of design parameters end proper $ 4/4/ 4_ .4 .r. and 2.2x4 compression web bracing must be installed where shown+, incorporation of component la the responsibility of the building designer. �� ji x,, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �l/� �� Is 1M responsibility of the erector.Additional permanent bracing of 2'o.c.end el 70'c.c,respectively unless braced Throughout their Tempts byitr DATE: 12/8/2015 Me overall structure b Me roeponsl 169 of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p/A U L �� 3.2x Impact bridging or lateral brechg required where shown++ �1 SEQ. : El5 8 0 9 6 3 4.No bed should be applied to any component until after all bracing and S.Installation of trues le the responsibility of the respective contractor. fasteners are complete and at no bee should any loads greeter than 5.Design assumes hisses are to be used in a noncorrosive environment. TRANS I D' LINK dealgn toads be applied to any component. and are o dry conditionof use. 5.CoepuTnre has no control over and assumes no responsibility for he 8.Design sesames toll bearing at e0 supports shown.Shim or wedge k EXPIRES: 12/31./2016 fabrication,handling,shipment and installation of components. ary. 8.DesigPlates aaumes hosed on drainage to hiss, d.an December 8,2015 e.This design is furnished subject to the limitations set forts by 8.Plates shall be located on both faces of Truss,entl placed m their center TPIMTCA M SCSI,copies of which will be furnished upon request, lines coincide with joint center Knee. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTrtls Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1980(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: 2x9 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=1-4068) 888 1-5=1-764) 3262 5-2=( -380) 1796 4-7=1-2324) 532 BC: 2x6 KDDF $1SBTR 2-3=(-2506) 578 5-6=1-752) 3200 2-6=1-1330) 334 WEBS: 2x4 KDDF STAND LOADING 3-4=1-2108) 510 6-7=1 -48) 102 6-3=( -234) 1040 LL = 25 PUP 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 0= 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 BAG 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 1 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 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. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL'L/240, TL-L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.019" @ 3'- 1.0" Allowed = 0.404" 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, MAX HORIZ. LL DEFL = 0.004" @ 8'- 10.3" 9" oc in 1 rows) throughout 2x4 webs. MAX HORIZ. TL DEFL - 0.007" @ 8'- 10.3" l 5-11-11 3-00-05 ** For hanger specs. -ISee approved plans . 1' Design conforms to main windforce-resisting 3-02-13 2-06-06 3-02-13 system and components and cladding criteria. 1' ' f ' 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 in the plane of the truss only. 4 -/ '1.1M-3x5 z c �" o m il 1 1 M o /.._ ..imiiiirlimi _It �j I 1�� 5 6 7 o M-5x10 M-3x6 M-6x8 M-3x8 J' b )' b 3-01-01 2-06-06 3-04-09 y 9-00 y � t� .0 PR OFFs1S 9782PE �<" JOB NAME : 5019-B POLYGON - EGIRD i/ ..r Scale: 0.9311 7 NW WARNINGS. GENERAL NOTES, unleseothemehenoled: � £0 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndNidual Truss: EGIRD yOREGON "° and wamings before construction commences building component Applicability of design parameters and proper -94/ �y� 2d In 2.2x4 compression web bracing must be installed where shown«. 07S- incorporation d component Is the responsibility of the bugdirg designer. A V 3.Additional temporary bracing m Insure stability during construction2.Design assumes the lop end bottom chorda m be laterally braced at AI Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and 0110'o.c.respectively unless braced throughout their length by DATE: 12/8/2015 the overall structure k the responsibility of the building designer. 2x Imp continuous ridgingsheathor each as acing replywood airedsheathere s and/or drywall(BC). -AUL n�{ �.` 3.2x Impact bddging or lateral bracing required whore shown t a A L SEQ.: Ki5 8 0 9 6 4 4.No bad should ad be applied to any component until after all bracing and 4.Designaon of truss is the responsibility of the respective contractor. fasteners are complete and al no trine should any loads greater than 5. assumes trusses are to be used'm a noncorrosive environment, TRANS I D: LINK design mads be applied to any component and are for•dry condition"of use. 5.CanWTma hes no control over end assumes no responsibility for the 8.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 1G!31r„ 1Vnecessary. fabrication,handling,shipment and MMailalmn of components. T.Design assumes adequate drainage Is provided. December 8,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of buss,and placed so Irish center TPIIWTCA in KS!,copies of which will be furnished upon request. lines coincide with joint center lines. ulnas Software 7.6.6 1 L-E 9.Digits indicate size of plata In Inches. MITek USA,Inc./Com P ( ) M.For basic connector plata design values see ESR-1311,ESR-1888(MITek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE - 1.15 1- 2-1 0) 60 2-12-(-1828) 3516 121 3-( -153) 600 17- 8-( 0) 282 2x6 KDDF #1&BTR T2, T3 SPACED 29.0" O.C. 2- 3-(-4339) 1862 12-13-(-1375) 2769 12- 4=1 -505) 772 8-18=(-1340) 416 . BC: 2x9 KDDF #1&BTR 3- 9-(-3911) 1774 13-15-(-1565) 3953 9-13-( -264) 326 18- 9-( -143) 889 WEBS: 2x4 KDDF STAND; LOADING 4- 5-(-3016) 1226 14-16=( -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 2x9 ROOF #1&BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6-(-2542) 1097 16-17-(-1368) 3664 13- 6-(-1663) 541 10-19-) -83) 283 2x6 KDDF #2 B DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3946) 1529 17-18=(-1368) 3664 6-15=( -52) 499 19-11=) -725) 1602 TOTAL LOAD= 42.0 PSF 7- 8=(-3870) 1924 18-19=(-1023) 2490 14-15=) 0) 72 11-20=(-1802) 843 TC LATERAL SUPPORT <- 12"00. UON. 8- 9-1-2546) 999 19-20-) -69) 78 15- 7=( -116) 100 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=1 -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) 245 NOTE: 2x9 BRACING AT 29"OC UON. 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 10PSF 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" 92'- 0.0" -211/ 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 = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL= -0.612" @ 19'- 1.3" Allowed= 2.739" MAX HORIZ. LL DEFL = -0.198" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.229" @ 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 T T T T Design conforms to main windforce-resisting 7-11-11 12-07-11 19-07-10 1-09 system and components and cladding criteria. '1 -07-002-05-052-11-02 6-00-05 5-01-04 7-03-13 7-03-13 6-06-07 1-08-11 Wind: 140 mph, h-21.7ft, TCDL=9.2,BCDL-6.0, ASCE 7-10, f f f f f (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 M-5x6(S) '1 7.50 Truss designed for wind loads M-4x6 M-4x6 in the plane of the truss only. =M-4x4 M-3x4 M-3x8 M-3x8 5 6 7 8 9 0 TL „ LI3 '1'3 1 M-7x8 M-3x9 9 1 M-1.5x3 +. +. + + �' 3 B o m M-::80„00..4001111111:::(4 -3x6 ���_ 1 v 1 !� 12 13 ro 15 -fir._ ae = IiRiwJ** C 0 M-5x10 M-3x10 14 16 17 18 , 19 20 1 ,1,M-1.5x3 M18HS-3x18 0.25" M-3x5 _M-8x8 0 2X WEDGE M-5x10 M-1.5x3 W/(2) M-2.5X4 TYP. d 3.75 M-5x6(S) k y l 1 J' y y ), l L. y y 05-0y 5-00-06 6-07-14 y 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 0��IN t 9 cS'2 1-08 05-08 11-06-08 28-00 ' / :9782PE X17 y 42-00 • • JOB NAME : 5019-B POLYGON - F2 '"r ' SAWScale: 0.1487 V WARNINGS: GENERAL NOTES, unlebaomerwleenoted: .4.' 7 •REGON o� 1.Builder end eredbn connector should be educed of all General Notes 1.This design Is based only upon the parameter[shown and Is for an IndNiduel H-4,fit 6q RY `� �, �,Q�" Truss: F2 end Warnings before construction commences. balding component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown*. incorporation of canponanl b the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom Gorda to be laterally braced al /tiA ('�\v le the reaponalbillty of the erector.Additlond permenenl becI g of 2'o.c.entl elf 0'o.c.respectively unless brecetl)TC)er uln dry ali(e by /" 1 DATE: 12/8/2015 Ne overall structure le the responsibility of the balding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3.2x Impact bridging or lateral bracing required where shown 44 SEQ.: Ki5 8 0 9 6 5 4.No load should be applied to any component untl eller at bracing and 4.Installation of trims le 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 �/ c 4 Ys2/ (+ TRANS ID: LINK design loads be applied lo any component. and are for•dry condition"of use. EXPIRES: 31/2016 5.CompuTrua hes no control over and assumes no responsibility for the 6.Design assumes full bearing al all suppod s shown.Shim Of wedge H fabrication.handling,shipment and installation of components necessary. December 8,201 5 7.Design aseumee adequate drainage Is prodded. 6.This design Is furnished subject to the limitations set forth by S.Pietas shalt be located on both hoes of buss,and placed so their center TPI/WTCA in BC61,copies of which will be furnished upon request. lines coincide with Joint center lines. MITek USA,Inc./CompuTrus Software+7.6.6SPf(1L)-E Ie.For basists onnectocate size rplatef es. piers design tin values see EBR-1311,ESR-1 g66(MITA) 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 Y1&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 dl&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 16-18-1 -69) 165 15- 5-) -372) 1200 21-13-) -663) 1602 2x4 KDDF Al&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 I TOTAL LOAD = 42.0 PSF 7- 8=(-3946) 1675 20-21=(-1014) 2490 16-17=( 0) 72 TC LATERAL SUPPORT 0= 12"OC. DON. 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 10 PSF 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 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 = 0.333" @ 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 not exceed 19% at time of manufacture. 9-11-11 10-07-11 19-07-10 1-09� T T ,( 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. 2-07-04 2-07-01 4'4-00-05 4' 4' 7-03-13 7' 4' 4-06-07 l'----i.14-10 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 'I 1 7' 7 1 7' 7' 7' 7' 1 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor-1.6, 7.50 7717 50 End vertical(s) are exposed to wind, M-5x6(S) 1 Truss designed for wind loads M-4x6 - M-4x6 in the plane of the truss only. M-4x9 M-3x4 M-3x8 M-3x8 5 7 8 9 10 2�M-8x8 i T2 w - 07 '1'.i M-3x9 "` ^R M-1.5x3 + -1 + + I d' 3 B o 0 Lo M-3x8 M 0 ac;62..1 i'C= A 70" u7 a, 4 IS 17 ��-- 31*+ oI 2 M-5x10 M-3x10 0 16 16 0.2 y 20 a 21 22 o o M-1.5x3 M18HS-3x18 M-3x5 _M-8x8 2X WEDGE M-5x10 M-1.5x3 �t`� P R Ope 4 3.75 w/(2) M-2.5X4 TY P. M-sx6(S) C 12 y y y y )' )' y )' J' c�° GINE 8`�'/O 2-05-08 5-00-06 6-07-14 5-01-04 7-02-01 7-00-05 7-03-13 1-02-141. \ \"a �`,,� 1 2-05-08 11-06-08 28-00 1 � 89782PE �1' 1-00 42-00 JOB NAME : 5019-B POLYGON - F3 -� Scale: 0.1317 too.s.� /'dry40 WARNINGS: GENERAL NOTES, unless otherose noted: 7 OREGON s-y'-' Truss: F 3 1.Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is foran ledMdual � r AlZC5 �y`[ and Wammgs before construction commences. building component Applicability of design parameters and proper �C- 2 2x4 compresalan web bracing must be installed where shown*. Incorporation et component is the responsibility of the building designer. R - 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chores to be latently braced al - t.8 3. �`V� le the reapo^eiblliy of the erector.Additional permanent bracing of 2'o.c.and elf 0'o.c.each respectively unless braced throughout their length by r'12( DATE: 12/8/2015 the overall structure le the reepenelbllly of the building tlea ner. continuous sheathing such as plywood sheathing(TC)here)end/a drywall(BC). l8 3.2x Impact bridging or lateral bracing required where shown a a SEQ.: 1<1580966 4.No bad should be applied to any component until after all bracing and 4.Installation of truss 1s the responsibility of the reapectNe contractor. fasteners are complete and at no lame should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, EXPIRES: 1120 TRANS ID: LINK des:gnMade beapplledto any component and are...drycond%Ian•ofuse. 5.CompaTn s hes no control over and assumes no responsibility for the B.Design 16 assumes full bearing at all supporta shown.Shim or wedge a December 8,2015 fabrication,handling,shipment and Installation of components. necessary. 8.TMa design Is furnished subject to the Ilmllellone act forth7.Deelgn assumes adequate drainage Is provided. b)' 8.Plates shall be located on both faces of truss,and placed so their center TPUNRCA In SCSI,copies of which will be furnished upon request. Ilnee coincide with joint center lanes. 5,Digits Indicate size of plate In Inches. MiTek USA,Int./CompuT'rua Software+7.6.6-SPI(SL)-E 10.For basic connector paste 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 41SBTR LOAD DURATION INCREASE = 1.15 1- 2-1 0) 60 2-13=1-1626) 3680 13- 3-1-460) 1175 8-19-1 -432) 234 BC: 2x4 ROOF 4163TR SPACED 24.0" O.C. 2- 3=1-4490) 1788 13-14-1-1461) 3282 3-14=(-765) 414 19- 9-( -138) 659 WEBS: 2x4 KDDF STAND; 3- 4-1-3059) 1206 14-15=1-1063) 2532 14- 9-( -34) 313 9-20=1-1130) 427 2x9 KDDF STUD A LOADING 4- 5-1-2602) 1106 15-17=1 -845) 2395 4-15-1-498) 375 10-20-1 -247) 612 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6-1-2140) 1019 16-18-1 -32) 92 15- 5=1-408) 1120 20-11=1 -30) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7=1-2397) 1090 18-19=1 -798) 2417 15- 6=(-755) 272 11-21-1-1938) 743 BC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=1-2478) 1072 19-20=1 -676) 2080 6-17=1-102) 504 21-12=1 -110) 126 • 8- 9=1-2275) 968 20-21=1 -432) 1080 16-17=1 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=1-1422) 721 17- 7-(-262) 82 NOTE: 2x9 BRACING AT 24"OC UON. FOR 10-11=1-1732) 764 17-18=1-806) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 -83) 102 7-18=1-232) 219 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18- 8=1 -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/ 2220 5.50" 3.02 KDDF ( 625) .. For hanger specs. - See approved plans 42'- 0.0" -223/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ICONO. 2: Design checked for net)-5 psf) uplift at 24 "cc 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" NOTE:Design assumes moisture content does 11-11-11 22-03-10 7-08-11 f fnot exceed 19% 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 T T T ' T T T T 1' T T system and components and cladding criteria. 12 12 7.50 M-5x6(S) Wind: 140 mph, h-22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-3x4 M-3x9 M-4x6 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 6 7 y_825" M-9x4 0 load duration factor-1.6, n, _ End vertical(s) a exposed to wind, - e Truss designed for wind loads M-3x4 M-3x6 in the plane of the truss only. 4 • M-1.5x3 M-3x6 + -- 3 d, o w M-3x8 A o o d, i I; 13 14 15 r 17: ��' o M-5x8 M-3x4 M-3x8 o ], 20 "*21 o M-1165x3 M-6x8 0,25 M-3x8 -M-4x4 a 3,75 2X WEDGE M-5x8 M-5x6(S) 12 W/(2) M-2.5X4 TYP. 17 R y y y y y y > y y e. 4.,r- 2-05-08 4ED 1 QFFs�* 2-05-0 y 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 l 0.4GE�` S �� J, 2-05-08 11-06-08 28-00 .1' �`' :9782PE �r 1-00 42-00 JOB NAME : 5019-B POLYGON - F4 • lir Scale: 0.1538 �,.. WARNINGS: GENERAL NOTES, unless otherwise noted: �.}EGON Oa` s=„ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en IndMduel 1.1;,.:(114:11::71)::15f;1117 l Uq RY S 5 1 t�,Q`,(_ Truss: F4 and Warnings before construction commences. banding component.Appllnbinty of design parameters and y peremeproper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ii-3.Additional temporary bracBg to Insure stability during construction 2.Design assumes the lop and bottom chards to be laterally braced al ryAV Is the responsibility of the erector,Additional permanent bracing of Y o.c.and at 7g'o.c.flash as ply unless braced throughout theirlength by /"-' DATE: 12/8/2015 the. overall structure N the recontinuous sheathing such as plywood gained ng(TC)aM/or drywail(BC). responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : Ki5 8 0 9 6 7 4.No load should be applied to any component until after all bracing end 4.installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used to a non-corroswe environment, TRANS ID: LINK design loads be applied to any component. and are for'dry condition"ofuse. EXPIRES: 12/31/2016 5.CompuTnn hes no control over and assumes no reaponslbany for the A Design assumes full Deering at an supports shown.Shim or wedge d fabrication,handling,„, necessary. December 8,2015 shipment and installation of components. T.Design assumes adequate drainage Is provided. B.This design is banished subject to the limitations set forth by 8.Plates shall be located on both faces of Buss,and placed so their center TPI/WTCA In BOB:,wpbs of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus SoflWare+7.6.65P1 1 t.E 9.Diggs indicate eine o/plate M Inches. P ( )' 10.For basic connector plate design values see ESR-I311,ESR-1S88(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 1116BTR LOAD DURATION INCREASE < 1.15 1- 2-1 0) 60 2-15=(-1774) 3680 15- 3-1-505) 1175 10-22-(-1131) 476 BC: 2x4 KDDF 111613TR SPACED 24.0" D.C.WEBS: 2x9 KDDF STAND; 2- 3=(-9990) 2009 15-16-(-1593) 3282 3-16-(-768) 450 12-22=1 -241) 614 2x9 KDDF STUD A 3- 9-(-3059) 1370 16-17=(-1160) 2532 16- 4-( -42) 313 22-13-) -111) 628 LOADING 4- 5-(-2602) 1282 17-19-(-1016) 2395 4-17-1-499) 314 13-23=(-1938) 874 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-1 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 20-21-1 -937) 2917 17- 7=(-755) 324 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD= 92.0 PSF 7- 8=(-2397) 1260 21-22=1 -812) 2080 7-19=1 -94) 513 8- 9=(-2478) 1218 22-23=1 -506) 1080 18-19-( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1106 19- 8=1-275) 78 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-12=(-1422) 828 19-20=1-999) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 0) 0 8-20-(-232) 248 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=1-1732) 894 20- 9=( -60) 126 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=1 -83) 103 9-21=1-432) 237 OVERHANGS: 12.0" 0.0" 21-10=(-191) 671 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -339/ 1888V -166/ 223H 5.50" 3.02 KDDF ( 625) 92'- 0.0" -303/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 a -0.379" @ 19'- 1.3" Allowed= 2.739" 13-11-11 18-03-10 9-08-11 MAX HORIZ. LL DEFL = -0.118" @ 41'- 8.5" fMAX 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 4-06-02 0-0d-05 5-03-14 -09-14f <3-09-02 NOTE:Design assumes moisture content does T f T T T T f 1 ' ' '1 not exceed 198 at time of manufacture. 12 12 7.50 M-5x6(S) 7c]7.54 Design conforms to main wi ndforce-resisting Q 7.50 system and components and cladding criteria. M-,x9 11 M-4x6 M-4x6 Wind: 140 mph, h-23.5ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, M-3x4 0.25" M-3x4 p 7 L • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, M-3x9 M-3x6 Truss designed for wind loads in the plane of the truss only. M-3x6 34 �co M-3x8 �Y-� m A0 wo o o15 16 r 17 19 AjLAM-1.5x3 �o o ��� M-3x4 0 13 0 y M-5x8 I M-3x8 M-1.5x3 M-bx8 0.25" M-23x8 =M-4;a23 c3 0 2X WEDGE M-5x8 W/(2) M-2.5X4 TYP. .. 13.75 M-5x6(S) 12 �t. 0 P Ore� �s,i' l D b l b y y /2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 cs. "9 � ,,y ) 1-03-05-08 11-06-08 28-00 y y 4c 89782PE r17_- 42-00 • JOB NAME : 5019-B POLYGON - F5 Scale: 0.1288 4 WARNINGS: GENERAL NOTES. unless Otherwise noted. "'7 OREGON o'er 1 Builder and erection ownsactor should be advised of ail General Notes 1.This design a based only upon the paremelere sham and is for an Individual Truss: E sJ and Wam rtes before consbucllon commences. building component.Applicability of design parameters and proper -y, ///0. Uq R A 517.4V)'••• _`z <Z" 2.2x4 compression web bredrg must be installed where shown+. Incooration of component 1s the responsibility of the building deserter. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at k a,-� IQ; 1j DATE: 12/8/2015 is me responNbiAty of the erector.Additional permanent bracing o! To.c.and et 1°°.°�eu�a°P unless sheathing(TC)br aced a di«ta their length by f•J r the overall structure N the responsibility of the building designer. 2 Impact sheathing x g(re) rywall(BC). 3.In Impactofbridgingtruss or th lateral bracing required where shown++ SEQ.: K1580 9 6 8 4.No bed shoed to applied to anycomponentbeeehshould after all bracing and 4.Installation of trues la the responsibilitylof the respedhre a ens rxn fasteners are complete and al no One should any bads greater than 5.Design assumes trusses are M be used In a nonconoeve endronmenl, �/'p 12/31/2016 TRANS ID: LINK design loads be applied to any component. and are for'dry condition'of use. EXPIRES: 5.CompuTrus hes no control over and assumes no responsibility for the a necessary.Design assumes lull bearing at all supports shown.Shim o wedge if fabrication,handling,shipment and installation of components. December 8,2015 6.This design Is furnished subjectto the limitations set forth by 7.Design assumes adequate drainage Is provided. TPI/WTCA In SCSI,copies of which coil be furnished upon request. a linePlas coincids shall e MR Joint cenlocated on ter roeh s.of truss,and placed so their center 9.Digits indicate slue of plate in inches. MITek USA,InclCompuTrus Software+7.6.6-SP1(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908 Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 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: 2x9 KDDF 81&BTR SPACED 29.0" O.C. 2- 3=1-4490) 2234 15-16=(-1732) 3286 3-16=( -771) 487 12-22=1 -280) 616 WEBS: 2x4 KDDF STAND; 3- 4-(-3059) 1543 16-17-(-1272) 2532 16- 9=( -50) 313 22-13=( -190) 625 2x9 KDDF STUD A LOADING 9- 5=1-2602) 1957 17-19=1-1203) 2395 4-17=( -499) 301 13-23=1-1938) 1007 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-2140) 1288 18-20=1 -95) 92 17- 5=1 -599) 1120 23-14=1 -110) 126 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=) 0) 0 20-21=(-1103( 2917 17- 6=) -755) 478 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8-(-2397) 1997 21-22-) -982) 2080 6-19-) -99) 522 8- 9=1-2478) 1398 22-23=( -580) 1080 18-19=1 0) 79 LL - 25 PSF Ground Snow (Pg) 9-10=1-2275) 1274 19- 8=1 -287) 79 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12-1-1922) 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=1 -83) 106 9-21=1 -932) 232 OVERHANGS: 12.0" 0.0•' 21-10=1 -135) 684 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural I'- 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 1 625) " 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= 0.236" @ 19'- 1.3" Allowed - 2.054" 15-11-11 14-03-10 11-08-11 f . MAX TL CREEP DEFL- -0.379" @ 19'- 1.3" Allowed - 2.739" 7-09-13 8-01-14 1 8-05-07 9-09-1417-09 MAX HORIZ. LL DEFL= -0.128" @ 41'- 8.5" l' f4-06-02 2-02-13 3-04-0j 5-00-06 4-00 3-09-02 MAX HORIZ. TL DEFL 0.173" @ 91'- 8.5. 2-09 ' T 4-06-02 T 1109-d'3 T 5-03-14 T 1-60106 f3-09-02f 1' 1 T T ,r T f i' 1---r l' l' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 -M-4x4+ 12 7.50 7 M-5x6(5) 11- 7.50 M-3x4 -M-4x4+ Q Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 M-3x4 5 0 25" M-3x4 M-4x6 Wind: 140 mph, h=24.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 2 6 8 ),9a 10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5(S) load duration factor=1.6, M-3x6 End vertical(s) are exposed to wind, M-3x44 3 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-3x6 9 --! 0 ko M-3x83 ��-' ,'-- br //A/&_A. o a, 1 ,,, 15 16 r17 19 m ol M-5x8 M-3x4 0 18 20 21 22 23 M-1.5x3 M-6x8 0.25" M-3x8 -M-4x4 0 2X WEDGE M-3x8 M-5x8 8/(2) M-2.5X4 TYP. M-SX6(S) 12 �0) PR Qph4� 12 y y ), y ). ), y y c;•), G N Br 62 205-08 4-06-02 4-07-14 2-06-055-01-04 7-08-04 7-08-09 7-04-07 y \ '��+. ' 9 >2y 05-08 11-06-08 28-00 . `� 89782PE �r' 1-00 42-00 JOB NAME : 5019-B POLYGON - F6 ""..' ' Scale: 0.1248 ,, r�-/'� WARNINGS: GENERAL NOTES, unless otherwise noted: -$74/OREGON! O" Oa.„ Truss: F 6 I.Bander and senses contractor should be advisee of an Genera)Notes I.This design Nbased only upon the parameters sham and is r«an individual �" (jr RY 5 (14 �Q,`(_ and Wamings before construction commences. building component.Appllcabltty ,Y of design parameters and proper .I 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component le the responsibility of the building designer. �+ 3.Additional temporary bracing b insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced et PA U.I.. N the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 70'e.c.respectively unless or throughout their length by DATE: 12/8/2015 the overall structure Is the responsibility rtne building designer. continuous sheathing such as plywood required ing(Ts)and/or drywa8(Bc). hY° b 3.2x Impact bridging or lateral bracing where shown+ SEQ. : 1<1580969 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 Urns should any loads greater than 5.Design assumes trusses are is be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end are for'dry condition'ofuse. EXPIRES. 12/31/2016 5.Compares has no control over and assumes noresponsibilty for the 8.DesgneasumesfullbeennBalallsupparlsahown.Shimowedge8 December 8,2015 fabrication,handling,shipment and installation of components. necessary. 6.This design Is furnished subject to Ore limitations set forth by . 7.PlatesPlatassumes es Gated on drainage feb provided. 8. s mall be located10 joion both laces of Was,and placed as their center TPINJTCA in SCSI,ogles of which will be furnished upon request. lines coincide with joint center lines. Mu sk USA,Inc,/Com uTrus Software+7.6.6-SP7 1 L-E 9.Digits indicate size of plate In Inches. p ( ) 10.For bask:connector plate design values see ESR-1311,ESR-1988 Welk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DUF/Cq=1.00 TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 1- 2-1 0) 60 2-15=(-2112) 3701 15- 3=) -608) 1181 11-22-(-1130) 759 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=7-4490) 2456 15-16=(-1896) 3300 3-16-1 -773) 512 12-22=1 -342) 614 WEBS: 2x4 KDDF STAND; 3- 9-1-3059) 1710 16-17=(-1413) 2535 16- 9=( -55) 313 22-13-( -245) 623 2x4 KDDF STUD A LOADING 4- 5=1-2602) 1622 17-19-(-1392) 2395 9-17-) -499) 301 13-23=(-1938) 1144 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-1-2140) 1427 18-20=1 -54) 92 17- 5=1 -737) 1120 23-14-1 -110) 127 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=1 0) 0 20-21-(-1308) 2417 17- 6-) -755) 624 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 92.0 PSF 6- 8=(-2397) 1636 21-22=(-1173) 2080 6-19=( -147) 525 8- 9=(-2478) 1622 22-23=) -657) 1080 18-19=) 0) 74 LL- 25 POP Ground Snow (Pg) 9-11=(-2275) 1481 19- 8=( -292) 91 NOTE: 2x9BRACING AT 24"OC DON. FOR 10-12=7 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=1 -432) 253 OVERHANGS: 12.0" 0.0" 21-11=1 -156) 697 • BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Mvertical or equal at non-structural 0'- 0.0" -484/ 1888V -167/ 225H 5.50" 3.02 KDDF ( 625) members (son). 42'- 0.0" -472/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net1-5 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 9f09 -14 7-09 ' MAX TL CREEP DEFL = -0.379" @ 19'- 1.3" Allowed= 2.739" • 4-06-02 2-02-13 1-01-09 f3-10-03 5-00-06 f 3-09-02 MAX HOAIZ. LL DEFL= -0.140" @ 91'- 8.5" .( MAX HORIZ. TL,DEFL= 0.173" @ 41'- 8.5" 2-09 f f 4-06-02 f f3-11-11 f-f 5-03-14 f 1-c12 X02 f3-09=02f f f f f f 1 f f f f� f 12 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7.50 17 7 10 Q 7.50 M-3x4 M-5x6(S) system andgn fcomponentsorms to randreladdin criteria. system p g M-4x6 M-3x4 M-4x6 Wind: 140 mph, h-24.8ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 5 6 M-36x4 0 925" 11 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), _ load duration factor-1.6, M-3x5(5) j11lEnd vertical(s) are exposed to wind, M-3x9 III `1 M-3x6 Truss designed for wind loads q II in the plane of the truss only. 111 D M-1.5x3 M-3x6 .+ 4 -/ 3 kro ko M-3x8 '= •• o o N. '6- •�5 16 r 17 19' ��..+ in -- -fm o M-3x4 o M-3x8 18 20 21 22 + 23 Io M-5x8 to M-1.5x3 M-6x8 0.25" M-3x8 -M-4x4 2X WEDGE M-5x8 M-5x6(S) a 3.75 W/(2) M-2.5X9 TYP. R 2 y y b b b b b b c G pN rZC61.0 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 y 14.1•• �,. y 2y Os-Oa 11-06-08 28-00 y 9782PE 17_, 1-00 42-00 JOB NAME : 5019-B POLYGON - F7 • Scale: 0.1249 ®/ 41, WARNINGS. GENERAL NOTES, unless otherwise noted. -94,OREGON (�' ,,r, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indiv duel I ,V� la Truss: F7 and Warnings before construction commences building component Applicability of design parameters and proper .. �l`L77 l 2.2x4 compression web bracing must be installed where shown•. Incomoratlon of component Is the responsibility of the building designer. y t 3 Additional temporary bracklg to Insure stability during construction 714 2.Design assumes the top and bosom chords to be laterally braced at '{ PA U L V' Is the responsibility of the erecter.Additional permanent bracing of 2 o e and al 10 o c reash as ply unless braced throughout they larger by DATE: 12/8/2015 the overall structure Is the responsibiity of the build designer. 2x Impact sheathing lateral l b plyncotl a who e shown and/5r drywell(BC). 1te g 4.In tallap bodging or latent pradng requiredfthwhere tNe contractor.• .S F.Q.: KI rJ8Q9-�O 1.Nobeds are cmlbe ete entoono time until agerailbroGngand 5.Dealgosuestr ues are onel useoItheoo'srrosi nviron fasteners are complete ane al no time should any loans greeter than 5.Design assumes trusses are to be used Incnontorroalve environment, TRANS I D: LINK design loads be applied to any component. and are tor'dry condition.of use. EXPIRES: 12/31/2016 5.CnmpuTrue has no control over and assumes no responsibility for the 8,Design assumes lull bearing et all supports shown.Shim Of wedge H December 8,2015 necefabrication,handling,shipment and installation of components. every. 7.Platassumes caed on drainage is truss, 8.TMs design is furnished subject to the limitations set forth by e.Plates shell be located on both faces of Wat,and placed so their center TPVWTCA In SCSI,copies of which will be furnished upon request lines coincide with joint center lines. e.Digits indicate size of plate in inches. Welk USA,Ino./CompuTrus Software+7.6.6-SP1(1 L)-E 10.For basic connector plate design values see ESR-1311.ESR-1966(WIWI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 1116BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=1-1030) 2436 3-12=1 -236) 300 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2- 3=1-2811) 1135 12-13=1 -831) 2198 12- 4=1 -134) 436 WEBS: 2x9 KDDF STAND 3- 4=1-2627) 1142 13-14=1 -598) 1790 4-13=1 -581) 923 LOADING 4- 5=1-2066) 1050 14-15=1 -616) 1480 13- 5=1 -334) 771 TC LATERAL SUPPORT <= 12"OC. 0014. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 15-16=1 -47) 56 13- 7=( -111) 168 BC LATERAL SUPPORT <= 12"OC. OON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7-1-1700) 995 7-14=1 -478) 263 TOTAL LOAD - 42.0 PSF 7- 9=1-1527) 928 9-14=1 -266) 679 8- 9=( 0) 0 14-10=1 -152) 195 NOTE: 2x4 BRACING AT 24"0C UON. FOR • LL = 25 PIE Ground Snow (Pg) 9-10=(-1880) 990 10-15=1 -484) 321 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1-1825) 815 15-11=1 -609) 1590 . BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE 11-16=1-1713) 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 5Q.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 1COND. 2: Design checked for net)-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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'- 7.9" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.055" @ 41'- 10.3" 0-07-08 MAX HORIZ. TL DEFL - 0.087" @ 41'- 10.3" f-f 18-04-11 7-10-05 15-09 Design conforms to main windforce-resisting 6-02-09 5-09-05 5-09-05 4-08-13 3-01-08?02-13 6-06 7-00-04 system and components and cladding criteria. 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), f T M-3x4 8 1' { load duration factor=1.6, 12 M-4x6 6 ` M-4x6 12 Truss designed for wind loads 5 M-3x4 / '' :]7.50 in the plane of the truss only. 7.50 7 . ` Q 7.50 M-sx6(S) M-2.5x4 or equal at non-structural diagonal inlets. 0.25" M-3x4 0 M-1.5x3 1\ +. M-3x6 1 • an -s 0 I • w o 0 0 12 3 3,9 15 **16 �� P R„, o M-3x6 M-3x9 b.25" 0.25 -M-4x4 M-1.5x3 ,t`' v n y M-5x8(S) (S) M-5x8(S) y y �C3 GI NE. °lam. y y 9-01-03 8-06-04 - 11-00-02 6-07-12 6-08-12 y �'CrI 'T 1 1-00 42-00 • 89782PE <" JOB NAME : 5019-B POLYGON - F8 . ,! �"' . Scale: 0.1398 WARNINGS: GENERAL NOTES, unless otherwise noted: (/ /`�y} Truss: F 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Be parameters shown and is for an Individual '171., C)F'y EG O N r° and Warnings before construction commences. building component Applkabnity of design parameters and proper , - q 1P 2.2x4 compression web bradng must be installed where shown*. Incorporation of component is the responsibility of the building designer. ��'TA- &/1 `' G. ` 3 Additional temporary bradng to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 7 � Y }JC'V- le the responsibility of the erector.Additional permanent bracing of T o.c.and at 10 o.c,respectively unless braced throughout their lengPby ` continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). n 1� �` DATE: 12/8/2015 the overall structure is the responsibility of the bantling designer. 3.2x Impact bridging or lateral bracing required where shown** �'1 SEQ. : Ki5 8 0 9 71 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. festeners are complete end at no time should any loads greater than 5.Design assumes trusses are b be used in a noncorrosive environment, . TRANS IDLINK design loads be applied to any component. end are for�NdrycondlIion.ofuse. ' 5.CompuTrus has no control over and assumes no responsibility for the 6.Desitin assumes fun bearing at all support shown.Shim or wedge If EXPIRES: . 12/31/2016 tasfabrication,handling,shipment installation of components. 8.Plaaeumesadequate othlaIs provided. December 8,20155.This design b furnished subject to Be limitations sal forth by 8.Plates shall be located on both faces of truss,end daces so their center TPIAYTCA In SCSI,copies of which will be fumlehed upon request lines coincide with Joint oenter lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./Com uTrus Software 7.8.6 1L-E 1I For bask connector plate design values see ESR-1311,ESR-7988(Welt) 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: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1343) 2636 3-13=1 -123) 200 BC: 2x4 ROOF $1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1683 13-14= 3469 13- 4= -509) 1102 WEBS: 2x4 KDDF STAND (-1671 1 3- 4=(-2851) 1634 14-15=(-1054) 2998 13- 5=(-1337) 707 LOADING 4- 5=(-2360) 1991 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"00. UON. DL ON BOTTOM CHORD - 10.0 PIP 5- 7=(-3945) 2430 7-15=(-1312) 1020 TOTAL LOAD = 42.0 PIF 7- 8-(-2117) 1383 15- 8=(-1162) 1918 8- 9=(-2159) 1310 15- 9=) -791) 505 NOTE: 2x4 BRACING AT 29"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) 1491 16-10=( -278) 337 BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -487/ 2057V -319/ 3180 5.50" 3.29 KDDF ( 625) M-1.5x4 or equal at non-structural 96'- 3.0" -902/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" 0-06-13 MAX LL DEFL = 0.368" @ 15'- 8.4" Allowed = 2.267^ • MAX TL CREEP DEFL = -0.544" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" 26-03 20-00 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 HORSE. TL DEFL = 0.147" @ 45'- 9.5" f f f ff f f f f f 10-00 f f Design conforms to main windforce-resisting 12 12 M-4x6 - 12 system and components and cladding criteria. 7.50 7.50 177 O 4.0" 'Cl 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor-l.6, M18HS-5x16 3.1 M-5x6(5) Trans designed plane for windloin ss only. M-4x6 7 0.25" • M-4x6 4 s M-3x5(S) � +e M-1.5x3 M-1.5x3 + + +. o 3 t0 o to o o 1/" 1M7i3 14 w 16 1 M-3x8 0.25" M-5x6 0.25" M-3x4M-3x8 ("i7O f II VrC_ `24t ` C)M-5x8(5) M-5x8(5) 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 b y y y 1-00 46-03 1-00 89782PE "F_„..,.. JOB NAME : 5019-B POLYGON - F9 •• . � Scale: 0.121unless �'. 6404 \• WARNINGS: GENERAL NOTES, unless otherwise noted: 40 Truss: F,9 1.Builder and erection contractor should be advised of all General Notes 1.Thls design A based only upon the parameters shown and la for en Individual OREGON O~ and Warnings before canetrucdon commences. building component Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+ Incorporation of component la the responsibility of Me budding designer. 2.(,.a R y 85 2 eigZ 3 Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords b be rougho braced at /Y Is the responsibility of the erector.Additional permanent bracing ofco2'o c and at 10 o e reach a,plywoodly unless braced throughout their)algin by DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 24 impact sheathing such as acing rairedsheatwhere shown) 5 drywai(BC) h��� 4.Na bad should be applied to any3.is impact bridging tor the rbracing required the where ++ !"� SEQ.: K1580972eW time should linty after 4.Design assn truss Isms responsibilityisbeoftherespecrsi contractor. fasteners ars complete aria at no time shoals any roads greeter than 5.D.aivn sesames waaee are to be used m e non-corrosive environment TRANS I D: LINK design loads be applied to any component. end are for'Wry condition.of use. 5.CompuTnrs has no control over and assumes no responsibility for the B.Design assumes fill bearing at all supports shown.Shim or wedge If EXPIRES: 12/31./2016 fabrication,handling.shipment and Installation of components. necessary. 6.This design is furnished subject to the limitations set forth by a.Design nshall be located bath'fac s of truss,and placed so their center December 8,2015 TPIM?CA in SCSI,copies of which will be furnished upon request lines coincide with joint center Ines. uTrus Software 7.6.8 i L-Z 9.Digits indicate size of elate in inches. MiTek USA,IneJCom P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) f 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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 60 2-13=(-1240) 2616 3-13=( -130) 210 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-3051) 1568 13-14=(-1506) 3437 13- 4=( -961) 1093 3- 4=(-2851) 1515 19-15=( -964) 2480 13- 6=(-1350) 630 LOADING 4- 5=) 0) 0 15-16=( -802) 2141 19- 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 = 92.0 PSF 7- 8=(-2117) 1322 15- 8=(-1097) 1905 8- 9=(-2147) 1243 15- 9=( -791) 507 NOTE: 2x4 BRACING AT 29"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=(-3091) 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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) r 0'- 0.0" -442/ 2057V -316/ 3168 5.50" 3.29 KDDF ( 625) M-1.5x9 oequal at non-structural 46'- 3.0" -380/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.397" @ 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" @ 95'- 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 HORDE. TL DEFL 0.146" @ 45'- 9.5" T T T i' T T T T T T 10-00 T T Design conforms to main windforce-resisting- system and components and cladding criteria. 12 12 M-9x6 12 7.50 FZ 7.50 I„,''' 0 4. " Q 7.50 Wind: 190 mph, h=25.Oft, TCDL=4.2,BCDL=6.0, ASCE-10, 8 .44( 0 (All Heights), Enclosed, Cat.2, Exp.B, MW RS(Dir), \ load duration factor=l.6, M-5x6(5) Truss designed for wind loads 3.1 in the plane of the truss only. M-5x10 M-4x6 5 7 0.25" M-4"141111111111111111111111111111111: 6 1\11111.. +1 M-1.5x3 M-1.5x3 + + 0 3 + ,Aiii 0 0 Va' 10,1411111111111111610 i7t '-'.N2 � of I / -3x8 -0 25" M-5x6 0.25'5 M-3x9 M-3x8 ,z M-5x8(S) M-5x8(S) ,`�C"�� ����r�„ y )" l y b �5 N GINE. C V/0 y 9-07-07 6-00-15 10-06-10 - 9-06-05 10-05-.11 C;j '� 1-00 .46-03 1y 0 "4./ :9782PE 9'r'� JOB NAME : 5019-B POLYGON - F10 Scale: 0.1216 - r WARNINGS: GENERAL NOTES, unless otherwise noted: ..47:2 11111 Truss: F 1 O • I.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 7 _ 40'"EGO N and Warnings before construction commences. building component Applicability of design parameters and proper /Y/� O 2.204 compression web bradng must be installed where shown�. incorporation of component Is thero ice mility of the building designer. ,.(J 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced al �"9, V,r�RV' 1 6 2 Q� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'o.c.rsuch a ply unless breeed ihroughoul their length by �' ! _V\ DATE: 12/8/2015 ms overall structure le the responsibility of the building assigner. co"nnu Impact sneatnmr sed,ae plywood required mg(Tc)and/or drywan(Bq. p n ` t1� 3.2a Impact bdagMg or lateral bracing where shown•♦ A L C SEQ.: Ki5 8 0 9 7 3 4.No load should be applied to any component until alter all bradng and 4.Installation of truss Is the responsibility of the respectWa contractor. fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive envhonment, TRANS I D: LINK design loads be applied to any component and are for'Wry conditwn•of use. 5.CompuTrus has no controlover and assumes no responsibility for the 8.Des assumes full beefing at all supports shown.Shim or wedge B EXPIRES: 12/31/20i6 ssa Iabrlcation,handling,shipment and installation of components. ry' 7.Desig8.This design is furnished subject to the limitations set forth by 8.Platesnshalll be locatedassumesuate on both fa drainc slo ftruss,ed.and placed so their center December 8,2015 TPIM?CA In SCSI,copies of which will be furnished upon request. lino coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.8.8(1 L)-Z 0.Digits indicate size of plate m inches. . so.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 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=( -147) 297 BC: 2x4 KDDF 41SBTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 4=( -450) 1093 WEBS: 2x9 KDDF STAND 3- 4=1-2851) 1250 13-14=1 -829) 2453 12- 5=(-1355) 596 LOADING 4- 5=(-2351) 1130 14-15=) -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=( -956) 2439 13- 6=1 -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 19- 8=( -740) 509 NOTE: 2x4 BRACING AT 29"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3041) 1278 8-15=( -140) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 60 15- 9=( -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 HRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.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 RODE ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I • VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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 - 0.068" @ 45'- 9.5" 12-04-11 3-03-11 10-06-10 20_00 MAX HORIZ. TL DEFL - 0.145" @ 45'- 9.5" f f f f 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 '1 T ' T T 1' 10-00 Design conforms to main windforce-resisting T f system and components and cladding criteria. 12 12 M-4x6 12 Wind: 140 mph, h=25.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7.50 7.50 4.0" 'Cl 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7 Aa' Truss designed for wind loads in the plane of the truss only. 3.1 M-5x6(0) M-4x6 • 0.25" d. 8 M-4x6 M-5x10 4 5 40 Ati*M-1.5x3 + M-1.5x3 3 + up o Allilliih �" T T=" -�1 4 ��0 P R OFF. i -3x8 0?25" M-5x6 0.25'4 M-3x4 M-3x8 0i M-5x8(S) M-5x8(S) b 1. b b 1, y .Gj *„.„-- ' d9 `s/© 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 y y ,�. 1-00 46-03 1-00 '9782PE pc" JOB NAME : 5019-B POLYGON - F11 ��� , Scale: 0.1216 Tr WARNINGS: OENERALNOTES, unbseorhenMsenoted: 7�OREGON y� Truss: F 11 1.Builder and erectkrn contractor should be advised of all General Notes 1 This design is based only upon the parameters shown end Is for an individual h� end Warnings before construction commences building component Applicability of design parameters and proper (�Q 2 2n4 compression web bracing must be installed where shown 0. Incorpostlon of component le the responsibility of the building designer. ��4 y 3 Additional temporary bracing to Insure stability dulling construction 2.Design assumes the lop end bottom chorda b be laterally braced al N Is the responsibility of the erector.Addltlonel permanent bracing of 2'o.c.end al f 0'on.such ply unless braced throughout their length by DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 2n Impact sheathinglsg suer l as plywood requiredsheatwhere s ownand/a drywall(BC). �A UL `� 3.Zz Impact brldgl s or lateral bracing where shown • SEQ. : Ki 5 8 0 9 7 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility A the respective contractor. fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and ens 1w dry nosd,tlnn of use. 5.Can uTres has no control over and assumes no ree.Design assumes full beefing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 p sponsibl5ry forihe eSry. fabrication,handling,shipment and installation of components. 7.Dcosaesign assumes adequate drainage Is provided. December 8,201 5 H.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 TPIM'ICA in SCSI,copies of which will be furnished upon request. titres coincide with joint center lines. Wok USA,Inc./Com uTnls Software7.8.6(114-2 9.Digits indlule size of plate in inches. F10.For basic connector plate design venues see ESR-1311,ESR-1988 Wen) 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 0= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 POE 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) I 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 lOPSF 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 o 0.339" MAX HORIE. LL DEFL = -0.000" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL - -0.000" @ 3'- 10.9" 7.50 V Design conforms to main windforce-resisting system and components and cladding criteria. 2 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 u1 f /' f 0 V' u1 0 1�� ��3 M-3x4 b y 6-00 'PROVIDE FULL BEARING;Jts:1,2,3 ' c;\`'" -AS PR.Q,F. N 0AGINE. .,c? /0 8.782PE JOB NAME : 5019-B POLYGON - BJ2 ."/6/' '+/�' Scale: 0.5893 ,/ • �. `' -..,. WARNINGS: GENERAL NOTES, unless otherwise noted: /,, Truss: B JZ 1.Builder end ereciwn contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual "'SI OREGON C)". and Warnings before construction commences. bidding component Applicability of design parameters and proper ��'` 2.2s4 compression web bracing must be installed where shown•. Incorporation of component is the responsibility of the building designer. ��� ��RY 1 ' 3 Additional temporary bracbg to Insure stability during consimcl'pn 2.Des tin assumes iha lop entl bottom cholas to be letarelly braced al _7/ la the responsiblllly of Me erector.Addmo ral permanent bracing of - 2'o c.and et 70'o c.rccci,a ply unless braced throughout their length by c4 DATE: 12/8/2015 the overall structure Is the,es continuous sheathing such as aliwood sheathing(TC)armor drywall(ec). p n U,� R ponslbllity n the building all nt. 3.2s Impact bridging or lateral bracing required where shown+s r'S SEQ. : Ki5 8 D 9 7 5 4,No load should be applied w any component until after all bracing and A Installation of truss is the responsibility of the respective contractor. - fasten are complete end et no time should any loads greeter Than 5.Design assumes trusses are to be used in a non-eorrosive environment, TRANS I D: LINK design lads be applied to any component and are for.dry condition.of use. 5.CoopuTnn hes no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown.Shim or wedge B EXPIRES: 12/31/2016 necessy. fabrication,handling.shipment and installation of components. Designa d.This design is furnished subject to the limitations set forth by T. erassumesladequate ocdrainage is prodded. and 8,201 5 S.Plates shall be baited on bum faces of was,and placed so their canter TPIMTCA In SCSI,copies of which will be furnished upon request lines coincide with Joint renter lines. MiTek USA,Inc✓CornpUTnls Software 7.8.8(1 L)-E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-19813(MiTek) • f . 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 f1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2-13=(-1096) 2579 3-13=( -145) 277 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1391 13-14=(-1275) 3391 13- 9=( -446) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1279 14-15=1 -841) 2456 13- 6=(-1356) 592 LOADING 4- 5=1 0) 0 15-16=1 -732) 2127 19- 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 PST 7- 8=(-2117) 1238 15- 8=(-1008) 1887 8- 9=(-2138) 1159 15- 9=( -740) 508 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIF Ground Snow (Pg) 9-10=(-2780) 1277 9-16=( -139) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3091) 1286 16-10=1 -277) 343 BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE 11-12=1 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) I'- 0.0" -359/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -349/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) COND. 2: Design checked for net1-5 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 f fMAX HORIZ. LL DEFL = 0.089" @ 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 MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" T f TT T T 1' '1 T 1' 10-00 fDesign conforms to main windforce-resisting 12 12 M-4x6 system and components and cladding criteria. 12 7.50 7.50 F77 4.0" Q 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, g .h( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5X6(S) Truss designed for wind loads 3.1 in the plane of the truss only. M-4x6 7 0.25" M-4x6 M-5x10 4 5 6 +l 111111111)1414::SSs....s.... M-1.5x3 + ....00774°M-1.5X3 o o Cm 1,0.-- 'all � r3, - M •6 ' --'N.,2 a0 �E} P.tOFFdi -3x8 0.25" M-5x6 0.25 M-3x4 M-3x8 t o lM-5x8(5) M-5x8(5) c�(- NGINE F2 b b y ; b y 9=07-07 6=00-15 10-06-10 9-06-05 10-05-11 � � i9 y y 1-00 ae 46-03 1-00 '9782PE To. JOB NAME : 5019-B POLYGON - F12 Air Jr" Scale: 0.1216 ,./ ,.yy NOTES, unless otherwise noted: 6,' f� WARNINGS:1.Buidand erection contractor should be advised of at General Notes GENERAL1.Thisign is based only upon thearameters shown and is for an IndNidual "j4 OREGON c�Y, Truss: F12 and Warnings before conetructdn commences. building component.Applicability of design parameters and tamper g' 2.2x4 compression web bracing n l be Installed where shown+. Incorporation of component b the responsibility of the building designer. .9> �� A t y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the by and bottom chorda to be braced at 7 N i �. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.reapectively unless braced throughout Mair length byii- DATE: 12/8/2015 the waren structure la the responsibility of the building designer. continuous sheathing or such es bracing sod airsheathing(TC)and/or drywatl(BC). �' �s �� 3.In Impact bridging or lateral brecing req the where shown++ f•{ SEQ.: K 1 5 8 0 9 7 6 4.No mad should be spilled to any component until after all bracing and 4.Installation of truss Is the responsibility of the reapectNe contractor. featenem are complete and at no 8mre should any loads greater than 5.Design assumes trusses are to be used in a noncsroslve environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition.'of use. 5.CompuTma has no control over end assumes no responsibility for the 8.Design assumes roll bearing et all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. p fabrication,handling,shipment 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 shell be located on both laces of eves,and placed so their center TPIAYTCA In SCSI,copies of which will be fwnihed upon request. lines coincide wIm join center lines. A Digits Indicate sloe of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1888(MITek) r 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 #13BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 88 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" -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 PIF 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 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" fMAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 Design conforms to main windforce-resisting 7.50 2 -/ 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=l,6, Truss designed for wind loads in the plane of the truss only. rno i o a 7y a o I 1►BM 3 1111 0 M-3x4 f J' b 6-00 r(� R r 'PROVIDE FULL BEARING;Jts:1,3,2 ' [..>`+ PROF :9782PE 1't' JOB NAME : 5019-B POLYGON - BJ3 . ,r -•r Scale: 0.5397 ,-/ WARNINGS: GENERAL NOTES, unless otherwise noted: '„, Truss: BJ 3 Builder and erection contractor should be advised of all General Notes 1.This design 1s based only upon the parameters shown and is for an i dNldual y OREGON ^• � and Warnings before construction commences building component Applicability of design parameters end proper 1, /� 2''V Q" 2 2x4 compression web bradrg must be Installed where shown a. Incorporation of component la the reapdralbltty of the building designer. �� tJq M Qt 3.Additional temporary bracing to Insure stabitly during construction 2.Design assumes lila top and bottom chords to be laterally braced al 7 'l f•• �`.`., M the responsibility of the erector.Additional permanent bracing of 2'a.c.and el 70'o c.respeetivaly unless braced Throughout their length by �` ✓ DATE: 12/8/2015 Ore overall structure la the res continuous sheathing such as plywoodsheel whereC)and/or drywall(BC) �'A U.I.= responsibility of the building designer. 3.2x Impact bridging or lateral bracing required shown a SEQ.: Ki 5 8 0 9 7 7 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 et no time should any loads greeter than 5.Design assumes nieces are to be used in a noncorroelve environment, TRANS I D: LINK design loads be applied to any component. and are to'dry condition•of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Desitin assumes full bearing et all supporta shown.Shim a wedge d EXPIRES: 12/31/2016 tebdcalico,bandit shipmentscary. end installation of components. 7.Design assumes adequate drainage is prodded. December 8,2015 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of buss,and placed so their center TPIAVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. nlrus Software 7.8.6 1l)-E 9.Digits Indicate slza of plate in Inches. MiTek USA,Inc./Com D ( 10.For basic connector plate design values see ESR-7311,ESR-1936(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 9-00-00 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 #1&BTR T2 2- 3=( -9828) 1982 13-19=(-1576) 8196 13- 4=1 -749) 3299 10-19=( -930) 4364 BC: 2x6 KDDF SS; LOADING 3- 9=( -9912) 2012 14-15=(-1430) 8274 4-14=(-2418) 614 19-11=(-4986) 1208 2x10 KDDF SS B9 LL- 25 PSF Ground Snow (Pg) 4- 5=( -7949) 1596 15-16=(-1428) 8280 14- 5=( -666) 3599 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 19- 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=( -899) 5458 6-15=( 0) 194 2x6 KDDF #2 13 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 4'- 0.0" TO 46'- 3.0" V 7- 8=) -9720) 1039 18-19=(-1734) 8948 6-16=(-3868) 792 8- 9=( -4732) 1026 19-20-(-2670) 12808 16- 7=( -466) 2880 TC LATERAL SUPPORT <= 12"00. UON. ADDL: BC CONC LL+DL= 3443.0 LBS @ 6'- 0.0" 9-10=( -6599) 1320 20-12=(-2764) 13224 7-17=(-2688) 619 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 7713.0 LBS @ 92'- 3.0" 10-11=(-10802) 2218 17- 8=1 -966) 9658 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) I'- 0.0" -1327/ 6406V -303/ 310H 5.50" 10.25 KDDF ( 625) OVERHANGS: 12.0", 0.0•' 96'- 3.0" -2062/ 9769V 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: JT 2: Heel to plate corner = 2.75" 9" oc in 1 row(s) throughout 2x4 top chords, JT 12: Heel to plate corner - 4.50" 9" oc in 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" CONC.LOAD(S)EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 webs. MAX zLMAXELL DEFL = 0.201" @ 20'- 4.8" Allowed= 0.133" owed= 2.267" MAX TL CREEP DEFL = -0.663" @ 20'- 9.8" 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 3-04-025-09-07-09-15 6-00-03 5-08-07 5-06-11 6-04-03 6-05-15 2-11-039-02-12� system aandfcoms to main dicladdingrcriterig T , 1' ' 1' 1' 1' T 1' T system d components and cladding criteria. 12 12 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 7 50 M-9x6 CI 7 50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads 8 da' in the plane of the truss only. 24%,.... M-5x6(5) 3. M-3x5 `0.25" n M-4x8 M-6x10 p M-3x6 5 ri 6Al + 00. -3x8 y M-4x8 M-1.5x3 + 1 3 m o �Y M18HS-3x18 ,p - II �2 0 of 1 3x10 M-6x8 la 0525" M-3x6 0.25" M-3x8 0.25'9 8,20 \ 0 M-3x8 0 yn� �7 p/� y M-7x8(5) M-7x8(5) M-12x14(5) {j .O r R OFF. y 9 3993y# y y y y y M181-1$1)4x1§# , GIN g s/� 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 1 0 46-03 ' :9782PE �r JOB NAME : 5019-B POLYGON - F13GIRD • Scale: 0.1050 ,Or: WARNINGS: GENERAL NOTES, unless olherwlse noted: Car" / JIM Truss: F 13 G I RD 1.Builder and erection contractor should be advised or an General Notes 1.This design is based only upon the parameters shown and Is for an Individual 1; •,"EG O N N. • and Warnings before construction commences. building component.Applicability of design parameters and proper ' �///� Ad 2.2s1 compression web bradng mast be Installed whore shown«. Incorporation of componem is the responsibility of the building designer. •1� °:11 l Y ' V 3.Additional temporary bracing b Insure stability during construction 2.Design assumes the lop end bottom cholla b be laterally breoedat en 77 'l Is Bre responsibility of the erector.Additional permanent bracing ofcon2'o.c.and al 10.o.c.respectively unless braced throughout their length by //.v� t ` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact ad b uous sheathing gi N o lateral bresuch as d plywood required here s ovmandf.drywall(BCI. A U L p rldg rig g required whore shown«• SEQ.: K 15 8 0 9 7 8 4.No bad should be applied to any component turd any after all bradng and 4.Installation ofestruss 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 beds be applied to any component. and ere for`dry condition'of use. 5.Commit-ma has no control over and assumes no responsibility for the 6.Design sesames full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handful s assumes g,edfsmjectto installation T.Platlboded neoth Page lofprodded.an December 8,2015 B.This design Is furnished cabled to the limitations eel forth by 6.Plates shag be located on both faces or wee,and daces so their center TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrus Software 7.8.6 1 L-E 9.Diggs Indicate sire of plate In Ingres. MiTek USA,Inc./Com P ( ) to.For bask connector plate design values see ESR-1311,ESR-1868(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/Cg=1.00 TC: 2x4 KDDF $1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 153 1-4=(0) 0 HC: 2x4 KDDF R16BTR 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 = 92.0 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 HOOF ( 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. psf) uplift at 24 "oc spacing. 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 = 0.691" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 7.50 I' MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting 2 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. rh 0 v 0 o f- v10 o f I l y 4 0."-......-."4.1 -f c, M-3x9 J' y y 6-00 1-11 111 (4E PR()F�rn [PROVIDE FULL BEARING;Jts:1,9,2,3 ,11.,C t.NGIN4R /Ae 'L :9782PE v- JOB NAME : 5019-B POLYGON - BJ4 • �, Scale: 0.5074 WARNINGS: GENERAL NOTES, unless otherwise noted: Alf Truss BJ 9 ( Builder and erection contractor Mount be adWeed of as General Nates 1.This design a based only upon the parameters shown and a for an IneWleual 'EG O N h^• and Warnings before construction commences bulldog component Applicability of design parameters end proper S. ,, 1254 compression web bredng must be Installed where shown*. Incorporation o/component la the responsibility of the budding designer. 'q 2�q RY 1`� Q� 3 Additional temporary bracthg to Insure stability during construction P Design assumes the lap and bottom chorda b be leleretiy treses et a the responsibility of the erector.Additional!permanent bracing of Tcoo c ars at 10 o.e respectively unless braced throughout their length by `t DATE: 12/8/2015 the overall structure h the responsibility of the building dealgner, continuous sheathing such as plywood sheathing(TC)whereC)and/or erywa!!(BC). A U.L ? v 4.No bad should be applied to anycomponent g a 4.In2Impactoftruss bridging isor lateral prating required the e shown contractor.a a I•' `` SEQ.: K1580979edcorn dung!eked geaedn nd 5.Designassumesumarissaretoneiue Itherespecrosiniron fasteners w arecompletebe alie andan no e should any loads greater man 5.Design r Nirytrussesnare u e.used In a non-corrosive environment, TRANS ID: LINK design nada applies to any component and are(«wary condition.of use. s� 5.Compslnis has no ventral sue and assumes no responsibility for the fi.Design assumes full bearing et all supports shown.Shim Of wedge 6 EXPIRES: 12/31/2016 fabrication,handling,shipment and Mslalleibn of components, 7.Design assumes adequate drainage is prodded. I.This design is furnished subject to the limitation M set Ioby 8.plates shall be Neared on bath faces of truss,and placed so than center December 8,201 5 TPIIWTCA in SCSI,copies of which will be furnished upon request. Tines coincide with joint cellar lines. For MiTek USA,Inc./CompuTrus Sa/IwSoftware7.8.6(1 L)-E 9. a Indicate sNe of plate in inches, 10.FFor basic connector plate design values see ESR-1317,ESR-1 gas(MiTek) I 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: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=(-225) 208 1-4= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -90) 40 (0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.5" -21/ 235V -69/ 185H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -199/ 370V 0/ OH 1.50" 0.97 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 IOPSF LIVE LOAD. TOP CON D. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 (- psf) uplift at 24 "oc spacing. 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 = 0.691" . 3 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" () MAX 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 22in the plane of the truss only. A, a r 0 o , c fra o f 0 M-3x4 y y 6-00 3-11-11 (POVIDE FULL BEARING;Jts:1,4,2,3 ,GINE&• �p� � PF4. s �, .0„ ((. V s89782PE r JOB NAME : 5019-B POLYGON - BJ5 ��'' --..•' • • Scale: 0.4382 WARNINGS: GENERAL NOTES, unless otherwise noted: 4411, Truss: Bt7 S 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 9 OREGON q"h and Warnings before construction commend building component.AppllcabiNty of design parameters and proper of component g 2.1 compression web bredng must be Installed where shown+ Irroorporalion Is M°responsibility of Be building designer. �'}�a., 3 Additional temporary bracing to Insure Stability during construction2.Design assumes the by and bottom chords to be laterally braced at 1:9 (../ RY 15 2- `"CC__j is the responsibility of the erector.Additional permanent bracing of 2'o,e.end et 10'o.e.respecgvety unless braced throughout mak length by DATE: 12/8/2015 the overall structure Is the responsibility of the building designer.' continuouslopedsheathing or etch l os aciplyng re tiredsheatwhere s and/or drywail(BC). 1 �• Y (•�� 9 3.20 Impact bridging or labral bracing required where shown++ L v SEQ.: K1580980 4.No bad should be applied to any component until after all brectng and 4.Installation of truss I°the responsibility of the respective contractor. fasteners are complete and at no time should any hada greater than 5.Design assumes trusses are to be used in a noncorrosive environment TRANS ID: LINK design madebeapplied bany component. and are for"dry condition^or use. 5.CompuTrus has no control over and assumes no responsibility for the 5.Desks assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31./201.6 febdcetion,handling,shipment and installation of components. T. necessary. esiy assumes adequate drainage b provided. December 8,201 5 5.This design is furnished subject to the limitations set form by 8.Plates shag be beefed on both faces of truss,and placed so their center TPIP TCA In SCSI.copies of which will be furnished upon request. lines colnnide with joint center lines. Wel(USA,Inc./OompuTrus Software 7.6.6(1 L)-E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(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/Cil=1.00 TC: 2x4 ROOF #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=(-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 I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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" f f 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 V MAX HORIZ. LL DEFL = -0.006" @ 5'- 4.0" MAX HORIZ. TL DEFL - 0.008" @ 5'- 4.0" 4 -f Design conforms to main windforce-resisting M-4x6 fj system and components and cladding criteria- . ,y Wind: 140 mph, h=20.4ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, .-1 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), I w load duration factor=1,6, o Truss designed for wind loads ♦j� N in the plane of the truss only. 1 - 1- . 1-4" 11'.' 111. c 7 05111:- ,t2 ill o I M-1.5x3 1 El. m o of I z't M6-3x4 0 M-3x4 M-3x5 l ), y , 2-03-12 3-00-03 0-08-01 b ). b 1 1-00 2-05-08 6-00 3-06-08 ry (PROVIDE FULL BEARING;Jts:2,4,7 I 4 G P R pp c_ I N E s/� 2 �w :9782PE 9r JOB NAME : 5019-B POLYGON - CJ2 ��� • Scale: 0.5646 WARNINGS: GENERAL NOTES, unless otherwise noted: Vir (/ Truss: CJ2 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon Be parameters shown and Is/or an Indoldual i OREGON h' end Wamings before construction commences. building component.Applicability o/design parameter end proper //� `' 2 2x4 compreasbn web bracing moat be Installed where shown+ Incorporation of component la the respond to of the building designer. Vit { �� 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bosom chows to be laterally braced al ''l1R y1 � . Is be responsibility of the erector:Additional permanent bracing of 2'o.c.end al 10'o.c.raspedlvely unless braced throughout their length by „ DATE: 12/8/2015 the overall structure Is the responsibility of IM building designer. congruous sheathing etches acinplywg re air a where)and/or rye ll(BC). f:,4 UL 1 3.2z Impact bridging or lateral bracing required wheys shown++ SEQ.: Ki5 8 0 9 81 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 loads greater than 5.Design assumes trusses are to be used in a non-corrosive enWmnment, TRANS I D: LINK design bads be applied to any component. end are for 1dry condition•of use. 5.can uTrae has no control over and assumes no res 8.Gaston assumes toll bearing at all supports shown.Shim or wedge H EXPIRES: 12/31/2016 fabrication,handling.shipment end installation of responsibility /or the necessary. 7.Design assumes adequate drainage N provided. December 8,2015 8.This design is furnished subject to the limitations set forth by A Plates shall be boated on both faces of truss,and placed so their center TPIIWTCA in BCS:,copies of which will be famished upon request. lines coincide with joint center line. 0.Diggs Indicate size of plate In Indies. MiTek USA,Ina./CompuTrus Software 7.6.6(1L)-E to.For bask connector plate design values see ES12-1311,ESR-loge(Wok) 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=(-134) 187 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-270) 59 5-7=(-228) 313 5-3=( 0) 50 WEBS: 204 KDDF STAND 3-4=( -65) 53 3-7=(-327) 238 LOADING TC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PST LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -95/ 393V -93/ 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 lOPSF LIVE LOAD. TOP ICONS. 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" 5-11-11 MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 1' 4 MAX HORIZ. LL DEFL = -0.014" @ 5'- 4.0" J 12 MAX HORIZ. TL DEFL - 0.015" @ 5'- 4.0" 7.50 14 w Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCOL=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-4x6 '^ in the plane of the truss only. 0 3 m 110 7=11111111111.MIM -,NIo M-1.5x3 to 1 ► M6-3x4 0 M-3x4 M-3x5 b b b J• 2-03-12 3-00-03 0-08-01 1 b b 1 1-00 2-05-08 6-00 3-06-08 c% [' IPROVIDE FULL BEARING;Jts:2,7,4 ��[��� ����G;�^ �� NGINEF9 J/qt, e:t' :9782PE rr" JOB NAME : 5019-B POLYGON - CJ3 • ,#. -•' Scale: 0.5115 WARNINGS: GENERAL NOTES, unless otherwise noted: �/ v / yJ Truss: C xT3 1.Builder and erection contractor should be addend of all General Nates 1.This design Is based only upon the parameters Mown and Is for en Indidual "59 O R EG ON a`- and Warnings before construction commences. building component.Applicability of design parameters and proper �/ 2� "Y" 2.2x4 compression web bracing must be Installed where shown•. Incorparellon W • component la Me responslblXty of the batching dealgner. (144 V �+� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �1A.y1 la the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'arc.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ire* pA U{ +n 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.: K 1 5 8 O 9 8 2 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the reaponelblllty 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 non.orrasive environment TRANS I D: LINK design loads be applied to any component and are for"dry condition•of use. S.CompuTrus hes no conbd over and assumes no responsibility for the 8.Design assumes full beefing at It supporta shown.Shim or wedge X EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. necessary. 7.Design assumes adequate drainage is prodded. December 8,2015 S.This design is famished subfect to Be Xmitatbns set forth by S.Plates shell be located on both faces of truss,and placed so their center ' TPIiWTCA In BC51,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Diggs Indicate sloe of plate In Inches. MiTek USA,Inc./CompuTnls Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1893(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 916BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=1 -82) 187 7-6= 0) 18 BC: 2,1 ROOF $16BTR SPACED 24.0" O.C. 2-3=(-270) 59 6-8=(-141) 313 6-3=1 0) 50 WEBS: 2x4 KDDF STAND -- 3-9=1-179) 98 3-8=(-327) 147 LOADING 4-5=1-119) 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/ 1960 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 net1-5 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" T T MAX TL CREEP DEFL= -0.019" @ 2'- 3.8" Allowed = 0.339" 5MAX LL DEFL = -0.039" @ 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" 7.50 MAX HORIZ. TL DEFL = 0.015" @ 5'- 9.0" 4 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL-9.2,BCDL-6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor-1.6, aTruss designed for wind loads M-9x6 in the plane of the truss only. 3 illiONMMUNIft Allilt:-- --7 o � ....-- 0 8 -� i m r M-1.5x3 v.1 l 1 �� Ml 3x4 0l o • M-3x4 M-3x5 b 1 b b 2-03-12 3-00-03 0-08-01 1 b b y 1-00 , 2-05-08 5-06-03 , y cp 6-00 1-11-11 \�'8 C` f (7�n�+ „. !PROVIDE FULL BEARING;Jts:2,8,4 I rcJ' INE , G9V/(2 VV 89782PE 9r JOB NAME : 5019-B POLYGON - CJ4 • Scale: 0.9172 '-.[ WARNINGS: GENERAL NOTES, Unlace othsrelea rated: -. OREGON 47 Truss: C J4 1.Bulmer and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and Is for en indMduat a', and warnings before construction commences. building component.Applbabrfty of design parameters and proper (,� 2.2x4 compression web bracing must be installed where shown v, Incorporegon of component la the responsibility of the building designer. �s ��1�. 3.AtldHlonal temporary bracing to Insure stability during construction 2,Design assumes the lop and bottom chords b be laterally braced al I`'� �C la the responsibility of the erector.Additional permanent bracing of 2'o.c.and at rM o.0.respectively unless homed throughout their length by /fes_ DATE: 12/8/2015 the overall structure Is the responsibility of the bantling designer. continuous sheathing such as plywood required where and/or drywall(BC). i �" �s 7.In impact bridging or lateral bradrg where elrown a. /•� SEQ.: K 15 8 0 9 8 3 4.Na bad should be applied b any component until after all bredng and 4.Installation of russ 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 non-corrosive environment, TRANS ID: LINK design bads be applied to any component and are for dry condition'or use. 5.Compares hes no control over end assumes no respondbinty for the 6.Design assumes tun bearing al all supports shim or wedge n EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. necessary. 6.This design is furnished subject to the limitations set forth8.Plates sa ll b ea adequate oth face is provided. an December 8,201 5 by 8.Plates shell be located on both feces of tress,and placed so Melr center • TPIAVICA b SCSI,copies of which will be famished upon request. Imes coincide with joint canter Imes. MiTek USA,Inc./Com UTNs Software 7.6.6 1 L-E 9.Digits indicate she of plate i"Inches. p ( ) ro For bast;connector plate design vabes see ESR-1311,ESR-1999(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) 146 7-6=1 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-226) 62 6-8=(-130) 243 6-3=( 0) 49 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. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL= 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 374V -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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" f 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" jl MAX HORIZ. LL DEFL = 0.009" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 oiordo 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. q 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. M-4x6 3 ! . ..__ �A l -a M-1.5x3 l0 1 M3x4 0 M-3x4 M-3x5 y b l 1 2-03-12 3-00-03 0-08-01 J, 1 y y 1-00 y 2-05-08 7-p6-03 y co PROF 3-11-11 6-00 (PROVIDE FULLY BEARING;Jts:2,8,9 5 4,47 •-_, ��"INE . `r/0 4,4/ 4 89782PE ter" JOB NAME : 5019-B POLYGON - CJ5 Scale: 0.3706 '`r (a"" MOW WARNINGS: GENERAL NOTES, unless otherwise noted: \\ 4) Truss: CJ5 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 1'4, ORE GO N Dei and Warnings before construction commences building component Applicability of design parameters and proper �''" 2 2x4 compression web bradng must be Installed where shown 4. incoryarelbn of component Is me responsibility of the building designer .1;451, ,�} �'}�s • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unless ba to be laterally braced at ] �q RY Cj ���(,-. le the responsibility of the erector.Additional permanent bracing o! 2 ex.and et 70 o.c.respectively unless breeed throughout melt length by J DATE: 12/8/2015 the overall structure b the responsibility of me building designer. continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). PA U L Y'1 3.2x Impact bridging or lateral bracing required where shown++ !""� `' SEQ.: Ki5 8 0 9 8 4 4.No bad should be applied to any component until alter all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners am complete and at no time should any loads greater than 5.Design assumes busses are to be used M a noncorrosive anWronment, TRANS 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 to responsibility for the 6.Design assumes full bearing et all support.shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. necessary.7l,. B.This design isfurnished subject todrelimitations set forth by n.Design shellEsCassumes adedon otdrhlfayehprusls, December 8,2015 B.Pietas be boated on ler feces of Was,and placed so melt center TPUWTCA In am.copies of which will be furnished upon request. Tires coincide with)tint canter lines. 5.Digits Indicate slze of plate M Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 555(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/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2- 8=(-102) 149 8- 7=( 0) 18 BC: 2x4 KDDF #16BTR 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)+01( 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 HOOF ( 625) 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 "ow spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 MAX LL DEFL -0.002" @ -1'- 0.0" Allowed 0.100" f MAX TL CREEP DEFL = -0.003" 9 -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" 9 5'- 4.0" MAX HORIZ. TLDEFL = 0.012" @ 5'- 4.0" 12 0 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. .~-f Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 - cv (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor-1.6, I Truss designed for wind loads r) r g in the plane of the truss only. M-4x6 3 10A ibillAilosw._ .- o diglE - Cr 'Ik 0-m o M-1.5x3 o ii M83x4 'o o M-3x4 M-3x5 y y l ). 2-03-12 3-00-03 0-08-01 y1-00, 2-05-08 y , 9-06-03 ,I' ,`fit . P QFess 6-00 5-11-11 �,Cj V�GINc :is:, /Q (PROVIDE FULL BEARING;Jts:2,9,4,5 I tea/.. v .e� 8.782PE c- • JOB NAME : 5019-B POLYGON - CJ6 Scale: 0.3204 . �• _�,... WARNINGS: GENERAL NOTES, unless otherwise noted: CeO" Truss: CJ6 and Wa41, 1.Sunder rnings bnd efore con nsenclion ccomactor d be mences. of all General Notes building comThls design ps onent.nt.Applicad only abiNry of design paren the parameters ahown meters andlapropem lndNidual F�OREGON�h� 2 2x4 compression web bracing must be Installed where shown. incorporation W component is the reepoe iblllty of the building designer. 1, AIRY A 5 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom unlesschofor b be laterally braced at Is the responsibility of the erector.Additional penesnenl bracing of 2'o.c.and at 10'o.c.respectively braced throughout their length by `� DATE: 12/8/2015 me overall structure laths responsibility of the baldingdesigner. Imp continuous sheathing such as plywood requiredsheatlrhg(TC)and/or drywall(SC). PAUL ` g 3.25 Impact bridging or lateral bracing where shown++ SEQ.: Ki5 8 0 9 8 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbluty of the respective contractor. fasteners are complete end et no time should any loads greater than 5.Design assumes hisses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for•dry oohditbn"of use. 5.CanpuTrus hes no contrct over and assumes no responsibility for the 8.Design assumes full bearing at all supports steer.Shim w wedge t EXPIRES: 12/31/2016 fabrication.handling.shipment end installation of components. necessary.ss 5.This designfurnished subject to the limitations eel forth 7.Plates"hall be adequate drainage Is toes, . December 8,201 5 ie ) by 8.Piec incil be located on bothercess of Inds,and plead so their center TPIhVICA In BGS(,copies of whish will ba furnished upon request. lines coincide with joint center livres. 9.Digits MiTek USA,Inc./CompuTn s Software 7.8.6(10-E to.For baisicconnector late ign values p design es. see ESR-1311,ESR-1088(MITeI() 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 p1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.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. '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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" 120 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 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" 3 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" • 0 Design conforms to main windforce-resisting system and components and cladding criteria.7Wind: 140 mph, h=21.7ft, TCDL=4.2,HCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.H, MWFRS(Dir), cs load duration factor-l.6, I Truss designed for wind loads in in the plane of the truss only. io o / aPii of i 1 21•� 51► 0 M-3x4 1' b 1 1' 1-00 . 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,5,3,4 I ���`� O�C j�st-P Q 89782PE 9r" JOB NAME •. 5019-B POLYGON - EJ3 f' -.r► • • Scale: 0.5080 NWWARNINGS: GENERAL NOTES, unless otherwise noted: CI " Truss: E J3 1.Budder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and is for an IndNidual hham end Warnings before construction commences. building component.Applicability of design parameters and proper OREGON ri% 2.2x4 compression web bracing must be Installed where shown i. incorporation of component la the responsibility of the building designer. °�y 4 y � 3 Additional �� bnal tam 2.Design assumes the top end bottom herds to be laterally braced et `7 1 temporary bracing to Insure stability Wring construction 2 o c.end et 10 o c.respectively unless braced throughout their length by Is the responsibility stun of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(80). DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ �/a UL SEQ.: K 15 8 0 9 8 6 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the reepectNe canlrector. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina nomtroeosive environment, • TRANS ID: LINK design loads be applied to any component. and ere for•drycondisnn•s(uns. 5.CompuTrus has no control over and assumes no responsibility for the a. Design sesames hill beating at all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment a Design a.. p pment end,5 installation of components. T. assumes adequate drainage la prodded. December°,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPIANTCA In BM.copies of witch will be furnished upon request. lines coincide with joint center Imes. MiTek USA,Inc./Com uTrvs Software 7.8.8 - 5.Digits Indicate size of plate In inches. 1 LE P ( ) t0.For basic connector plate design values see ESR-1311,ESR-1885(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: 2x9 KDDF A'1&13TR LOAD DURATION INCREASE = 1.15 1-2=( • 0) 60 2-5=(0) 0 BC: 2x4 KDDF 811BTR SPACED 24.0" O.C. 2-3=(-223) 205 3-9=( -89) 90 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 POP 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/ 0H 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" 0.19 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. ICONS. 2:. Design checked for net)-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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= 0.006" �j MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.008" MAX TC PANEL LL DEFL = 0.039" @ 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'- 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, f.1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), of load duration factor-l.6, r Truss designed for wind loads o in the plane of the truss only. o /- I o /- -/5►� -/ o M-3x4 J, J' > > g^� PR 1-00 6-00 3-11-11 �C,R%, 'r0F4 , (PROVIDE FULL BEARING;Jts:2,5,3,4 !!,, ` GIN C,, <2 a.' 89782PE -.A- r • JOB NAME : 5019-B POLYGON - EJ4 ^ ,�, `/ Scale: 0.9386 / /' •. �^ WARNINGS: GENERAL NOTES, unlessothervdse noted: ti.s'.� OREGON/'�y�, 4 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 74 O R EG OI V M1" Truss: EJ4 and warnings before construction commences. building component.Applicability of design parameters and proper /fN 2 2.2x4 compression web bredng must be installed where shown•. Incorporation of component la Me responsibility of the bulking designer. ".e 7 11/I G '�' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced an 7 '1 J is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'op respectively unless braced throughout their length byIt NI ' DATE: 12/8/2015 the overall structure Is the responsibility f the building tea continuous sheathing such as plywood shoe whereC)and/or drywan(BC). PA U�-. �\ pons dy o g igner. 3.2x Impact bridging or lateral bracing required shown•• SEQ.: Ki 55 8 0 9 8 7 4.No load shoed 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 greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design wads be applied to any component. and are for'dry condman^mf use. 5.CompuTnre hes no control over and assumes no responsibility for the 8.Design necessary.assumes loll bearing at all supporta shown.Shim o wedge if EXPIRES: 12/31/2016 t� 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 laces of truss,and pieced so Melt center TPI50TCA in SCSI,copies of which wig be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate sloe of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 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 ROOF 816BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=1-223) 208 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING • BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 RODE ( 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 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" • MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed= 0.031" �A 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" 7.50 MAX 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, ) N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), of load duration factor-1.6, o` Truss designed for wind loads 0 I in the plane of the truss only. m tD i m I o M-3x4 y l y y 1-00 6-00 4-02-12 fie, PR >Q 'PROVIDE FULL BEARING;Jts:2,5,3,4 ' 'v G' 4 izt 89782PE �r JOB NAME : 5019-B POLYGON - EJ5 • .,�t - Scale: 0.4371 7 v�"_ WARNINGS: GENERAL NOTES, unless otherwise noted: t/ 4) Truss: E J 5 1.Builder and erection contractor Mould be advised of ell General Notes 1.This design is hosed only upon the parameters shown and N for an Indtiduel T O R EGO N sem'. and Warnings before construction commences. building component Applicability of design parameters end proper V hV �4` 2 2x4 compression web bracing must be Installed where shown 4. lnoapoetlon of component la the responsibility of the building designer. (/^ V 3.Additional temporary bracing to insure stability during construction 2.Design and sItassumes the top and bosom unlesschotar to be throughoutlbraced at 'l Is the responsibility of the erector.Additional permanent bracing of 2'o.c,end et 10'a.c.respectively braced their length by ` DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 2s impact sheathing such as plywood sheathing(TC)and/or drywall(BC). PA U 3. Impact bridging or lateral bredrg required where shown« SEQ.: K 15 8 0 9 8 8 4.No bed should be applied to any component until after all bracing end 4.Installation a of truss Ia the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater then 5.Design assumes busses are to be used in e non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end are for'dry condition'of use. 5.CompuTros has no control over end assumes no responsibility for the 6.Design sesames NII bearing al all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. necessary. by 8.Plates hvameladeduo both is truss,d.an December 8,2015 8.This designis furnished subjectto the limitations set forth 8.Plates Ghali be located on boM feces of Was,end placed w their center TPIANCA in SCSI.copies of which will be furnished upon request. lines coincide with Joint center lines. g.Digits indicate she of plate h inches. MiTek USA,Inc./COmpuTrus Software 7.6.6(1 L)-E 10.For beak connector plate design values see ESR-1311,ESR-181313(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 RODE R1&BTR. SPACED 24.0" O.C. 2-3=(0) 85 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX BORE 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. ICOND. 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 T T 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 -v o 0 -/ 1 M-3x4 1-00 'PROVIDE FULL BEARING)Jts:2,3,4 9-00 2 89782PE JOB NAME : 5019-B POLYGON - FJ1 • ]�CJ�� - scale: 0.5747 -- j WARNINGS: GENERAL NOTES, unless othemleenoted Tim OREGON Truss: FJ 1 Builder and erection contractor should be adoeed of all General Notes This design le based only upon the parameters shown and Is for en individual at and Warnings before construction commences. building component Applicability of design parameters and proper 2 2 2x4 compression web bracing must be Installed where shown 0. Incorporation of component Is the responsibility or the building des gmr ..f/� �/1 ry 4 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords M be laterally braced M 7 'ill f'r 1 Is Ore responsibility of the erector.Additional permarxent bracing of 2 o c.and at 10 04.respectively unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. continuous sheathing or suchr l b acinplyag re uirsd where er shown and/0 drywall(BC). PAUL �\ 3.25 Impact bridging or lateral bracing required where ++ SEQ.: K 15 8 0 9 8 9 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is Be responsibility is be ltlty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trioses are to be used in a non-corrosive environment TRANS I D: LINK design loads be applied to any component. end are for'dry condition'of use. 5.compurrua has no coned over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.shim or wedge n 6 fabrication.handling,shipment and Installation of components. necessary. EXPIRES: 2�3 /201. 6.TMs designfurnished subject to the limitations set forth H.Designshall assumes adequate drainage la prodded.s,endDecember 8,201 5 AIn ) by H.Plates mall be with join on both tacos of truss, placetl oro their center TPIN✓TCA In SCSI,copies of which will be furnished upon request. Imes coincide (DIM center Imes. Milok USA,InWCom UTNB Software 7.6.6(10-E 9.Digits Indicate size of plate in Inches. P10.For bask connector plata design values core ESR-1311,ESR-1888(Web) 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&STR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-37) 76 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF CO- 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 PIE 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. 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 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 T T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 p 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 in the plane of the truss only. rh f i O -/ 10020 O 1 M-3x4 1 b y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 9-00 Co �GINEfi s/ _NJ 89782PE „' JOB NAME : 5019-B POLYGON - FJ2 J( �/ Scale: 0.5247 1. G� BMW WARNINGS: GENERAL NOTES, unless otherwise noted: 4.04 Truss: FJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end le for an individual "'q EOR EGO N and Warnings before construction commences. building component.Applicability of design parameters and proper V • 25 S`• 2.2x4 compression web bracing must be installed where shown s. Incorporation of component Is the responsibility of the building designer. &aq V � 7.Additional tem 2.Design assumes the top and bottom chords to be laterally braced at 4 temporary bracing to Insure stability Ounrg construction 2'o.c.and at 10'o.n.respectively unless braced throughout their length by is the responsibility or the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). PA U.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+. SEQ. : Ki5 8 0 9 9 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contract°/. _ fasteners are complete and at no time should any loads greater than 5.Design a mes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are foor'drycondmon.'ofuse. 5.Compulet has no control over and assumes no respansibirty for the 6.Design assumes lull bearing al all supporta shown.Shim or wedge 6 y. EXPIRES: 12/31/2016 fabrication,handling, 7. Signnecmsa assumes 6.This design is furnished subject to the Imitationsinstallation f set forth bys 8.Plates nshall be located uon both facesate e lof ts russ,and placed so their center December 8,2015 TPI/VVTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate slze o/plate In inches. MiTek USA,Ino./CompuTrus Software 7.8.6(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1953(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 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/ 1750 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. ICOND. 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" 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), m load duration factor=l.6, II Truss designed for wind loads o' in the plane of the truss only. 0 ko 0 ss i r�I I 2MM 5M M-3x4 I b y 1 1-00 6-00 1-11-11 �cu PRO,r�. (PROVIDE FULL BEARING;Jts:2,5,3,9 \car CC NG I N E!�',(C��^/ w 17 :9782PE r" JOB NAME : 5019-B POLYGON - FJ3 ,i -.10' Scale: 0.5080 WARNINGS: GENERAL NOTES, unless otherwise noted: '/ G/ ? Truss: FJ3 Gunder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an IndNIdual -y OREGON >r end Warnings before construction commences. building component Applicability of design parameters and proper 2 (y� �'" Z 2x4 compresfton web bracing must be Metalled where shown+, Incorporation of component is the responsibility of the building designer. .,[7 L,q h V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 7 ^I J'� Is the responsibility of aro erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. continuousxImps. sheathing or ouch l b plywood airedsheathing(7C)eresand/or•drywalOBC). 1-A U P'\ Dons h 9 g 3.2x Impact bridging or lateral bracing required where shown+ SEQ.: Ki5 8 0 9 9 3 4.No bad ahold be applied to any component until after all bracing and 4.Installation of nice u the responsibility of Me reepecthe contractor. fasteners are complete end at no Bee should any loads greater than 6.Design assumes trines are to be used in a non-corrosive environment, TRANS I D- LINK design loads be applied to any component. and are for"dry condition.'of use. S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et en supports shown.Shim or wedge B EXPIRES: 12/31/2016 e..,. fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is prodded. December 8,201 5 6.This design is furnished subject to t e limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA In BM,copies of which w111 be furnished upon request lines coincide with joint confer lines. uTrus Software 7.6.8 1 L-E 9.Digits Indicate size of plate in inches. MiTek USA,Inc/Com P ( ) le 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'- 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 #16BTR 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 BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 379V -73/ 215H 5.50" 0.60 ROOF ( 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 floc 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" '�5 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 I " Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads �) in the plane of the truss only. o O f 2 111 -� �� -� M-3x9 b y Y y r F� 1-00 6-00 3-11-11 r90 PRopk. (PROVIDE FULL BEARING;Jts:2,5,3,4 ‘AGI N E9 /© :9782PE �v-- JOB NAME : 5019-B POLYGON - FJ4 • i -"Or Scale: 0.9386NMI / 1.Builder nd erection contractor should be advised of all General Notes GENERAL1.Thiesign N based othy upon th the shown and Is for en individual � / " Truss: FJ4building 9 OREGON and Warnings before construction carmm�cea o aompo c m component is the of design parameters and deG �/f (:)K. 2 2x4 compreaslon web bracing must be Installed where shown+ Incorporation of component la the reaponelbiky of the bulklr�g dealgner. rA 4 R`' 3 Additional temporary bracing to Insure stability during conalruGlon 2 Design assumes the top and bottom chords to be laterally braced at �1 Y Is the re Ib10 permanent g o 2 o e.end at 10'tic.respectively unless braced throughout their length by Fir aeons ty of the erector.Additional t bracin f continuous sheathing such as plywood sheath�q(TC)and/w drywall(BC). p/(U t + `� DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3 2x Impact bridging or lateral bracing required where shown++ PAUL SEQ.: Ki 5 8 0 9 9 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of me reepectke contractor. fasteners ere complete and at no time should am loads greater man 5.Design assumes tosses are to be used in a noncorrosive environment. TRANS I D- LINK design loads be applied to any component. and are for'dry condition•of use. 5.CompuTms has no control over assumes no responsibility for the 8.Design assumes full bearing al ell supports shown.Shim or wedge H EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. saery. 5.This deal famished subject to the limitations set forth 7.Design hall b el adequate drainage h provided.an December 8,2015 design is J by 5.Pietas shapes band on ter feces of buss,and placed so their anter TPBWICA In SCSI,wpbs of which will be furnished upon request lines coincide with Joint sander HMOs. 9.Digits indicate Gm ofate Inr inches. MiTek USA,Inc./Com uTns Software 7.6.6 1L-E 10.Do,basic connector onr plate inn values see EBR-1311,ESR-1985(MRak) 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 RODE #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 0= 12"OC. LION. 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" ' -22/ 374V -73/ 2166 5.50" 0.60 KDDF ( 625) LL = 25 PIE 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" 0.97 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 [ g 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" y MAX Ti 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" '0 MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL Ti DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" 7.50 MAX HORIZ. Ti DEFL = -0.003" @ 9'- 11.2" 177 Design conforms to main windforce-resisting system and components and cladding criteria. • 3 Wind: 190 mph, h=22.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, N' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .a load duration factor-1.6, • m Truss designed for wind loads o in the plane of the truss only. ,f7a / o � _� 5. . 1 M-3x4 b b i' )' 1-00 6-00 4-04 ,`fit E�^PRQ�F(s [PROVIDE FULL BEARING;Jts:2,5,3,4 [ rA\C3 - 0,ti,�',V 4•^ /!f cr. 89782PE r JOB NAME : 5019-B POLYGON - FJ5 Scale. 0.4315 WARNINGS: GENERAL NOTES, unless otherwise noted: -9 OREGON �`' Truss: FJ5 1.Builder and erection connecter should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an indNiduel K and Wamings before construction commences building component.Applicability of design parameters and proper o'V 2 2x4 compreaslon web bracing must be installed where shown« Incorporation of component Is the responsibility o,the building designer. ,.(y���} V � 0.Additional temporary bredng to Insure stability during construction 2 Design assumes the lop end bottom chards b be laterally braced at 7 'lRY li Is the responsibility of the erector.Additional permanent bractng of T o c and al 10 o.c.respectively unless braced throughout melt length by \ �/ DATE: 12/8/2015 the overall structure is the responsibility of the buildingdesigner. continuous sheathing or.ucn as plywood sheathing(TC)wheres anebr erywml(Bq. P n U U 9 po^ ty 9 3.2x Impact bridging lateral bradng required shown C i9 SEQ. : KiS 8 0 9 9 S 4.No bad should be applied to any component until after all braang end 4.Installation of buss Is the responsibility or the respective contractor. fastener,are complete and at no time should any loads greeter Men 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design beds be applied to any component. end are for'dry conditlan'of use. 5.CompuTma has no control over end assumes no responsibility for the S.Design assumes lull bearing at all supports shown.Shim or wedge d EXPIRES: 1G/]q/ryVnecmsary. fabrication.handling,shipment and installation of components. 8.This desinisfurnishedsd,ecttomelimitationssetforthb 7.Designresshellassel adedneothltecehprussend. December 8,2015 n 9.Plates be located on idem laces of Wsa,and placed rip matt center TPIMTCA in BCS[,copies of wild,will be famished upon request. lines coincide withjoint centerlines. 9.Digit.indicate dee t plate n Inches. MiTek USA,Inc./Com uTrus Software 7.8.8 IL-E 1O.For basic connector plata design values see ESR-7311,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 #110TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x4 KDDF #161370 SPACED 24.0" O.C. 2-3=(-469) 453 TC LATERAL SUPPORT <- 12"00. UON. LOADING 4-5=(-231) 200 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 POP 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 BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ./N. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -145/ 423H 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" -208/ 348V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF 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: Desi n checked for net(-5 g psf) uplift at 24 "oc spacing. 6 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 = -0.056" @ 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 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, q (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), l load duration factor=1.6, M-3x5(S) �, o Truss designed for wind loads l in the plane of the truss only. 4,1 PQ 1 k0 0 c 1 g'_� o M-3x4 �.CtiD PR-.°F4-R pFfis�S y y y y �`� NGINF /O 1-00 6-00 13-03-04 4z,....-,, LJ 9 (PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,7 I d 9 782 P C �r • JOB NAME : 5019-B POLYGON - FL710r. Sale: 0.2585 fes,' `• AIM WARNINGS: GENERAL NOTES, unless otherwise noted: (,e.. OREGON �Oyu TrussFJ10 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is far an Individual (:)N•nd Warnings before construction commences building component Applicability of design parameters and proper 2Ry A6 gy(:)N• 2 2e4 compression web bracing must be Installed where shown•. Incorporation of component b the responsibility of me building designer. ���///y &/l V {�h. 2.Design assumes the lop and bottom chords to be laterally braced al 7 )4_ �1 3.Additional temporary bracing to Insure stability dump construction T o c and at 10.ex.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/a drywall(BC) f), n U`L.. . DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2s impact bridging or lateral bracing required where shown•• E•l SEQ.: Ki5 8 0 9 9 6 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTms has no control over and assumes no responsibility for the 5.Design assumes full bearing at ail supports shown.Shim or wedge N EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 5.This design is furnished subject to the limitations set forth by 8.Plates shall be located of both faces of truss,and placed so their canter TPIANTCA in BC51,copies of which will be furnished upon request. lines coincide with)olnt center lines. uTrus Software 7.6.6(1 L-E g.Digits indicate size of plate In Inches. MiTek USA,Inc./Com F ) 10.For basic connector plate design values see ESR-1311,E5R.1g88(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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-49) 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" -58/ 296V -15/ 5911 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. ICOND. 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 m -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" 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 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=l.6, ' Truss designed for wind loads in the plane of the truss only. 0 t` 0 o ' l o2�$ 01,- ...A114 -f 1 M-3x9 • 1-00 [PROVIDE FULL BEARING;Jts:2,3,4 1 6-00 � ?6 O PROF4, <3 ..C1GI NEF9 /© 'rte 8•782PE fir' • JOB NAME : 5019-B POLYGON - J1 '' Scale: 0.6771 / a• i^ _-� WARNINGS: GENERAL NOTES, unless otherwise noted: ,/ (/�,y' _ X40 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and 8 for n Individual 7�OREGON z,'•-• „ Truss: J1andWarnings before coneWibn commences. building component Applicability of design parameters and proper J ('�. 2 244 compression web bracing must be Installed where shown 4, incorporation of component la Me roaporoibitlty of the building dealgner. .lJ l,/it h`' 4 G V �� 3 Additional temporary bracing to Insure stability during construction 2.Design n=ames the top and bosom chords k be laterally braced at 7 �l f'(Y 1:7 \ 2 o.c.and at ig en.respectively unless braced throughout their length by `�j b the responsibility of the erector.Additional permanent bracing of continuous sheathing each n plywood ahaething(TC)and/or drywall(BC). r7 "'2{U L s\\ DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing regmred where shown++ SEQ.: K 15 8 0 9 9 7 4.No toad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the rnpeilve contractor. fasteners are complete and at no time should any Made greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for Idly condition•of use. 5.CompuTrvs has no control over and assumes no responsibility for the B.Design assumes full bearing at ail supports shown.Shim or wedge if r'y I!� Iran febricalin,handling,shipment and installation of components. 6 necespry. EXPIRES: L'J nJ 1"Gi,71. 7.Design assumes aderai"age is provided. December 8,2015 8.This design Is furnished subject to the limitation set forth by B.Plates shall be locateddonan both faces of truss,end placed so their center TPIA TCA M SCSI.copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./Com uTnis Software 7.8.8 1L)-E g.ForDigits Isis cele size of lateplain design aa. P ( 1.For bask connector sizer plata tlnign vaNea see ESR-1311,ESR-1858(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 #16ETR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #16ETR SPACED 24.0" O.C. 2-3=(-76) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' 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" -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 "cc 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" 3-11-11. MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" ,( ,' MAX TC PANEL LL DEFL - 0.015" @ 2'- 2.2" Allowed - 0.268" 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 P7 MAX HORIZ. TL DEFL - -0.000" @ 3'- 10.9" 73 --f 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 lin in the plane of the truss only. 0 0 N o rte_ i 77 0 1 ��4 M-3x9 b J' 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 -S(c P R�FFss �,5 tiNGIN4. /© 2 `c 89782PE �<• JOB NAME : 5019-B POLYGON - J2 1 " / • Scale: 0.6021 7 WARNINGS: GENERAL NOTES, unless otherwise noted: Cdr. OREGON 1.Builder and erection contractor should be advised of as General Nates I.This design is based only upon the parameters shown and Is for an Individual S 92 OREGON �a•� Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper z 2x4 compression web bracing must be Installed where shown 4. incorporation m component I.he responsibility m me bulking designer. 9� (/q RY 5 �. 3 Additional temporary bracing to insure stability during construction P Design assumes the top end bottom chords b be laterally braced et is the responsibility o!the erector.Additional permanent bracing of 2 o.c.and et 10'o c respectively unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the responsibility of the buildingdetainer. 2,ccoImpact sheathing or etch as plywood required a where s and/or drywall(BC). 'a. �n +�♦ 3.2z Impact Dddghg or lateral bracing requlroe where strewn++ A SEQ.: K 15 8 0 9 9 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responeuRly of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes susses are to be used In a non-oonosiee environment TRANS ID: LINK design to do baa ted loan nest end ere for dry condition'of use. 5.CempuTrus has no control over end assumes no responsibility for the 8.Design assumes NII bearing et all supporta shown.Shim or wedge if EXPIRES; 12/31/2016 necesfabrication.handling,shipment and inatanenonofcomponents. T.Design s;umesedeeuetedrainage Cprodded. December 8,2015 5.This design is fumished subject to the limitations set forth by a.Plates shall be located on both faces of suss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. MiTek USA,Inc./Com uTrus Software 1 LE 7.8.6 - 9.Digits Indicate size of plate In Inches. P ( ) 10.For basic connector plate design values seen ESR-1311,ESR-1988(MRek) 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 HOOF #168TH LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF #1&13TR SPACED 29.0" 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/ I59V 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 '' 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. m1 0 0 c o f- i krof 2►�. 4111E241 M-3x4 )' b y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3 I cktp P R Or c;' `ANG I NE&'p /6- 89782PE 9r JOB NAME : 5019-B POLYGON - J3 % ...--....e."-.. '_.r' • . Scale: 0.5502 11111/ WARNINGS: GENERAL NOTES, unless otherwise noted: (� Truss: J3 1.sunder and erection contractor should be edvleed of all General Nates 1.This design Is based only upon the parameters shown and is for an IndNidual "I OREGON O. and Warnings before construction commences. building component.ApplicabNly of design parameters and proper [[r1 Z Pz4 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the building designer. A � 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the by and bottom chords to be laterally braced al .1;9 4R /� Is the responsibility of the erector.Additional permanent bracing of 2'a e.and at 10'o G respectively unless braced throughout their length by �`(� DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 2x.ImpcontinImpact sheathing such as plywood aired here s own+drywall(BC). Lj�s�L. fS 3.2z Impact brMging or lateral bracing required where shown+ r iA 1. C SEQ.: Ki5 8 0 9 9 9 4.No bad should be applied M any component until after all bracing and 4.Installation of truss Is the reeponaibilily of the respective contractor. fasteners are complete and at no time should any leads greater than 5.Dasign assumes trusses are robe used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for`dry condition`of use. 5.CompuTnn has no control over and assumes no responsibility for the 6.Deep n assumes full bearing at all supports shown.Shim or wedge N EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. eery. 8.This design is furnished subject to the limitatiolssat forth by L Design shell locaedon bdoth faces trusls, December 8,2015 8.Plates shell be located on both laces of truss,and placed an their ranter TP1M/TCA 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./Cempolrus Software 7.8.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1999(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 81613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-168) 152 C LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -75) 30 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 BORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 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" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed= 0.641" 12 ) 7.50 V MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX BORIZ. TL DEFL = -0.002" @ 7'- 10.9" 3 Design conforms to main windforce-resisting A 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), m load duration factor=1.6, 0 I Truss designed for wind loads N' in the plane of the truss only. 0 N ko O "-- t I CNI , 1 2► 5 m. '� M-3x4 b b y y 1-00 6-00 1-11-11 LV�`( PR ope. 'PROVIDE FULL BEARING;Jts:2,5,3,4 I C ��5 cGINEE•9 `S/O 4, -77 2 `:t• 89782PE r" JOB NAME : 5019-B POLYGON - J4 �, r ' .-1,.• • • Scale: 0.5080 NWWARNINGS, GENERAL NOTES, unless omarwise noted: `�„ Truss: J4 - Builder and erection contractor should be advised of all General Notes 1.This design is based only upon me parameters shown and Is for an individual ' OREGON O� 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 or the building designer. 3.Additional temporary bract to Insure stabil dud 2.Design assumes the lop and bottom chords b be laterally braced at .YY q Ry 5Q� n9 stability ng construction Y Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 70'o.q.respectively unless braced Throughout their length byir DATE: 12/8/2015 the overall structure la the reapnoeiblllly of the builtling designs,. continuous sheathing such se plywood sheathing(TC)and/or drywall(BC). /"PA U= t� 7.2x Impact bridging or lateral bracing required whore shown++ /'•� SEQ.: K 1 5 81 0 0 0 4.No bed should be applied to any component until after all bracing end 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greeter then 5.Design a es busses are to be used in noncno oslve environment, TRANS ID: LINK design bads be applied to any component. and ere for•dry condition•of use. 5.CompuTrus has no control over end assumes no responaibiity forme B.Design assumes full beating at all supports shown.Shim w wedge S EXPIRES: 12/31/2016 febrkalien,hendiinp,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by S.Plates shell be located on born faces of truss.and placed so their center December 8,2015 TPI'WTCA in 5151,copies of which will be furnished upon request. lines coincide with Joint center tree, MiTek USA,InciCompuTrus Software 7.6.6)1 L)-E 9.Digits Indicate size of plate In Inches. to.For bask connector plate design values see ESR-1311,ESR-1988(MiTekl 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&BTA 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 TC LATERAL SUPPORT <- 12"OC. UON. 3-9=( -90) 40 OADING 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/ 9117 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" WMAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" I 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, 6 5, Truss designed for wind loads o in the plane of the truss only. N o ,o ka o /- c o f 21"L".:----.15►� - 0 M-3x4 • > 1-00 y 6-00 y 3-11-11 b *\<(' ED PROP. (PROVIDE FULL BEARING;Jts:2,5,3,4 r`(•,\ ��3l N L: /!, '.6' 89782PE fir' JOB NAME : 5019-B POLYGON - J5 Scale: 0.4386 . /.r��L� \• WARNINGS: GENERAL NOTES, unless otherwise noted: 40 Truss: J51.BuilderBuilderand erection contractor mould be advised of all General Notes se This design Is bad o,Sy upon the parametersshown end is for en IndMC..�y duel / OREGON a� and Warnings before construction commences. building component.Applicability of design parameters and proper 2 2x4 compression web bracing moat be installed where shown t. Incorporation of component is the responsibility of the building designer. �_,,,/a 2L� 4 d�%Z**3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords b be laterally braced al -�J^J 1 la the responsibility of the erector.Additional permanent bracing of cq 2 o e.and et 70'c.c.respectively unless brayed throughout Ihstr length by /r DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. Os imp continuous sheathing or eter l bradng esheathing(TG)requiredereeh lid/o Orywall(SC). 'y f1'i T� 3.2x Impact of truss or lateral lb e where shown•♦ /'"� UL Ts SEQ.: Ki5 810 01 4.Co bad should be applied to any component until after all bractng end 4.Installation of buss h the responsibility of the respective contractor. fasteners are complete and at no tree 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 are for"dry condition"of use. 5.CompuTroa has no control over end assumes no responsibility for the 8.Design assumes full bearing et all supports shown.SNm or wedge t EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design asaunrree adequate drainage Is provided. 8.This design s furnished sullied to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center December 8,2015 TPI/WMA in SCSI,copies of which will be furnished upon request. linea coincide with Joint center lines. MITek USA,Inc./CompuTrua Software 7.8.6(1 L)-E 9.Digits indicate size of plate in Inches. 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 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= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-276) 260 2-6=(0) 0 3-4=(-132) 96 TC LATERAL SUPPORT <= 12"00. 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 KDDF ( 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 lOPSF LIVE LOAD. TOP. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 0 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 y 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 " load duration factor=1.6, I Truss designed for wind loads • o2 in the plane of the truss only. 0I r m o m Ifill o M-3x4 1' 1' y r 1-00 6-00 5-11-11 .c<G `rt$' y E\O(y NROf (PROVIDE FULL BEARING;Jts:2,6,3,4,5 ,c,./ � tom\""'"'�+�* �/ V '" 89782PE �f JOB NAME : 5019-B POLYGON J6 -.....e. . _.,...c• Scale: 0.3914 WARNINGS: GENERAL NOTES, unless otherwise noted: ..y Truss: J6 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 9J OREGON ate`" and Warnings before construction commences building component Applfablllty of design parameters end proper �J.y 2 2x4 compression web bradng must be Installed whew shorn+ Incorporation of component Is the reapanalblllty d the beading designer. +tee 2�A7 �()+� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom shads b be laterally braced at '"�r/!hJ �{ NI Is the responsibility of the erector.Additional permanent bracing o/ 2 op.and at 16 o.c.respectivelyply unless braced throughout(heir length by ` DATE: 12/8/2015 Ne overall structure Is the responaibeity of the building designer. 25 Impact to sheathing etch b plywood requiredsheatsirens a oerrandfa Erywall(BC). �'A U.&+• \ 3.2x Impact of sues or lateral bracing where shown++ SEQ.: Ki 5 8 1 0 0 2 4.No bad should be applied to any component until after all bracing and 4.Installation of hues 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 Ina non.00noaive environment, TRANS I D: LINK design reads 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 el all eupparown.Shim or wedge If EXPIRES; 12/31/2016 fabrication,handling.shipment and Installation of components. necessary. E.This design Is furnished suNect to Ne limitations set forth by 8.Passumes adequate dralnege Is pruss,andd. 8,201 5 B.Plates shall be located on both faces of truss,and places so(heir center TPIIWTCA In SCSI,copes of which will be furnished upon request lines coincide with joint center Imes. 9.Diggs Indicate size of plate In Inches. MITek USA,Inc./CompUTrus Software 7.8.6(1L)-E no.For basis connector plate design values see ESR-1311,ESR-t 988(MITek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 10.7" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF FlaBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.0. Design conforms to main windforce-resisting system and components and cladding criteria. 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 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 factorm1.6, ' Truss designed for wind loads LL = 25 POE 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 DON. 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 12 12 . 7.50 IM-9x9 Q 7.50 3 • 2 O f • ` �‘,„ o O d, 1 0 M-3x4 M-3x4 • 1-00 10-10-12 1-00 _to PROPen ��5 ��GFNEER si0 29 %9782PE c' JOB NAME •. 5019-B POLYGON - Gl c . Scale: 0.5268 WARNINGS: GENERAL NOTES, unless otherwise noted: Pr to. !.� Truss: Ci I 1.Builder and erection cuntrador should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en individual "j/ OREGON Obs and Warnings before construction commence, building component Applicability of design parameters and proper •/4.' 2.2x4 compression web bradng must be installed where shown•. Ineoryoredon of component t the responsibility of the building daslgner. �^ 4 Z� 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and vel un chords to be nnerelly braced at 7 'l 1 is the responsibility of the erector.Additional permanent bracing of 2'o c.and et 10 o c.respectively unless braced throughout their length by DATE: 12/8/2015 the scares structure Is tits res aiblli continuous sheathing such as plywood sheathing(TC)andfor drywall(BC), fj4 U.L pori ty of the building daslgner. 3.2x Impactor lateral bracing required where shown•• P SEQ. : K15 8 I 0 0 3 4.No bSt ad should be applied to any component until after all bracing and 4.Installation of truss Is the nmponelbNlty of the respective contractor. 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, TRANS I D: LINK design loads be applied to any component. end are tor'dry condition'of use, 5.CampuTrue has no control over and assumes no responsibility for the 8.necessary.ssaaaeumes full bearing at all supports shown.Shim or wedge If EXPIRES:. 12/31/2016 fabrication.handling,shipment end Installation of components. 7.Design esaunroe adequate drainage N provided. 6.This design is furnished subject to the limitations set font by 8.Plates shell be located on both faces of truss,and placed so their center December 8,2015 TPIM7CA In BCSI.copies of which will be furnished upon request, lines coincide with pint center lines 9.Digits Indicate aha d plate in Inches. MIlek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 18.For basic connector plata design values see ESR-1311,ESR-1988(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: 2x4 KDDF #163TR 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•'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 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 PST Ground Snow (Pg) Truss designed for wind loads r n the plane of the truss only. M-1.5X9 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 T 12 6.00 IP' M-1.5x3 cn 0 N 2 ill co i m cMN O A- o 5 6 , I11F -3x4 M-1.5x3 b b b 1-00 4-11-08 <c ED PROF4x, c‹a �NGIN4A Sib .t8.782PE yr JOB NAME : 5019-B POLYGON - Hi r�3»/�\- Scale: 0.5997 'V a•/' L' -^ WARNINGS: GENERAL NOTES, unless otherwise noted: (0.4. 40 J ORGQN Truss: H 1 1 M Builder and erection coreclor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an indNidual E � and Warnings before construction commences building component Applicability of design parameters and props 157. 41, O 2 2a4 compression web bracing must be Metalled where shown 4. 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 chords b be laterally braced at '9, ' q/3 y ��. is the responsibility of the erector.Additional permanent brackg of 2'c.c.and at 70'o.c.such C plywood unless braced throughout their length by L. C`� DATE: 12/8/2015/2 015 continuous sheathing such as bracing rd aheathing(rC)and/or drywati(BC). pA.0 1.. / the overall structure Is the responsibility of the buNding designer. 3.2a Impact bridging or lateral braci g required where shown+ SEQ.: Ki5 810 0 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads Beater than 5.Design assumes trusses are to be used In a non-conosive environment, TRANS I D: LINK design loads be appned to any component, and are for'dry condition.or use. 5.ConpuTrus has no control over and assumes no responsibility for the 6.Design assumes roll bearing al all supporta.hewn.Shim or wedge S EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7. necessary. esig assumes adequate drainage is provided. December 8,2015 6,This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of trues,and pieced so their center MAMA In BCSI,copies of which will bo furnished upon request. Ivies coincide with joint oenter lines. Mitek USA,Inc./Com uTras Software 1E 7.6.7 L- 9.Digits Indicate size of plate in Inches. p ( ) 10.For bask connector plate design values see ESR-1311,ESR-1988(WINN) 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 411&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-48) 52 3-5=(-150) 145 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-96) 71 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 P59' BEARING MAX VERT MAX BORE BAG 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. BOTTOM CHORD CHECKED FOR 1OPSF 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" 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 4 system and components and cladding criteria. 3 ru i El 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, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N N 0 O O O 1 15 O M-3x4 M-1.5x3 4-07-12 0-03-12 1 b y 1-00 9-11-08 ��ci\t.D P R opo. , 2 " :9782P E 9r" JOB NAME : 5019-B POLYGON - H2 , . ...rr Scale: 0.5632 ,'� S WARNINGS:Builder Dhdesign is unless th parametise er ^St OREGON s. 1.Bulkier and oaesoao should be advisee of e0 General Nates 1.This design le basad upon the parameters Mown and N for an IntlNitlual h� Truss: H 2 and Warnings before construction commences building component.Applicability of design parameters and proper 2 2x4 compression web bracing must be installed where shown t 2 Incorporation of component n assumes the top and bottom chorda too be lity f tale thebuilding I ybreeed atgn.r. " 6)�A" l R 1 2 F,�` 3.Additional temporary bracing to Insure stability tlunng construction 2 o.c.and at 10 o.e.respectively unless braced throughout their length by /s- \4 Is the responsibility of the erector.Addltionel permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywakl(SC). -i 1 4 UL R DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+4 SEQ. : Ki5 8 1 0 0 5 4.No load should be applied to any component anti after all bracing and 4.Installation of hues 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 are tor'Wry condition"of use. 5.CompaTnn has no control over and assume,no responsibdiy for the 8.Design assumes NII bearing et a8 supports shown.shim o wedge If EXPIRES: 12/31./2016 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.Pietas shell be located on both faces of buss,and placed so their center TPI/WTCA in 8CS1,copies of which will be furnished upon request. lines coincide wlm joint center lines. 9.Digits Indicate size of plate tri Inches. MITek USA,Inc./GompuTrus Software 7.6.7(114-E to For basic connector plate design values sae ESR-1311,ES13-1888(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-62) 83 3-5=(-199) 180 BC: 2x4 KDDF Y1&BTR SPACED 29.0" O.C. 2-3=1-126) 110 WEBS: 2x9 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 PIF 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 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 - 0.130" @ 3'- 3.2" Allowed - 0.407" MAX TC PANEL TL DEFL - -0.14-0" @ 3'- 3.3" Allowed = 0.610" 6-01-12 0-03-12 T T 4' 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. . Wind: 140 mph, 1,20.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (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. N 1 ko O M M O f m1 sr O I Amm ►5 0 11111111°M-3X4 M-1.5X3 1 1 1 6-01-12 0-03-12 1 1 1 1-00 6-05-08 �� Ed PR Of-4. 89782PE �T JOB NAME : 5019-B POLYGON - H3 ®-��✓..�. Scale: 0.5257 ��Irti1 \ WARNINGS:uilderO.mIsde design unless yup.he arseete: 1' OREGON „ Truss: H 3 1.and w 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 �� and Warnings before construction commences. building component.Applicability of design parameters and proper (�;V 2.2s4 compression web bracing must be installed where shown.. incorporation o/component Is me responsibility o,the buil0ing designer. �.17/5:* I �i} V 3.Additional temporary bracing to Insure siablIN dud ng construction 2.Design tO Ne lop end boftom chorda w be laterally braoetl el 7 '1 III the responsibility of the erector.Additional permanent bracing ofcoT o.c.and at 10'cc respectivelypunless braced throughout their length by \ DATE: 12/8/2015 the overall structure k the responslbugy of the building designer. 2x impact sheathing each as bracing requirede sheathere s oan+drywell(BC). p� { 3.2s impact.oftrue or lateralbredng whore shown++ 1.. SEQ.: Ki 5 8 1 0 0 6 4.No load should be applied to any component until after all braang and 4.Installation truss Is the responsibility of the respective contractor. fasteners are complete end 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 wads be appned to any component. and are for"dry condition•of use. 5.CampuTrua hes no control over and assumes no responsibility for the 6.Design assumes full beadng at all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 TB,,ds on,Is furnished shipment and installation of component's. 7.Plates necessary.sumes adequate drainage Is prodded. December 8,201 5 5.This design is furnished subject to the Imitations set forth by S.Plateshall be roosted on both feces of wss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request, lines coincide with Joint center lines. 8.Digits Indicate size of plate In inches. MITek USA,Inc./COmpuTrus Software 7.8.7(1L)-E /0.For basic connector plate design values see ESR-1311,ESR-1888(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 9WR/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 N1613TR 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"00. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 10'- 10.7" V BC LATERAL SUPPORT <= 12"00. 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 ERG 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 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" 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 T . . MAX HORIZ. LL DEFL = 0.005" @ 10'- 5.2" 12 12 MAX HORIZ. TL DEFL - 0.009" @ 10'- 5.2" 7.50 M-4x6 Q 7.50 3 4.0" Design conforms to main windforce-resisting ‘An system and components and cladding criteria. �� Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in [he plane of the truss only. o -/o I ` w of 1 ►� 6 Z 4 -/o 0 O M-3x4 M-3x6 M-3x4 5-05-06 5-05-06 • y 1-00 y 10-10-12 y 1-00 b � 4ED pRQPd 'iS8 ��5 ANG i N EFS /(9 . :9782PE rr JOB NAME : 5019-B POLYGON - G2 ,,, ...r Scale: 0.9518 ,/ , III i WARNINGS:ulderOENERAeNOTEb, unlessotherwiseheparam parameters 74 OREGON 1.amber and erection contractor should be advised of all General Notes 1.Thh design is eApplicability upon the parameters mown and le for an M4Nltlual Truss: G2 and Wammgs before concoction commences. building component.ApplkabllltY of design parameters end proper d 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. .174:. .[)�4.(1 95>V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at l7 Is the responsibility of he erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their IengBt by /-� \ DATE: 12/8/2015 the overall structure is the responsibility of the bolding designer. 3.continuous z milect bridging sheathing etchlbas acng re virshee where s own+drywall(BC). !"'A UL � p tr gor lateral bracing required whereshown++ SEQ. : Ki5 8 1 0 0 7 4.No load should be applied to any component until after all bracing and 4.Installation of hues b the responsibility of the reepectNe contractor. fasteners are complete and et no time should any loads greeter than B.Design assumes tresses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for'dry condition'.of use. 5.CompuTrue has no control over and assumes no reeponsibglly for the 6. Design assumes fun beading else supports shown.Shim or wedge if EXPIRES: 12/31/2016 febrkalian,handling. esary. I,, p shipment and ineta limitations of components. 7.Design assumes adequate drainage Is truss, provided. December 8,2015 e.This designis furnished subject to the limitations set forth by B.Plates shell be located on both faces of trand planed so their center TPIANTCA M SCSI.copies of which Will be famished upon request. (Ines coincide with joint center Imes. uTua Software 7.8.8(1 L-E 9.Digits Indicate she of plate in inches. MiTek USA,Inc/Com F ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 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=1-126) 111 1-4=1-62) 82 2-4=1-201) 180 BC: 2x4 KDDF #1&BTR 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 BRG AREA BC LATERAL SUPPORT 0= 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 1 625) 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 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 - 0.133" @ 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, TCOL-4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2 End yertical(s) are exposed to wind, ....iiiiiiiiiiiii Truss inthe designed fNi planeofthetruloads truss only. • in I ti ko 0 rm cm o f 1 iC 1►�/ ��4 o M-3x4 M-1.5x3 • J. J' b 6-01-12 0-03-12 J. b 6-05-08 .<01‘rD FR�FF6,,s 4.\� �c�GI N4; /dam `r 8.782PE -9r. JOB NAME : 5019-B POLYGON - H4 Scale: 0.5029 r� �• -� WARNINGS: GENERAL NOTES, unless otherwise noted: CaO" OREGON ^ap i_ 1.Builder and erection contractor Mould be advised of as General Notes 1.Ibis design is based only upon me parametere shown and is for an IndNldual l!R EG O N by Truss: H4and Wamingsbefore 000500ctioncommences. building componentApplicabinyofdesln parameters Incorporation m dam a p.rame poper d z 244 compression web bredrg must be Installed where shown• component is the nn oh responsibility of the bunting designer. ,.9.9 {�,q RY t L .(z.� 3 Additional temporary bracingto Insure stabilityduring P Design assumes drs top end bottom chords to he laterally braced et _,Ii • 00 o re econawanon 2 o c.and at 10'o c.respectively unless braced throughout their length by V Is the reap dnIntly f the erector.Atltlitlonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) Pq UL �` • • DATE: 12/8/2015 the overall structure is the naponslbllly of the building designer. 3.2z Impact bdtlging or lateral bracing required where shown 4. SEQ.: K 1 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 respectNe contractor. fasteners are complete and at no thee should any loads greeter than 5.Design assumes busses are to be used In a nontoriosive enNmnmenl, TRANS ID. LINK design bads be applied to any component. and are nr'dry condition'of use. 5.Com uTrus has no control over and assumes no re 6.Design assumes full bearing at all supporta shown.Shim or wedge d EXPIRES. 12/31/2016 2/31/2016 p responsibility for the necessary.• �•+ fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 5.This design is furnished subject to the dmgations sat forth by 6.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./Com Trus SoflWare 7.8.7 it-E 9.Dighs Indicate sloe of plate in Inches. Iw ( ) 10.For baalc connector plate design values see ESR-1311,ESR-1985(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: 2x9 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-928) 126 1-5=(-180) 330 5-2=( 0) 189 BC: 2x9 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-111) 109 5-6=(-182) 327 2-6=(-385) 151 WEBS: 2x9 KDDF STAND 3-9=( 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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -42/ 355V -60/ 153H 5.50" 0.57 KDDF ( 625) LL = 25 PSF 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL= -0.009" @ 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" l' 'r T T 12 M-15x3 Design conforms to main windforce-resisting 6.00 . 4 system and components and cladding criteria. 3 Wind: 190 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Y (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-3x9 rigoolliiiiii 2 N E a m o f o f 1.1,7=M5 '=6 0 M-3x4 M-1.5x3 M-3x4 J‘ y J' 4-03-04 4-02-04 b y 8-05-08 �ti. D PRQpfis, 0AG I N 4, ,4 /0 w `'' 8*782PE -r• JOB NAME : 5019-B POLYGON - H5 . Scale: 0.9635 ., . �•/ -.... WARNINGS: GENERAL NOTES, unless omerwleenoted: 9 OREGON � Truss: H 5 and Warnings before consin40 1..Mader and erection contractor should be advised of all General Notes 1.This design Is based ony upon the parameters shown end Is for an individual adton commences building component Appliablely of design parameters and proper f� Q' 2.204 compression web bracing must be installed whore shown 4. Incorpore0on o/component la the reaponsibitily of Me bullding designer. �� ^�y 1'y (S` 3.Atltl Ibnal temporary bracing to insure alabel during conshuctse 2.Design assumes me lop end bottom ess ion to be laterally braced al At ��1 Is me responsibility of the erector.Additional permanent bracing of T o.e.and elf 0'o.e.respectively unless braced throughout their length by {�`j' DATE: 12/8/2015 me overall sbuclure is the responsibility of the building designer. continuous sheathing or suchras braplycing re uirsha where shown*drywall(BC). �'A U�. 3.2s Impact of Or lateral breGrg required where ++ SEQ.: K 1 5 8 1 0 O 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responalbltity of the respective contractor. fasteners em complete end at no time should any loads greats than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component, and are for"dry condition•of use. 5.Can uTrus has no control over and assumes rlo responsibility 8.Design assumes full bearing at all supports shown.Shim a wedge H EXPIRES; 12/31/2016 • P sponsibitity ton me 80ryum 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 Be limitations set forth by 8.Plates shall be located on both feces of buss,and placed so mein center TPII TCA in SCSI.copies of which will be famished upon request. lines coincide with joint canter lines. MiTek USA,Inc./Com uTNs Software 1 L 7.8.7 -E 9.Digits Indicate sin of plate In inches. P ( ) to.For bask connector plate design values see ESR-1311,ESR-1888(MiTek) I 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: 2x9 KDDF 41SBTR LOAD DURATION INCREASE = 1.15 1-2=(-137) 115 1-4=(-62) 82 2-4=(-202) 186 BC: 2x4 KDDF #1&BTR 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 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 12 Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 E . M-1.5x3 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, End vertical(s) are exposed to wind, 41III ' Truss designed for wind loads in the plane of the truss only, In 0 M rn o / o o 1 .1 B. 4 -0 M-3x9 M-1.5x3 1 l y 6-01-12 0-03-12 b y 6-05-08 Rip PROFF-Sccss ���s 0AG I NE'FR <2 2 :9782PE '< JOB NAME : 5019-B POLYGON - H6 -.4111, Scale: 0.5029 , NW WARNINGS: GENERAL NOTES, unless otherwise noted: 40 Truss: H 6 1.Builder and erection connector should be advised of all General Notes 1.This design is beeetl say upon the parameters shown and is for an mdNiduel 9 OREGON ;' and Warnings before consnuctkn commences. building component.Applicability of design parameters end proper 2 2x0 compression web bradng must be Metalled 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 tap and bottom chords to be laterally braced et y ' RY `L�47' is the responsibility of the erector.Additional permanent bracing o/ 1 o c.end at 10 o.c reapectivety unless braced throughout mak length by �� DATE: 12/8/2015 me overall structure q me responsibility w me building designs, continuous sheathing such as plywood sheathing(TC)and/or drywen(ec). p^�.` cD 3.Installation Impact bridging or lateral bracing required where shown+♦ PAUL '- SEQ.: Ki5 8 I D I 0 4.No load should be applied to any component until after all bracing and 4.Installation of hues 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 loads be applied to any component. end are for'dry condition•of use. 5.CompuTrua has no control soar end assumes no responsibility ton Ins 6.D°.Ign assumes tat bearing at all supports shown.shim or wedge it EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. "B „' 5.This design isfumishedsubject tomelimitations set formby 1.Deaes"hlates all lamelocated°°edon l°oth'h abprusls, December 8,2015 TPINJICA in SCSI,copies of which will be furnished upon request. 8(lines coincidewithJoin(center r 111 efaces M Waa,and placed so their center MiTek USA,IncJCompuTrus Software 7.6.7(1L)-E 9.Diggs indicate size of plate in Inches. 10.For bask connector plate design valves see ESR-1311,ESR-1988(MiTek) I 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 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF #166TR SPACED 24.0" O.C. 2-3=(-327) 312 TC LATERAL SUPPORT <= 12"OC. DON. 3-4=(-193) 155 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./N. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -103/ 301H 5.50" 0.60 ROOF ( 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" -186/ 337V 0/ OH 1.50" 0.43 RODE ( 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. ICOND. 2: Design checked for net(-5 ps£) 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. ' 0 Wind: 140 mph, h-23.500, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, co Truss designed for wind loads o in the plane of the truss only. 3 0 ch 0 toP 0 1 - 6►_� O M-3x4 b b y nO) R Q F 1-00 6-00 7-11-11 SCO NG NE. •�'i (PROVIDE FULL BEARING;Jts:2,6,3,4,5 / �i� ..._44.! 89782PE �r JOB NAME : 5019-B POLYGON - J7 • /J\r. \ � • Scale: 0.3918 J�r��L� . AMIN WARNINGS: GENERAL NOTES, unless otherwise noted: f0 TrussJ7 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 IndNidual 9 O R EGO N •.J and Warnings before construction commences. building component.Applicability of design parameters and proper 2 2x4 compression web bradng must be installed where shown+ Incorporation d component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bosom chords to be laterally braced et '', Uq RY 1`� `tG'Q'� DATE: 12/8/2015 is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o c.respectively unless braced throughout their length by /r �� the overall structure Is the reibncontinuous55fsheathing etch as plywood tired w s C)and/or drywall(BC). `4 �A U L. spells M of me building designer.bracing 3.2x Impact brldgmg or lateral bracing required where shown SEQ.: Ki 5 8 1 O 11 4.No load should be applied to any component until after all and 4.Installation of truss la the responsibility of the reapedNe 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 TRANS I D: LINK design loads be applied to any component and are for"dry condition•of use. 5.Compurms has no control over and assumes no responsibility for the 8.Design assumes full bearing at as supports shown.Shim or wedge H EXPIRES; 12/31./2016 fabrication,handling,shipment end installation of components. T.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of turas,and pieced so their center December 8,2015 TPIMTCA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.8.6(1 L)-E 9.Diggs Indicate sloe of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1938(MiTek) f This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 209 KDDF 41&BTR SPACED 29.0" 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 PIP 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/ 0H 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -18/ 32V 0/ ON 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/180 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" j1 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.092" @ 3'- 7.4" Allowed - 0.427" MAX TC PANEL TL DEFL - -0.056" @ 2'- 11.9" Allowed = 0.641" 5 MAX HORIZ. LL DEFL = -0.006" @ 15'- 10.9" fr 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. 7.50 177 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), 0 load duration factor-1.6, 7oTrussdesigned for wind loads in the plane of the truss only. P O I O ,i 3 o : 4011=11.11.1111.11111=111 0 1 7 o M-3x9 AES PROFe J, b y y ,\� NG�NE �f+/ 1-00 6-00 9-11-11 t,7 (PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 � i g 782 P E JOB NAME : 5019-B POLYGON - J8 r-i,.µ��� Scale: 0.2939 WARNINGS, OThis design unyupo the aramete `"p' OREGON s'•4 �„ Truss: J 8 1.Builder and erection contractor should be advised of all General Notes 1.Thts tleelgn Ie based only upon parameters ere shown and Is for m Individual s1J and Warnings before construction commences building component Applkablllty of design parameters and proper O 2 294 compreeton web bracing must be Installed where shown s. Incorporation of component is the roapcoaibllHy of the building designer. .,� q R�, 2 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top end votam Thoma to be laterally at la me responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.snob a plywoodly unless braced throughout their length by ). DATE: 12/8/2015 the waren structure Is the recontinuous sheathing such as aheething(TC)and/or drywall(SC). PAUL �t �. responsibility of the budding designer. 3.20 impact bridging or lateral bracing required where shown• A 4.. SEQ.: Ki5 81012 4.No load should be applied to any component until after at bracing and 4.Installation or truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end are for'tlry condition"of use. 5.CompuTnre has no control over end assumes no responsibility for the B.Design assumes Nil bearing at all supports Mown.Shim or wedge t �({} R c necessary. EXPIRES. 12/31/2016 This deion.,s tarhandling,shipment end irellato of of for nems. .Design assumes adequate drainage h prodded. December 8,2015 B.This design is tumiehed subject to the limitations set form by 8.Plates shall be located on both faces or was.and placed so melt canter TPIA TCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate sine of plate In Inches. MiTek USA,IncfCompuTrus Software 7.6.6(1L(-E to.For basic connector plate design values see ESR-1311,ESR-1988(MRek) 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 k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF #11BTR SPACED 24.0" 0.C. 2-3=(-435) 419 3-4=(-289) 254 TC LATERAL SUPPORT <= 12"OC. 000. 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 BAG REQUIRED BRG AREA LL= 25 POE 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 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" y 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 BORIZ. LL DEFL = -0.008" @ 17'- 10.9" MAX HORIZ. TL DEFL - -0.008" @ 17'- 10.9" 5 r1 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 Wind: 190 mph, h=29.Bft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 4 load duration factor=l.6, m Truss designed for wind loads j� in the plane of the truss only. r M-3x5(S) o 3 ri to 0 4 000$11e1::::::::::::11.111"- 7._. o ,M-3x4 ��f,ED PROF ets, y y ), k <0 GIN ',� > 1-00 6-00 11-11-11 !,� '- '9 ' - PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 Iv $9 7 82 P E fir" JOB NAME : 5019-B POLYGON - J9 • Scale: 0.2718 WARNINGS: GENERAL NOTES, unless otherwise noted: 4;,4 40 OTruss: J 9 Builder Warnings before onstrucionctor oold be commences.��all General Notes buildingTtes componenesign Is t.Applicability of design parameters the parameters shown and Is pro°pan °" "'°°' , 9,4, A (l, : 2 2x4 compression web bradng must be Installed where shown s. .4!:!t- Incorporation of component b the responsibility of the building Oeelgner. 3 Additional temporary bracing to Insure stability tluntg construction 2.Design assumes the lop and bottom chords b be'eternity braced et "7, -"RY 1 !G is the responsibility of the erector.Additional permanent bracing of 2'o c and at 10'o c respectively unless braced throughout their length by DATE: 12/8/2015 the overall structure is the responsibility of the buildingdesigner. continuous sheathing lsaterah l cine requiredshealwhere s)aw•drywall(BC) �,n�.L ,,,,-.1 N 3.2x Impact bridging or lateral bredng where shown•+ A SEQ. : Ki5 8 1 0 1 3 4.No load should be applied to any component until after all bracmg and 4.Installation of truss la the responsibility of the respective contractor. _ fasteners are complete and at no ere should any loads greater than 5.Design assumes trusses are to be used in a no-corrosive environment. TRANS I D: LINK design was be applied to any component. and are for dry condition•of use. �/ { 12/31/2016 5.CompuTrus has no ontrol over and assumes o responsibility for the 6.Desitin assumes lull bearing al all supports shown.Shim or wedge e EXPIRES: . fabrcation,handling,shipment necessary. Anent arrtl installation of atfoch 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 shell be located on both faces of truss,and placed so their center TPIi TCA in BCS',copies of which will be furnished upon request. lines olndde with joint center Imes. MiTek USA,Inc./CompuTrus Software 7.6.8(10-E O Digits Isis con edct of plate In inches. 9 For taint cafe door flats design inc ve. see ESR-1311,ERR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF d1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x9 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-486) 470 3-4=(-340) 305 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-298) 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 = 92.0 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/ 939H 5.50" 0,60 ROOF ( 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/ 399V 0/ OH 1.50" 0.45 RODE ( 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/ 219V 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: Desiqn checked for net(-5 psf) uplift at 29 "oc spacing. 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'- 7.9" 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" 12 - Design conforms [o 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 Truss designed for wind loads o in the plane of the truss only. I M-3x5(5) ,`�, • T3 o I � p 1 t 8�_. o' M-3x4 �t O PRQP i-00y 6-00 l 13-10-15 b ���� GG�J,UUGINE�!-g V/© 1. -17 'PROVIDE FULL BEARING;Jts:2,8,3,9,5,6,7 I 19 782 P E 'r JOB NAME : 5019-B POLYGON - J10 ,,✓1�� Scale: 0.2468 ' WARNINGS: GENERAL NOTES, unless othe0Mse noted: Tillir tr� Truss: J 1 O 1.Builder and erection contract«should be advised of an General Notes 1.This design is based only upon the parameters shown and is/or an Individual 'j OREGON ry'e`. and Warnings before construction commences. building component.Applicability of design parameters and proper rp ' 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the e,Poe Ibnity of the building designer. ,/ (/A 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the top and bottom chords b be laterally braced at 'l RV ', trj,... b the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'es.respectively unless braced throughout their length by h i V DATE: 12/8/2015 me overall structure is the reibti f the buildingdesigner. w^epsul ridging r such as plywood requsheired r shown anw«arywau(Bc). ("'yf��� �` sang c dY o g 3.2x Impact bridging or lateral bracing required where ++ SEQ.: K 1 5 81 0 1 4 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D. LINK design loads be applied to any component. and are for'dry condition.of use. 5.Compurms has no control over and assumes no responsibility for the fi.Deelgn assumes fun bearing at all supports shown.Shim or wedge 6 EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necessary. 7.Plates sahall be drainage Is tn,os, n December 8,2015 . 8.This design is furnished subject to the limitations set IoM by 8.Plates be located on both feces of hose,and pieced so their center TPIIWTCA In SCSI,wpbs of which will be punished 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(MITch) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-57) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF 0'- 0.0" -74/ 301V -15/ 59H 5.50" 0.48 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. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL- 0.003" @ -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 - f MAX BC PANEL TL DEFL= -0.001" @ 1'- 0.1" Allowed - 0.072" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" 7.50 1 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, 3 '/ Truss designed for wind loads in the plane of the truss only. o c. 0 I "-I o r�J o p 2 Illgall 4 1 M-3x9 J' 1 )' 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I _ .S.c°,i),c,D PROic-4. ' c2, �NGI N ESR /O 2 4� :9782PE �<" JOB NAME : 5019-B POLYGON - SJ1 • . Scale: 0.6822 ,*07 ' WARNINGS: GENERAL NOTES, unless otherwise noted: •'q2 " EGON Truss: SJ1 uilder and erection contretlor should be advised of all General Notes 1 mle design Is based only upon the parameters shown and Is for en mdNidual • oh, and Warnings before conatee:tkn commences. building component Applicability of design parameters and pre 2 2x4 compression web bracing must be Installed where shown+. incorporation b component Is the responsibility of the bugding dealgner. ,q[} ^ 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords 0 be laterally braced at 7 'l la the responsibility of the erector.Additional permanent bracing o! 18 2 ox.and at 10'o.c.raspectively unless braced throughout their length by DATE: 12/8/2015 me waren structure lathe responsibilityf Beboldin designer. continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). "A U.L \ o g 3.2.Impact bridging or lateral bracing required where shown++ SEQ.: El5 8 l 016 4.No load should be embed to any component until after ell bracing and 4.Installation of truss Is the responsibility of the raspecnNa convector. fasteners are complete end at no ikns should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, LINK design loads be applied to any component. and are for condition•of use. TRANS ID: till vve 5.SempuT u has no control over and assumes no responsibility forme 8.Design mea full bearing at all support.mown.Shim or wedge H ceaasry. E'XPIRES. 12/31120 6 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,201 5 I.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCS(,copies of which will be famished upon request lines coincide with Joint center lines. 9.Diggs Indicate size o!plate In inches. Wok USA,Inc./CofnpuTrus Software 7.6.6(11)-E 10.For bask connector plate design values see ESR-7311,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: 2x9 KDDF #16BTR 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/ 0H 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 I'BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.110" 12 MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed-. 0.165" 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 2 in the plane of the truss only. '' o I r 0 to 0 I ig°141../.1.111 o 116:24 3 M-3x4 3' y . 2-00 (PROVIDE FULL BEARING:Jts:1,3,2 c) PROF � 4ss• 5 �GI / c� tiO ,w :9782PE �� JOB NAME : 5019-B POLYGON - SJ1X .+ ,,,,. Scale: 0.7389. lir,' WARNINGS: GENERAL NOTES, unless otherwise noted: / i- Truss: S J 1 X 1.Builder and erection contractor should be advised of Cl!General Notes 1.This design Is based only upon the parameters shown and Is for en Indlvldual ORE GO N N. and Warnings before constmction commences. building component.Applicability of design parameters and proper 0 Z.2c1 compression web booing moat be Installed whore shown+ Incorporation of component Is the responsibility of the building designer. ,�} (k 3 Additional temporary bracing to Insure stability during construction 3.Design assumes the lop end bottom chords to be laterally braced al J �q�. V 1 f�`C� Is the responsibility of the erector.Additional permanent bracing of 3'o c and el 10'o c.respectively unless braced Throughout their length by I ��,t�/ DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 2x Impact sheathing or such as acing reood aired here s and/or drywall(BC). /`h��� t'1. v 4.No bed should be applied M any3.to Impact bridging or lateral responsibility required where shown++ P `' SEQ.: K 15 81017pm component until after all bracing and 5.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, TRANS ID: LINK design loads be applied to any component. end are for'dry condition*of use. E.CompuTrua has no control over and assumes no responsibility for the g.Design assumes lull bearing at all supports shown.Shim or wedge t EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. no,....,. 5.This design is furnished subject to the limitations set forth by 8.Flat snsnetlubelocatedadequate fat slof brise end paced so their center December 8,2015 TPIi'ATCA In SCSI,copies of which will be furnished upon request. lines seincide with Joint center lines. Wok USA,Inc./CompuTrus Software 7.6.6(1L)-E 9.Digits indicate sdze of plate in Inches. 10.For bask connector plate design values see ESR-1311,ESR-19813(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 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4- BC: 2x4 KDDF 41aBTR SPACED 24.0" O.C. 2-3=(-81) 50 -(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PIE 0'- 0.0" -62/ 322V -29/ 97H 5.50" 0.52 RODE ( 625) 1'- 9.2" -4/ 61V 0/ OH 5.50" 0.10 RODE ( 625) LL = 25 PIE 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. ICOND. 2: Design checked for net(-5 poll uplift at 24 "oc spacing. 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 IZ 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 BORIS. 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, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor-1.6, o Truss designed for wind loads 'j in the plane of the truss only. N to O I eft o /-- Ilillm- ll4 ' --/O 1,7 ), y ), y 1-00 2-00 1-11-11 • (PROVIDE FULL BEARING;Jts:2,4,3 I �4 •t1 P R Q�-6" �,`� NGINEF,Q /c> - :9782PE r JOB NAME : 5019-B POLYGON - SJ2 • • -.W. , Scale: 0.7074 WARNINGS: GENERAL NOTES, unless otherwise noted: � /'� Truss: S J2 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for en Individual 7y 0,"'I_G.O N and Wemings before construction commences. building component Applicability of design parameters and proper 2 244 compression web bradng must be Metalled where shown.. incorporation of component is the responsibility of the building designer. ..�) 3 Additional tem bracing to Insure stability during 2 Design assumes the lop and bottom chords to be laterally braced al J� �4 R V A 5 !' • • temporary g ty g conatr in on 2'o c.and al 10'o c.respectively unless braced throughout their length by i \N`(�I is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood ng(TC)and/or drywall(BC). DATE: 12/8/2015 the overall tlmdure Is the responsibility of the building designer. 3.24 impact bridging or lateral bracing required where shown++ p/�UL„ SEQ.: K 15 8 101 8 4.No load should be applied to any component untlt after all bracing end 4.Installation of tmss Is the responsibility of the respective conlredor. fasteners are complete end at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and ere for condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beating al all supports shown.Shim or wedge H EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. 7.Designassumes adequate drainage is provided. D@Combper°,2015 6.This design is furnished subject to the limitations set form by B.Plates shall be located on both feces of truss,and pieced so their center TPIM'TCA In BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Diggs Indicate acre of plate in Inches. MITek USA,Inc./CompuTnls Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-t BSS(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1-2=(-76) 53 1-3=(0) 0 BC: 2x9 KDDF #13BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORS BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. SON. 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/ 011 5.50" 0.11 KDDF ( 625) 3'- 11.7" -59/ 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 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 IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 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" 7'2 -7 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" ' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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. l+ 0 0 cc C) /- o 0 C o o F 1-111111•- 1._ 3 M-3x4 b k k 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:1,3,2 ID PROF mac• GINE&•/0 2 89782PE 9r JOB NAME : 5019-B POLYGON - SJ2X Scale: 0.7737 ' • r. I `• WARNINGS: GENERAL NOTES, unless otherese noted: f✓' /y Truss: SJ2X 1.Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the perameters shown and Is for an individual "'� �,J R E 7Q N M1�• and Warnings before construction commences building component Applicability of design parameters end proper / Iy V 2.204 compression web bradng must be Installed where shown 0. incorporation of component is the responsibility of the building designer. ..s.,J/ 6' Ry AV Q� 3.Additional Lem 8, cops 2.Design assumes the by end bottom choma b be laterally braced at 7l ,41 �<j„` play bracing to Insure abbHI dud irudlon T o.c.and al/0'o.e.respectively unless braced throughout their length by ` V M the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathMg(TC)and/or drywell(BC). P^U` 1 DATE: 12/8/2015 Urs overall structure h the responsibility of the building designer. 1 20 Impact bridging or labral tensing required where shown•* �l (+. SEQ.: Ki5 810 2 0 4.No bed should be applied to any component until seer all bredng and 4.Installation of buss h the responsibility of the reepecnve contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes asses are to be used Inc non-corrosive environment, TRANS 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 I.Desitin a..amea full bearing at an supports spawn.Shim or wedge if EXP I RES: 12/31./2016 7. esasfabrication,handling,shipment and installation of components. Dignsumes adequate drainage is provided. December 8,2015 8.This design Is furnished subject to the limitations set Foch by 8.Plates shell be located on both lanes of buss,and placed so their tamer TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint tamer lines. MiTek USA,Inc./Com uTrus Software 7.8.6 -E 9.DIgIts Indicate size of plate In Inches. 1 L P ( ) 10.For basic connector plate design values see'ESR-1311,ESRh19158(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/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=(-120) 73 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 PIF 0'- 0.0" -30/ 310V -43/ 1366 5.50" 0.50 KDDF ( 625) 1'- 9.2" -47/ 153V 0/ OH 5.50" 0.25 KDDF ( 625) LL - 25 PIP 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 "on 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 BORIZ. 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, Mo Truss designed for wind loads I in the plane of the truss only. -1 0 v 1 cffil o Io 2 WEEM oliEMi M-3x4 1 1 ), ), 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 I -‹(-• AtD P R Qp ``‘AGI N EFS? /Q 4w 89782PEr- JOB NAME : 5019-B POLYGON - SJ3 • #0 Scale: 0.5954 ,./. �••',_ WARNINGS: GENERAL NOTES, unless otherwise noted: G"- 1.Builder and erection contractor should be advised of all General Notes 1.Thos design is based only upon the parameters shown and is for an Individual �/ "'9 OREGON N. Truss: S J3 and Warnings before conebucibn commences. building component.Applicability of design parameter,and ecorporationof corn 9 para ma proper e1 �/ 0 �'• 2.204 compression web bracing must be Installed where shown s 2 D component Is the responsibility of the building designer. 1,5:, .9n Uq RY A b 2 , 3.Additional temporary bracing to inure stability Owing construction 9 the lop end bottom chorda W be laterally braced et ,7'� Is the responsibility of the erector.Additional permanent bracing of 2'pc.and at 10o c respectively unless braced throughout their length by vc,\ DATE: 12/8/2015 the overall simcure b the responsibility of the building designer. continuous sheathing or Baer ore plywood airedsheatwhere show,) 0 drywall(BC). PA t,{ spores kY 9 g 3.:s Impact bridging or lateral bracing required where ahawn to V L SEQ. : Ki5 810 2 2 4.No bad should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility W the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes tresses are to be used in a non-corrosive emeonment, TRANS I D: LINK dedign beds be applied to any component. and are for'dry condition'of use. 5.CompuTres has no control over and assumes no responsibility for the 8.Design assumes full bearing at as supports shown.Shim or wedge P EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. December 8,201 5 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their anter TPI/WTCA In SCSI,copies of which will be fumished upon request. line coincide with joint center line. uTn18 Software 7.6.6 1 L-E g.Digits Indicate she of plate In Inches. MiTek USA,Inc./Com P ( ) 1g.For basic connector plate design values see ESR-1311,ES13-1 SSB(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/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-162) 96 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG 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. '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" 3 -/ 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 /' MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 7.50 7 • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ni in the plane of the truss only. 0 t 'c').,' rn o f m 0 I 2 11. 11 4►� l- c 1 M-3x4 b 1 i' y 1-00 z-oo 5-11-11 cd PROF 'PROVIDE FULL BEARING;Jts:2,4,3 e �`� "I N E•fiiQ `o (� 4 1.:c' 89782PE r JOB NAME : 5019-B POLYGON - SJ4 Scale: 0.5080 V Cee° C� \• WARNINGS: GENERAL NOTES, unless otherwise noted: (� Truss: S J4 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 1 OREGON '% and warnings before construction commences. building component.Applicability of design parameters and proper rt, 1r 2.2z4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure slabAtty during construction 2.Design assumes the by end bottom chordsion to be laterally braced at4 �� �! ', Is the responsibility of the erector.Additional permanent bracing of T on at 10'on such as sly unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. continuousimpo tsheathingingosueas aeing requiredplywooe sheathing(TC)ereshown s dryweil(BC). /'1� TI` 3.2x Impact bridging or lateral brachg where shown++ i' `' SEQ.: K].5 8 10 2 3 4.Na load should be applied to any component unto after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no(line should any mads greater than 5.Design assumes busses are to be used In a noncorrosive environment TRANS ID: LINK design loads be applied to any component. end ere for•dry condition`of use. 5.CompuTrus has no control over and assumes no reeponeibility for the 6.Design assumes lull bearing at all seppone shown.Shim or wedge 8 EXPIRES: 12/31/2016 neces (ebncotbn,handling,shipment and nataflaten Of components. 7.Design ssumes adequate drainage is provided. December 8,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed co their center TPIPWTCA in BCSI,copies of which will be furnished upon request lines coincide with Joint canter lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate In Inches. 1e For basic connector plate design values see ES11-1311,ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 61&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x9 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: 190 mph, h=20.6ft, TCDL=9.2,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 = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. M-1.5x9 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 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 12 4.00 M-1.5x3 ii1I ti I cm 0 to 2 ti mI m 1 I f- I/////////////////////////////l///////////////////////////////////I 0 M-3x4 6 M-1.5x3 )' l y 1-00 8-05-08 -‹c�EO P R OFFss GiNE FR / 0 Q 89782PE �r JOB NAME : 5019-B POLYGON - P1 ........e.<. '4"" • • Scale: 0.5769 11111, WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: P 1 1.Builder and erection contractor should be advised of all General Notes 1.ml.design le based coy upon the parameters shown and A for en Individual S 2 OREGON ,z,N• , and Warnings before construction commences. building component.Appllcabaty of design parameters and proper (� 2.2x4 compression web bracing moat be Installed where shown.. Incorporation of component Is the responsibility of the bulking designer. G^ (� As: 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at �l Ry A �f�`C_ Is the responsibility NON erector.Additional permanent bracing of 2'o.c,and at 10'o.n.respectively unless bated throughout their length by `(/ DATE: 12/8/2015continuous sheathing such as plywood ahea curers)amdror drywan(BC). PA UL the overall structure a the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a SEQ.: Ki5 810 2 4 4.No load shoved be applied to any component until seer all bracing and 4:Installation of buss Is the responsibility et the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes Biases art b be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for'Wry condition.'of use. 5.CeepuTrus hes no control over and assumes no responsibility for the 8.Desitin assumes full bearing at all supports shown.Shim or wedge M EXPIRES: 12/31/2016 2/31/2016 febricetion,handling,shipment and installation et components. 7.Design assumes adequate drainage Is provided. December 8,201 5 6.This design 5 furnished subject to the limitations set forth by e.plates shat be boated on both faces of truss,end placed so their center TPINOTCA in BCSI,copies of which will be furnished upon request. linea coincide with joint center line. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc✓CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1371,ESR-1866 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 36 2-5=(-52) 69 3-5=(-264) 182 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-109) 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"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 POP 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. ICOND. 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= -0.349" @ 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" T "r "r MAX HORIZ. TL DEFL = 0.001" @ 8'- 1.7" 12 4.00 E ' 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,BCD1-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. ck 1 O 1 o3 ul M o s- M-3x4 M-1.5x3 i' J' b 8-01-12 0-03-12 b )' i 1-00 8-05-08 co- <cN ,9 G I N /0 w `� :9782PE S JOB NAME : 5019-B POLYGON - P2 i .4011• Scale: 0.5264 ,®� - WARNINGS: GENERAL NOTES, unless omemise noted: Truss: P 2 40 1.Builder and erection contractor should be adWsed of all General Notes 1.Milldesign is based only upon the parameters shown and Is for an individual 9 OREGON '.•• and Warnings before construction commences. building component.Applicability of design parameters and proper (, 2.2x4 compression web bracing must be installed where shown s. Incorporation of component Is the responsibility of the building designer. ,a(7 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 7, �AlR�/ '1 b c\��� Is the responslbslty of the erector.Additional permanent bracing of 2'o.c.and e110'a.c.respectively unless braced throughout their length by V DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. continuous sheathing or laterh as plywood requiredesheathing(TC)wheshown and/or drywall(BC). Aq+ . 4'1 4.No load should be applied to any3.In2Impact of irng or lateral bracing where shown«• `_ U L `` SEQ. : K 15 810 2 5pP component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater own 5.Design assumes trusses are M be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are for.dry condition's(use. 5.CompuTnn has no control "°" and resumes no responsibility for 6 nal see esumee lull bearing at as support shown.Shim w wedge H EXPIRES: 12!31.12016 new Design handling,shipment and Installation of components. ry 7. _ Desig8.This design is furnished subject to We limitations set forth by 8.Platesn nshall be locateassumesdd uate on both fe c edrainaeis of trusss,,end placed so their center December 8,2015 TPI/TCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. L)-E g.Digits Indicate size of plate in Indies. MiTek USA,Inc./CompuTrus Software 7.8.8(1 10.For bask connector plate design values see ESR-1311,ESR-1888(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property Mit4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. NIL, Apply plates to both sides of truss 1 1. Additional stabilitybracing for truss system, and fully embed teeth. 2 3 g y e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. n CI-2 C2-3 Q-1/16 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I 0bracing should be considered. Se�-� U 11111,1)%zol � 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 For 4 x 2 orientation,locate C7-8 C6-7cs-s designer,erection supervisor,property owner and plates 0 la' 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/IPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and locationqdimensions indicated are minimum plating reuirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all �//� Indicated by symbol shown and/or SYP represents values as published spec fiedects,equal to or better than that by text in the bracing section 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 if indicated. with effective date of June 1,2013 spacing indicated on design. 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. I Indicates location where bearings (supports)occur. Icons vary but 2012 MiTek®All Rights© Reserved 16.Do not cut or alter truss member or plate without prior ■ ■ reaction section indicates joint approval of an engineer. � _ number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. l ~ 18.Use ofreen or treated lumber may le 11.-- 1 environmental,health or performancecerisks.sConsult se lttwiitth Industry Standards: ANSI/TPI l: National Design Specification for Metal project engineer before use. 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. Mil is not sufficient BCSI: Building Component Safety Information, MiTek' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/7P11 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet:MII-7473 rev.01/29/2013