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Plans (408) -- �3T2_0a -- 3 152-( o �� 4uksoy. �'� 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. ,<(.,NG N 83640PE 9� y OREGON ^9 04, F?Y 12.00 2OtJ� SOON Di. ture EXPIRATIO' ' �'-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 1437:57 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-oa5Q8ukLNinOCBHaPgOikYeyjkzbugDS4LsANFyCtwu 1-0-0 1.5x3 II 1 3x4= 5 2 Scale=1:13.2 _-� 0 0 I Mr' • 4 '/ 3 1.5x3 II 3x4= 1-3-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 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/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc puffins, 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(plf) Vert:3-4=10,1-2=100 Concentrated Loads(Ib) Vert:5=-277(F) co .NG PN s/�2 � 8 .40PE v� Air y ORE •N ^o C13,,,(J4 RY 12?OAC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i I rr. ®WARNING-Verify design parameter,and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mack®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPl1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Skeet,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(oouonal) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Thu Dec 03 14:38:00 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyCd I1-C9mYmwmDgd9b3b094yZPM BF W EyvT57OumJ5r.LayCcwr 0-1-8 pgp �p..7 H 1��l r 11 1-2-0 11=-11 1-24) 17-11-131 Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 =5x8 II 5x6 II 4x6 II 5x6 II 1 2 3 4 5,,� 6 7 18 9 10 11 12 13 14 15 15 16 17 118h 19 20 21 22 23 24 25 42A I.\ `IA LJ IA L/ \ /o - - e, e1 e et o a -2- e e 1L 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 15x6 I I 3x6 FP=5x6 I I 6x6= 6x6= 1.5x3 = 6x6= 5x6 II 11-8-7 I 10-6-7 11:71-0-71 I 23-8-4 I 10-6-7 11-11-13 0-7-0 Plate Offsets(X,Y)- 133:0-3-0,0-0-01.135:0-3-0,Edgel,141:0-1-8,0-0-81,142:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 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 Ina- NO WB 0.29 Horz(TL) 0.06 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:208 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. 1 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=4311/0,20-21-3119/0,21-22=3119/0,22-23=1699/0, 23-24=1699/0 BOT CHORD 40-41=0/1093,39-40=0/2964,38-39=0/4611,37-38=0/4611,36-37=0/6017,35-36=0/6071, 34-35=0/6071,33-34=0/5955,32-33=0/5955,31-32=0/5465,30-31=0/4823, 29-30=0/3745,28-29=0/3745,27-28=0/2439,26-27=0/907 WEBS 2-41=2001/0,2-40=0/1849,4-40=1756/0,4-39=0/1640,11-34=271/0,24-26=1677/0, 24-27=0/1527,22-27=1426/0,22-28=0/1309,20-28=-1207/0,6-39=1535/0, 6-37=0/1425,9-37=1354/0,9-36=0/257,20-30=0/1091,17-30=986/0,17-31=0/674, 15-31=563/0,15-32=0/434,13-32=-494/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. �.p P R 0F6 S 3)Refer to girder(s)for truss to truss connections. <(, S' 4)Bearing at joint(s)41 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ���Co ANG)NEF9 W0*9 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 8 a 40 P E { 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 �/ 1 down at 16-0-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 410 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). v 9OREN 'ted i(i O LOAD CASE(S) Standard �hvO�q f�Y 1 rL 0.�� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 SOO� Uniform Loads(WO Vert:26-41=-8,1-25=80 Digital Signature Concentrated Loads( ( EXPIRATION DATE:12-31-16 1 9=-965(B)Vert: 17=-177(6) December 4,2015 4 t ®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 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 property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek- - is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPit 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 R46042123 PL15-409 UPPER F03 Floor Girder1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.535 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:00 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-C9mYmwmDgd9b3b094yZPMBFWNyzd53OumJ5r_ayCcwr I 1-7-0 I I 1-9-0 I Scale=1:17.8 6x6= 3x6 II 3x6 II 3x6 II 3x6 II 3x6 I 1 11 2 3 4 12 5 13 6 • _ I d d N \y N e o b Ib 1. 9 a 6x6= 5x6 I I 3x6 II 6x6= Io LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/ P12007 (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. (Ib)-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=770/0,34=1123/0,4-12=1123/0,5-12=1123/0 BOT CHORD 8-9=0/1102,7-8=0/781 WEBS 5-7=1068/0,5-8=0/476,4.8=311/0,3-9=-463/0,2-9=-417/0,1-9=0/1082 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-10=-10,1-6=-100 Ep P R QF Concentrated Loads(lb) `°\ Ft's Vert:4=-132(F)3=132(F)2=132(F)11=-276(F)12=-132(F)13=132(F) �N5 ‘AGINE . , ,, 8 -.40PE y OR ON OA/ (.1,1 Ry 12 el.- 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 ray.10/03/2015 BEFORE USE. - Design valid for use only with MiTekta 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/rP11 Quality Criteria.DSS-89 and SCSI Building Component.• Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042124 PL15409_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Thu Dec 03 14:38:01 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hLKw_GnrRwHShlbLeg4eu0ogeLBXgTc2?zgNWl yCcwq 1 1-10-4 II 1-9-0 1 0-48 Scale=1:41.4 4x6 I I 3x6 FP= 3x6 FP= 1.5x3 = 5x6 II 4x6 II 5x6 II 1.5x3 = 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 I1�+\\\ 111 /46,1ilrlilrglilrellilrellierfikillrc1 \ ie270i1 . .. _ - _ ,m, - R, 26 lea 25 24 23 22 21 20 19 18 17 2x4 II 5x8= 4x6= 3x6 FP= 3x5= 3x5= 4x8= 3x4 = 1.5x4 SP= I 23-11-12 I 23-11-12 Plate Offsets(X,Y)-. F27:0-1-8,0-0-81 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 Incr NO WB 0.74 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:159 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 25=1061/Mechanical,17=1046/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-1055/0,1-2=-1080/0,2-28=-1080/0,3-28=1080/0,3-4=-2500/0,4-5=-2500/0, 5-6=-2500/0,6-7=3276/0,7-8=3276/0,8-9=-3416/0,9-10=3416/0,10-11=2918/0, 11-12=2918/0,12-13=-2918/0,13-14=1785/0,14-15=1785/0 BOT CHORD 23-24=0/1861,22-23=0/2951,21-22=0/2951,20-21=0/3406,19-20=0/3228,18-19=0/2417, 17-18=0/971 WEBS 15-17=1373/0,15-18=0/1151,13-18=-894/0,13-19=0/709,10-19=-438/0,10-20=0/266, 6-21=0/461,6-23=637/0,3-23=0/904,3-24=-1104/0,1-24=0/1464 NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down at 2-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. C�E4 P R Op 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ``'`1` CC LOAD CASE(S) Standard ��\� �NG(N - -.-6)61(5.202 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 4r4QPE �� Uniform Loads(plf) - Vert:17-25=-8,1-16=-80 Concentrated Loads(Ib) 1 Vert 28=-20(B) "--7,,,,ORE 0ti �ARY 12•2f�� OO SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 / ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7477 rev.10/032015 BEFORE USE. rr. Design valid for useonly with MiTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not " a truss system*Before use,:the building designer must verify the applicability of design parameters and properly incorporate the design into the overall !Wel(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/TPIYQuallly Criteria,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314- Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042125 PL15-409 UPPER F05 FLOOR GIRDER 1 1 Job Reference Motional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:02 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd 11-9XuJBcoU C EPJJvAYCNbtRcLt6IgkZ4TB Edax3TyCcwp I 1-2-12 1.5x3 I I 1 3x4= 2 Scale=1:13.2 L d 4 3 1.5x3 II 3x4= 1-5-12 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(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(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. c,,.. < O PR E9 d�o2 �- 8 .40PE of Airi L.--Vit,ORE �Nf � o sooty Digital Signature EXPIRATION DATE: 12-31-16 j December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �x a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek. - - • - - .- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing BYBi IT ek' • ' ,_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/IPl1 Quafiry Criteria,DSB-89 and BCSt Bonding Component Suite 109 Safely 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 R46042126 PL15-409_UPPER F06 Floor 2 1 Job Reference(ootional) Pacific Lumber&Truss Co., .Beaverton,Oregon 7.530 S Jul 11 2014 M7ek Industries,Inc.Thu Dec 03 14:38:02 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-9XuJBcoUCEPJJvAYCNbtRcLr7laiZzZBEdax3TyCcwp 0-1-8 H 1 2-1-12 1 2-6-0 Scale=1:35.5 1.5x3 I I 1.5x3 = 1.5x3 = 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP=1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 e - • a e e 8 g 7 411411siNN.-711/"INN. . 7 141IN 0 4 N a 17 _e, - e e .xe" 16 15 14 13 12 11 3x4= 3x6= 3x6 FP= 3x5= 3x6= 3x4 = I 20-4-12 I 20-4-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/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 Ina 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1750/0,3-4=-1750/0,45=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=529/0,415=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 t be attached to walls at their outer ends or restrained by other means. 1 3)CAUTION,Do not erect truss backwards. ,-N-'' N�9 sib 2 �� 4 OPE 9r -7 ORE•N r.c, Cy,0q R 12 20�� 0 SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 5 a..WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. o 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 budding 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 atways 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/rPI1 Quality Criteria,D56.89 and ICS!Beading Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. -. Suite 109 Carus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042127 PL15-409 UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:03 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-dkShOyo6zYXAx3lkm576zpt2v90_IXCKSHJUbvyCcwo (its Scale=1:39.4 3x6 FP=-- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 q_ e PI 42 J !! 4, 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 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 i 18-8-0 1 20-0-0 i 21-40 I 22-8-0 123-11-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 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.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. 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(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 13 PR Ope, eco• G N F- s/O 8 >.40PE f i OPP y ORE �•N r.. 0 '&4NY 12 -fr 0 00 SOO' O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t memo 10. ®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 withMiTekm connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use;the binding 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 Welk' -: -- — is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7/77 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSI.89 and SCSI Building Component Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sura 109 Citrus Heinhts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042128 PL15-409_UPPER F08 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mrrek Industries,Inc.Thu Dec 03 14:38:04 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-5w03clpkkrflYDKwJoeLW1QDgZMV1xCUhx332g7LyCcwn 1 20-0 I 0611a 11-2-12 ?ITS Scale=1:42.9 3x6 = 3x4 II 3x4= 3x4 = 3x4 = 3x4= 3x6 FP= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 o ik. 10//&\4400/(6\i‘ 40/400100\01 / a•\ a 26 N 0 25 24 23 22 21 20 19 18 17 16 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x6= 3x4 = 25-2-0 I 23-6-12 23-fy4 l 23-6-12 0-1'8 1-5-12 Plate Offsets(X,Y)- 11:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 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 Inc" 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.OE(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. a 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(lb)or less except when shown. TOP CHORD 16-25=377/0,25-26=-377/0,15-26=-377/0,13-14=0/286 BOT CHORD 16-17=286/0 WEBS 14-17=579/0,14-16=0/474 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 24-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,<J,,c'a P R OFFscs LOAD CASE(S) Standard �`O �NG1 NEF` � 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads 00) �� 8 .+40 P E �f Vert:16-24=-8,1-14=80,14-15=180(F=-100) Concentrated Loads(Ib) Vert:15=272(F) 10 91, y ORE r.40 � 0 -I feJ4 Y V2-• �1J� 0o sooty o Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI47473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekm connectors.This design is based only upon parameters shown,and'u for an individual bung component,notMi -a truss system.Beforeuse,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall balding design.:Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and pennanenfbracing --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/T%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 Cams 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 MTek Industries,Inc.Thu Dec 03 14:38:05 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-Z6aRpdgM V9ntAMv7tW9a2EzPgzhTmRidwbobfoyCCwm Scale=1:14.0 1 2 3 4 5 6 7 16 o o Y N 15 — — — — — — • 14 13 12 11 10 9 8 I 1-4-0 I 2-8-0 I 4-0-0 I 5-40 I 6-8-0 I 7-440 I 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 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 Ina- YES WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. c�EPR OFFs \�\ NGiNEFRs/O -� ', y 8 e40PE f -5,,,_OR 4�ON ss 0, Lq RY 12 ,\-\ O soot...), Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. - - Desigrrvalid for use only with hiTekm connectors.This design is based only upon parameters shown,and is for on individual building component,not -. otru -pm ferns Before use;the building designer must verify the applicability of design parameters and properly incorporate the design into the overall .:- 1L�� - --building design..Bracing indicated is to prevent buckling oh individual truss web and/or chord •members only.Additional temporary and permanent bracing -.c -+^ "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 Crteria.DS1-89 and BCSI Building Component - Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Sums Heights,CA 95610 Job Truss Truss Type qty Ply POLYGON R46042130 PL15-409_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:05 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-Z6aRpdgMV9ntAMv7tW9a2EzPfzhSm RhdwbobfoyCcwm 004 1 2 3 4 5 6 Scale=1:12.8 — 14 • 0 0 N J 13 12 11 10 9 8 7 1-4-0 I 2-8-0 I 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) Udefl 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 Ina- YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY • BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 6-2-12. (Ib)- 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. Oicp C��cb� AGP EF9 `s/0 2 �� 8 -.40PE 9c-' OPy ORE 41111!N :� '&4i O OyRY 12,2 \C? OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 - t ®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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not --a truss system.Before use,the budding designer must verify the applicability of design parameters and property-incorporate this design into the overall - ;��S ''l- _..building design.Bracing indicated is to prevent:buckling of individual truss web and/or chord members only.Additionaltemporaryand permanent bracing -.Mi lTer R- 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/Wit QuaSly Criteria,DSB-89 and SCSI 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 R46042131 PL15-409_UPPER Fl1 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-1J8plzr GTvkoWTJRDgpbSVYXMxCVmGn9FY8CEyCLwI 0-1-8 H 1 1-8-12 1 1 1-6-8 1 2-0-0 1 Scale=1:38.0 3x4= 3x4 = 3x4 11 4x4 = 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 e /N /x:/ N/ N., I / \4\I - / X /. X-X N. -/r .\%%I.- gr. e 21 20 19 18 17 16 15 14 3x6= 3x6 FP= 3x5= 3x5= 3x6= 3x4= 4x6= 1 1-11-12 2-114 22-4-12 I 1-11-12 021-8 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl 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/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 StudlStd(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: • 6-0-0 oc bracing:18-20. REACTIONS. (lb/size) 14=856/0.2-12,20=1364/0-5-8 Max Gray 14=880(LC 4),20=1364(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/346,2-3=0/345,3-4=1381/0,4-5=-1381/0,5-6=-2237/0,6-7=2237/0,7-8=2294/0,8-9=-2294/0, 9-10=-2294/0,10-11=1556/0,11-12=1556/0 BOT CHORD 19-20=138/646,18-19=138/646,17-18=0/1900,16-17=0/2357,15-16=0/2017,14-15=0/881 WEBS 1-20=-484/0,12-14=-1191/0,12-15=0/912,10-15=-623/0,10-16=0/374,5-17=0/492,5-18=-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 0-2-4 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). ����(} P R OFss LOAD CASE(S) Standard �,1Gj• ,,„. F19 /�29 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(Of) ,-C-. 401„:„.40 P E <' Vert:14-21=-8,1-13=-80 Concentrated Loads(lb) Vert:1=272(F) .� -7OREG���� O 0/5, RY 12 OAC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 i ®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 Mifek®connectors.This design is based only m upon parameters shown,and is for an individual building coponent,not .. a truss:system.Before use,the building designer must verify the applicability ity of design parameters and properly incorporate this design into the overall r - - 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,051-89 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 R46042132 PL15-409 UPPER F12 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTak Industries,Inc.Thu Dec 03 14:38:07 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl I-WhCEJrc1 ml bPg2V?wB28f21EmKXEJawNvHikgyCcwk 0-1-8 H I 1-2-12 1 fel 2-0-0 1 ISI 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 ail. m U Ll IJ IJ a\ / N/ X / N / N / N / \ 9 26 a e J g g e e 25 24 23 22 21 20 19 18 17 1.5x3 II 4x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x4 = 1 1-5-12 1-71-4 25-2-0 I 1-5-12 0-1-8 23-6-12 Plate Offsets(X,Y)— 11:0-1-8,0-0-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl 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 Ina NO WB 0.14 Horz(TL) 0.04 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:167 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bracing:24-25,23-24. REACTIONS. (lb/size) 17=622/Mechanical,24=2401/0-5-8 Max Gray 17=640(LC 4),24=2401(LC 1) FORCES. (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=0/720,13-18=524/0,13-19=0/382, 8-21=-329/0,5-21=0/530,5-23=678/0,3-23=0/857,3-24=-709/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-1-8,and 1230 lb R0 P R OksF down at 1-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. S' 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �C, , ��AGI NE. - s/O29 LOAD CASE(S) Standard 640PE 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pif) IF Vert:17-25=-5,1-2=150(F=100),2-16=-50 Concentrated Loads(Ib) dr Vert:1=272(F)2=1230(F) ' ORE � 1 2� 14RY12 � O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Ell Design valid for use only with Mifek©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 membersonly::-Additional temporary and permanent bracing ' • - thk - . - - 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/TPl1 quarry Criteria,051-89 and BCSI Building Component Safety Information avalable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 1 Job Truss Truss Type Qty Ply POLYGON R46042133 PL15-409_UPPER F13 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MFFek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-zhFaSfsEEn4�951gdYeiHgtbubAh4zno3cZ1FG7yCcwj 0-8 I 4 4x4-I 1-2-0 I I 0-8-7 434 4- 1-2-0 11 0-6-1 I 7—f 1 2 3 4 5 4x4 = 6 Scale=1:12.9 J 7 = • - 13 0 0 N 4x4 = 12 11 10 9 8 4x4= 4x4= I 2-10-11 1 3-5-11 1 40-11 1 4-11-4 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)- f2:0-1-8,Edgel,f4:0-1-8,Edgel,f5:0-1-8,Edoel,f7:Edoe,0-1-81,f10:0-1-8,Edoel,f12:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl 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 1BC2012/TP12007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=209/Mechanical,7=204/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-12=314/0,5-7=-306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. •\(( PRO FF6' sN .NGi NEFi? )029 ? .40PE 411, or ' ORE �41011, � O0 SOONo Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 8 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Ifni 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 andproperipincorporate this design intothe overall building design.-Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MaTek7 -- -- 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/oPlt Quaaly Criteria,D$I-89 and&CSI goading Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. suite 109 Gems Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042134 PL15-409_UPPER F15 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mick Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-zhFaSfsEn49S 1 gdiYeiHgtbskAfKzlQ3cZ1 FG7yCrwj I 0-6-4 1 1 1-2-0 I I o-8-7 I I 1-2-0 I I 1-5-1 I 2-6-0 I Scale=1:16.4 1.5x3 I I 4x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4x4= 4 5 6 7 0 0 N e 1 e e 3x4= 13 12 11 10 9 8 1.5x3 II 1.5x3 II 4x4= 4x4= 3x4= I 2-10-11 13-5-11 1 4-0-11 I 8-2-12 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)— f2:0-1-8,Edgel,f3:0-1-8,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 (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 OF 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. ��R\Ep PROPe 444 2 Q 8 940PE �<' 5 OR o o OAi RY 12 `ZO\-\. O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 _a. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not IIII a truss system.Before use,the building designer must verify the applicability ofdesign parameters and property incorporatethis design into the overall - buldingdesign. Bracing indicated is topreventbuckling of individual truss web sand/or chord members-only.Additional temporary and permanent bracing' -- MiTek- .. - - "• - ,._. r 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 Crfed°,DSI.89 and ICUBuilding 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 F18 FLOOR 9 1 Job Reference(optiona) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Thu Dec 03 14:38:09 2015 Page 1 • ID:c53KNt9S8dZANgLpvMEnZkyCd11-Supyf?ttYOHJf Cu6LDWD472uaxoi5cDrDmopZyCcwi 0-1-8 Hi 1-2-12 f P"8-4i 2-0-0 I Scale=1:42.8 4x5= 3x4= 3x4 II 3x4= 3x4= 3x4= 3x6 FP=3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 E\ \ Z N Z N / N / \ / N O 2 e• e g s e 24 23 22 21 20 19 18 17 16 4x6= 4x6= 3x6 FP= 3x5= 3x5 = 3x5= 4x6= 3x4 = I 1-5-12 1-714 25-2-0 I 1-5-12 0-i-8 23-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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 Ina NO WB 0.68 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:136 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23. REACTIONS. (lb/size) 16=1013/Mechanical,23=1450/0-5-8 Max Gray 16=1028(LC 4),23=1450(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=1350/0,4-5=1350/0,5-6=-2679/0,6-7=-2679/0,7-8=-3209/0,8-9=3209/0,9-10=2943/0,10-11=2943/0, 11-12=2943/0,12-13=-1881/0,13-14=-1881/0 BOT CHORD 22-23=123/379,21-22=0/2105,20-21=0/2105,19-20=0/3036,18-19=0/3168,17-18=0/2504,16-17=0/1043 WEBS 14-16=1410/0,14-17=0/1132,12-17=842/0,12-18=0/593,9-18=-304/0,7-19=0/256,7-20=504/0,5-20=0/797, 5-22=-1042/0,1-23=-399/0,3-22=0/1335,3-23=1100/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��RE1) P R ores. LOAD CASE(S) Standard �,,. �Co NoINE - �p� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(Of) 4Z- 8 .40PE 1.- Vert:16-24=-8,1-15=-80 Concentrated Loads(Ib) Vert:1=272(F) 40, -7OR ON ^o 0 0 & hr� q RY 12•,•4. SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 8 l""" ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding 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 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,DSI-89 and SCSI Building Component Safety Informaiton 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 MTek Industries,Inc.Thu Dec 03 14:38:10 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-w4NKsLuVJhPAG8n4g31111gDD HHRXbM3tWML?yCcwh til-7-41 2-6-0 0-11.8 Scale=1:40.7 4x6= 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 o _ 1 a 21 N / \ N., V N 20 19 18 17 16 15 14 2?1133S11 4x4 = 4x8= 3x6 FP= 3x5 = 3x5= 4x6= 3x4 = 0-1r8 23-11-12 � 0-1-8 23-10-4 Plate Offsets(X,Y)— f19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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 Ina YES WB 0.76 Horz(TL) 0.08 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=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. ,c(c? p PR 0FFss NG)NFR -17 8 .40PE ORE srN 0 -v&A t z' 'rEP kj0 sootyo Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i I mut ®WARNING-Verity design parameters and.READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verilythe applicabilityof design parameters and property incorporate the 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 MiTe II• -_ - • --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 SCSI Building Component 7777 Greenback Lane Safely Inlormaeon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042137 PL15-409_UPPER F18 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Thu Dec 03 14:38:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-OGxi4hu74?X1 uHMGEmG_IVDO3NciA_iWIXFvtSyCcwg 0-1-8 IW 2-6-0 I Scale=1:40.1 6x6= 3x4 = 3x4= 3x4=3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 20 /1 N Il - VNIN-7 Nir 7 'NI 9 0.7g1No."" 27 l N rm i C m 9 Iliall 1331 19 18 17 16 15 14 13 6x6= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23x0 I 23-8-0 Plate Offsets(X,V)- f19:Edge,0-1-81,119:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl 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 Inc; 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 orb-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(lb)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/I-PI 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. ���ti0 P R OFFss �c\� :(c.„, E9 /O�-s� : r640PE r' 411111 v ORE 0 � RY i2 Z .ygr� s0014 Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 4 _ c` r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. kilt" Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and'u for an individual building component,not a truss system.Before use,the buiding 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 individuattrussweb and/or chord members only.Additional temporary andpermanentbracing 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 Qually Criteria,DSI.89.and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042138 PL15-409_UPPER F19 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:12 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-sSV5H 1 vlrJfuWRxTnUnDdlbsn27vZNfXB?TPuyCcwf 0-1-8 HI 1-8-12 1 1 2-2-0 1 2-6-0 1 Scale=1:38.5 1.5x3 = 3x6 FP= 3x6 FP= 1.5x3 = 5x6 II 4x6 II 1 2 3 4 5 6 7 8 9 10 11 12 ii:\JZ.6-\1.7 ` 1007""..N.I.VANINiss„.1me1 C b a N 2010...0.0m - - - ,;7, �t 3t 19 18 17 16 15 14 13 1.5x3 II 3x6 FP= 3x8= 3x5= 3x4 = 1 1-11-12 2-�14 22-4-12 1-11-12 0-1-8 20-3-8 Plate Offsets(X,Y)- 11:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.05 15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:143 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.t&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 Holz 13=-1594(LC 4),18=1594(LC 4) Max Gray 13=868(LC 4),18=3148(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/829,2-3=0/828,3-4=-1649/15.4,4-5=-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 ���vt) PRO/i" 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). �. , ANG I N EFS iQ LOAD CASE(S) Standard �� Ely.,....,_ 40 P E �"7 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIt) r Vert:13-19=8,1-2=180(F=100),2-12=80 Concentrated Loads(Ib) Vert:1=-608(F)2=1200(F) u O -7ORE *N 0ti2e/"1RY 12•q.... �o SOON O Digital Signature EXPIRATION DATE: 12-31-16 7 December 4,2015 i 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Beforeuse,thebuilding designer-must verify the applicability of design parameters and property incorporate this design into the overall building design:Bracing indicated is to prevent buckling of individuattruss.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 ANS1/nP11 Quagly Criteria,DSB-89 and SCSI Building Component Safety Informalfon 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 R46042139 PL15-409 UPPER F20 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 14:38:12 2015. Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-sSV5H 1 vlrJfu WRxTnUnDrjlcun45vcQfXB?TPuyCCW f Scale=1:18.7 1 2 3 4 5 6 7 8 9 10 J �o o- 0 o- . 40 0 0 d d 0 N N a 'o o- 0 o- or o- e I 20 19 18 17 16 15 14 13 12 11 11-4-8 I 11-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 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 Ina 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. �;; GiGP EF,4 svo2 ct $�.40PE �r S �-vh.OR ON r.� 0 ' ZVho1RY % .,- o sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 __ a' ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10103/2015 BEFORE USE. Design valid for use only with Mifek®connectors.This design is based only upon parameters shown,and is for an individual building component,not III . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucklingof individuabiruss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Cr feria,DSB-89 and BCSI Building Component Suite 109 Safety Informalon available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Canis Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042140 PL15-409_UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530$Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd I1-Kf3TV NwNccol7b W IL BISNwl kj BQZe3VpmrkOyKyCcwe 1.5xi II 0-7-12 I 2-6-0 - -- 1)5x3 11 1 2 4x4= 3 Scale=1:13.0 J � 5 4 4x4= 3x4= 0-i- 3-4-12 011-8 3-3-4 Plate Offsets(X,Y)— 15:Edae,0-1-81 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) 0.00 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 Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BUT 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(lb)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. PROre s ��\� � Gj NEF9 (rt., &* .40PE Airy DRE �� 0yO Lq;y 2-•ZOIC? SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 it WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. /1111. Oesign_vand for use only with MTek®connectors.This design is based only upon parameters shown,and h for an individual building coponent,not - a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ,-building designs.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/Mil Quality Criteria,055-89 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 R46042141 PL15-409 UPPER F22 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-KY3TVNwNccol7bWILBISNwIkeBNge npmrkOyKyCcwe 1-3-12 2-6-0 Scale=1:24.9 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 • 0 0 • d d N e a e e 1 10 9 3x4= 3x5= 3x5= 3x4= 0-i1.8 14-3-12 0 -8 14-2-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) 1/defl 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 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. ROPen �� NGIN F F9 s,0, 8 e40PE 9<' -7ORE !N Oy.vGq R 12• �� SOON Digital Signature EXPIRATION DATE: 12-31-16 3 December 4,2015 � e 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 Mifek®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 '- ■�� !Y building-design.,Bracing indicated:is to prevent buckfing-of individual truss-web and/or-chord-r embers only.'Additional temporary and permanent bracing - �'Mi IT ek 1 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 108 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 R46042142 PL15-409_UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 112014 MiTek Industries,Inc.Thu Dec 03 14:38:14 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-ordriix9Nwwdl5rvvphw8rul bgwNOAy_VUZUmyCcwd 0�-6 4 11 2-6-0 _ -1 0-H8 Scale=1:36.6 4x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 e e a a o • i _\ 7 No. .7 NON% 7 41411\sx.i V' -111N. a 20 d II . m o u 19-2...... 9 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5= 3x8 = 3x4= I 21-6-12 21-6-12 Plate Offsets(XX)-- f1:Edae,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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.1&Btr(ftat) 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=-414/0,34=-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. ���Ep P R OFF ��\� 0NGiN .,.,k-,961-9/62,.#'9 :_ .40PE 1- (fir ' y OREG `o OAy20gRY 12.-`L,\-\ ° SOONO Digital Signature ( EXPIRATION DATE: 12-31-16 December 4,2015 4 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 M7ekm 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 i 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 Qualify Criteria,D56-89 and SCSI 6utiding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. , Suite 109 Citrus Heiohts.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 7.5300 Jul 11 2014 MiTek Industries,Inc.Thu Dec 0314:38:152015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-G1ADw2yd8E2TNvf2TcKWSLN69?6p6zB5D9D7ODyCcwc 0-h8 Scale=1:33.5 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 aa -' o 0 2 o - 0 ID a T. a s 38 w 4 d N N a 37 i e a a e a a a a a a a a a a e a 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 I 8-0-0 1 9-4-0 1 10-8-0 I 12-0-0 1 13-4-0 I 14-8-0 i 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 29-4-112 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 041 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 19 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 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 PROFFss/ ����5 ,,•,. E-9 p2 � 8 s40PE r-- IP Il ":4:7,,_ORE 0 �N ^O O � y0�gRY 12•O\ SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10/0312015 BEFORE USE. -. - Design valid for useonly 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 bidding designer must.verify the appkcabirity of design parameters and.properly incorporate this design into the overalL _. ---buildingdesign.,Bracing indicated is:to prevent-buckling of individualtrussweband/or chofdmembers 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,seer ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safely InformatIon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. -- Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042144 PL15409_UPPER F25 GABLE 1 1 Job Reference(optional Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Thu Dec 03 14:38:15 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-G1ADw2yd8E2TNvf2TcKwSLN5L?6k6zA5D9D70DyCcwc 0-1H8 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 0 a a a O e 0 e e a 9 e 2 ° - e e a 0 : 38 4 d N N _ a 37 Y\AAA 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1-4-0 l 2-8-0 I 4-0-0 I 5-4-0 l 6-6-0 I 6-0-0 I 9-4-0 I 10-8-0 I 12-0-0 1 13-4-0 1 14-8-0 I 16-0-0 I 17-4-0 1 18-8-0 1 20-0-0 I 21-6-12 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 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 Ina YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 21-6-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. DEQ PROre ,IN. .NG I Nt Fi9`s/O 2 �� 8 ,I-OPE 9� dir y ORE .dir .s. O , -1RY12,`Z��C? /y OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 l a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M167473 rev.10/03/2015 BEFORE USE. , Design valid for use only with Mnek®connectors.This design is based only upon parameters shown,and is for an individual building.component,not .I.• ,. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - B1�B .. -building design:Bracing indicated into prevent buckling of individual truss web and/or chord members only.Additional temporary and perrnanentbracing. . - e. • :BYBiT 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/M1 Quably Criteriap7777 Greenback Lane ,DSB-89 and BCSI Building Comonenf Suite 109 Safety Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 31Z Alexandria,VA 22314. .- - Citrus Heights QA 95610 Job Truss Truss Type Qty Ply POLYGON R46042145 PL15-409 UPPER F26 Floor 3 1 I Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Thu Dec 03 14:38:16 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-kEkb7OySVXAK 3EE0Jr9?ZwDXOKOrFJFSpzgYfyCcwb 1 1-0-4 1 2-6-0 0-11.8 Scale=1:41.5 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 c 5 e m n Y1I �N. N 97 eV J VN B2p218 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= Clr8 24-4-12 I 0-'I-8 24-3-4 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid 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/TPI2007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1 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. <.?Ea P R OFess �,\� �NGj N��9 /O2y ->640PE c 1, -9,,,ORE, �111/ o O C ,l.11-1GgRY 1i-plc, 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.10/01/2015 BEFORE USE. i. .Design valid for use only with MiTeke connectors.This design is based only unparameters shown,and is for an individual butldin component,not a truss system.Before use,the.butding designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated-1.s to prevent buckling of individual truss web and/or chord members only.Additional temporary and�permanent tracing 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,051-89 and SCSI BuBding Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiohts CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042146 PL15-409_IJPPER F27 Floor 2 1 Job Reference(optional) Pacific Lumber d-Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-DQIzLkzugrlAcCpQal NOYmTQ9olBaprOgSiE55yCcwa 1-7-4 2-3-0 I 01:148 Scale=1:23.3 1.5x3 II 1.553 = 1.5x3 II 3x4= 1.553 II 3x4= 1.5x3 II 3x4= 1.553 = 1 2 3 4 5 6 7 1 13 N•—/..P. _ I o N Iq. a e 12 1Q 10 9 • 354= 3x5= 3x5 = 354= I 13-5-12 I 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl 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/TPI2007 (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=58210.5-4,11=532/0-7-12 • FORCES. (lb)-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. .c0k° P R OFe ��\� �NGI NEER vo?� kr 8 :t40PE �c de ir y ORE o >\o 00 SOONO Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 p ®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 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 property incorporate this design into the overall -.building design-;&-acing indicated is to prevent buckling of individual truss weband/or.chordmembers orily..Additionaltemporary and permanent bracing Wel(-- - - ' 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/OPI1 Quality Criteria,058-89 and ICSI Building Component Safety Informalon 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 Pagel ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DQIzLkzugrlAcCpOa1 NOYmTSUooGatAOgSiE55yCcwa I 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 N r\ • • 4 • 1.5x3 II 3x4= 0-13 1-3-8 1-3-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 Ina 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. (lb/size) 4=64/1-3-11,3=64/1-3-11,3=64/1-3-11 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. -<<5NG NE .9 6j�2 , 8 .40PE 9� l i y ORE sN oy�04RY O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MWell/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-s 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/7I1 Quality Criteria,DSB-89 and BCSI Bending 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 R46042148 PL15-409_UPPER F30 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 14:3817 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-DQIzLkzugrlAcCpQal NOYmTS7ooLatAOgSiE55yCcwa 1.5x3 II 1 4x4= 2 Scale=1:13.3 L `tea• 4 3 1.5x3 II 4x4 = 1 0-9-12 1 0 0-9-12 Plate Offsets(X,Y)— Fl:Edge,0-1-81,(3:Edae,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl 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 0-9-12 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. - - P R QFFs1S' �c�� tiNGiNRz.'1' /�'L c ' >640PE vs! 41111111, "--v„,,.ORE 0y �gRY 12•`L��C? 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 s MN* ®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 Mirekm connectors.This design isbdsed 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 chard members only.Additionaltemporary 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 i fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quafly Criteria,051.89 and SCSI 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 R46042149 PL15-409 UPPER F31 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hcsMY4 WR9Q1EMOd8kud4 ?dEC7VJKQYv6SndYyCLwZ I 1-0-8 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 d N Alm 1.5x3 I I 3x4= pp 1-3-8 0-d-3 1-3-8 LOADING(pat) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 ""` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (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/sire) 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. ��ED PROFFs 4,... 17 NG)NE -6) siO2y cc 8 a40PE r' O -7 ORE d N rdi d O 0.6.0�'4RY 12 O�� 0 s00N Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M&7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Y a truss system.Before use,the building designer must verify the applicability ofdesign 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 Qualtly Criteria,D51-89 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 R46042150 PL15-409 UPPER F32 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-hcsMY4_WR9Q1 EMOd8kud4_?dLC7VJKuYv6SndYyCcwZ 1 2 3 4 Scale=1:13.0 J J drN J r 8 7 6 5 I 3-7-0 I 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/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 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 OF 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. Ope C?���NGP EE- Lvo2 � �.4OPE —7_, Bir — der c:3 ORE 's 20 'yo o'9 RY 12. occ' 0 sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 B. ®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 MTekm connectors.This design is based only upon parameters shown,and is for an individual building component,not '- a truss system.Before use,the bulding 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/orchord members only.Additional temporary and permanent bracing Mi IT ek° - - 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/TNt Qualtly Criteria,DSI-89 and SCSI 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 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-hcsMY4_WR9Q1 EMOd8kud4_?cfC7RJKQYv6SndYyCcwZ I 1-4-0 1.5x3 II 1 3x4 = 2 Scale=1:13.2 1 4 N • 4 ����������,/l/ •�����������������•��•, 1.5x3 II 3x4= 1-7-0 I 0-O-2 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid 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 Ina 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(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. ��4ED P R OFFss /.S �NGiNE�9 X&. 8 •40PE r '-\' OR SON r.. Oy-„, RY j2,Z,.�C� OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 1 December 4,2015 a a 11, ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/01/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11 a truss system.Before use,the building designer must verify the applicability 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/11.11 QuaBty Criteria.DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cams Heights.CA 95810 Job Truss Truss Type Qty Ply POLYGON R46042152 PL15409_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:c53KNt9S8dZANgLpvMEnZkyCdl l-9pQkIQ?BCSYurWzpiSPsdBYoncTg2ngh8mBK9yCcwY 7x10 I 1 2 Scale=1:13.3 — � 1 4 3 7x10 I I 0-7-4 042 0-7-4 Plate Offsets(X,Y)— f1:Edae,0-1-81,14: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 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 VertlJL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-7-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) .BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=26/0-7-6,3=26/0-7-6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Ep PRpF R F NGINE�9 o/o � 8 .40PE �<' y OR •N � 0 &xiRY 12•et. SOON O Digital Signature L EXPIRATION DATE: 12-31-16 December 4,2015 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 M7ek0 connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before uses the building designer must verify the applicability of design parameters and properly incorporate tha design into the overall MiTek* L�B B.� _ building design.Bracing indicated is to prevent buckling of individual truss:web and/or chord members only.Additional temporary and permanent bracing Mi#r ell - 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 Quaily Criteria,DSB-89 and SCSI 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 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 ID:c53KNt9S8dZANg LpvM EnZkyCdl1-9pQklQ?8CSYurWzpiSPsd BYntcTk2ngh8m BK9_yCcwY I 1-1-4 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 ' N • 1.5x3 II 3x4= 1-4-4 I 0-I/-2 1-4-4 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) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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. •\(<- P R OfiFss v\oi .40PE r -v ORE ^401.1 s. 0 �' CI /yoGgRY Ai.,\-\ � s00N Digital Signature i EXPIRATION DATE: 12-31-16J December 4,2015 N ®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 Welk.®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the-applicability of design parameters and property incorporate this design into the overall Mil ---- - building design.Bracing indicated is to prevenf'buckhng of individual trussweband/or chord members only.Additional temporary arid permanent bracing - Milek - - 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,DSII-89 and BCSI Building Component - Suite 09 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heiahis,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042154 PL15409_OPPER F38 Floor Supported Gable 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:3820 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-d?_6zm?mzmglTgY?F9w59P5zpOp_nDwrNQxuhQyCcwX 1-0.0 1.5x3 II 1 3x4= 2 Scale=1:13.2 4 ♦:♦:♦:♦:♦:♦:♦:�, ' 1.5x3 II 3x4= 1-3-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 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. _44./ 8:11.OP E -9f Co' ORE•N � 0y�&gRY 12•`L��C? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ` e 46,,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 Milok®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 -` - - MiT ek - -.. - - 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/T711 Quality Criteria,DSB•89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95810 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 MTek Industries,Inc.Thu Dec 03 14:38:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-d?_6zm?mzmglTgY?F9w59P5yzOpunDwrNQxuhQyCcwX 1-5-0 1.503 II 1 3x4= 2 Scale=1:13.2 0 0 o q N N IA 1.5x3 II 3x4= I 1-8-0 I 1-8-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 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 Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=85/1-8-0,3=85/1-8-0,3=85/1-8-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <RI) PROre c, C7\o cNG(NEF9 /ply .4QPE f yti ORE o � 4, Uq RY 12•ON\C? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 A ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. - r Design valid for use only-with MiTekf connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss sys em-�Betore-use,:the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ,:. - building design.Bracingindicated is to prevent buckling of-individual-truss web and/or chord members Ginty.Additional temporary and permanent bracing a '•. , is always required for stability arid 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/Mil Qua6tyCriteria,DSB-89 and SCSI Building Component -- Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. -Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON 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 MTek Industries,Inc.Thu Dec 03 14:3820 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-d?_6zm?mzmglTgY?F9w59P5zi0pznDwl. QxuhQyCca✓X I 1-0-12 1.15x3 I I 1 304= 2 Scale=1:13.2 0 G 49 N • • 1.5x3 II 3x4= I 1-3-12 I 1-3-12 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=65/1-3-12,3=65/1-3-12,3=65/1-3-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Ag ED PRDFen 8 -94-OPE y 1 (.11;4_ORE oN ,� 03,, R 12,`ZO,�C� © SOON Digital Signature EXPIRATION DATE: 12-31-16 1 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. s 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 buss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate thrs design intothe overall - -.- budding design. Bracing indicated is to prevent bucking-of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses.and truss systems,see ANSI/TPII Qualify 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 Heiahts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042157 PL15-409_UPPER F53 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co.., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 ID:c53KNt9S8d7ANgLpvMEnZkyCdl1-5BYUA60Ok4oc5g7BptRKicd80P9G WgA_b4gREsy CcwW 1.5x3 II 1 4x4= 2 Scale=1:13.3 L o 0 1 4 3 1.5x3 Il 4x4,--,- I I 0-11-0 1 0-11-0 Plate Offsets(X,Y)— 11:Edae,0-1-81,13:Edae,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-11-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=44/0-11-0,3=44/0-11-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. ,.7.N.- ANG P EFR 04o2 'rte 8 .4OPE vt' # -7 ORE O�40 d 0,5,„ RY 12- O\-\ - O SOON • Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 11•11 r - ®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 M7ekQ connectors,This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the bulling designer must verify the applicability of design parameters and property 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 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 SCSI Building Component Suite 109 • 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 R46042158 PL15-409 UPPER F54 Floor Supported Gable 1 1 Job Reference(optional) _ Pacific Lumber b Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-5BYUA600k4oc5g7BptRKicd8AP9HWgA_b4gREsyCcwW 1.5x3 II 1 4x4 = 2 Scale=1:13.3 L 0 0 4 3 1.5x3 II 4x4= 0-9-0 0-9-0 Plate Offsets(X,Y)— (1:Edge,0-1-81,I3:Edcle,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Udefl 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 Ina 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. Strongbactcs to be attached to walls at their outer ends or restrained by other means. (GRSD PR Opp I N �i G F N F O ..> 4 6 OPE -4 ORE4Q. O 0ti01✓q RY 12 OAC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 I December 4,2015 IMMO ®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 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 ���pr� buildingdesi n.. indicated is to prevent bucklingof individual truss web and/or chord on Additional temporary and - -"117[1 J' :. -' � g� Bracing p membersN� p ry permanent bracing 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,051-89 and SCSI 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 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 14:3821 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-5BYUA000k4oC5g7BptRIGcd8jP9EW9A_b4gREsyCcW W 1.5x3 II 1 3x4= 2 Scale=1:13.2 C 0 4 3 1.5x3 II 3x4= 1-1-12 1-1-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord beating. 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. c2, ' NGN�'Qp 2 8 ,40PE of y ORE •N Oy0LgRY 12 \-\ O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. - Design valid foruse 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 andproperly incorporate this design into the overall building desiyr5::Bracing indicated is-to prevent buckling of individual truss web and/or-0140M members'brily.Additional temporary and permanent bracing • `S'.'-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/TF11 Quaity Criteria,Da8-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Symbols Numbering System A General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury rm� Dimensions are in ft-in-sixteenths. I1404" Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0-1/16" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 4 may require bracing,or alternative Tor I MilliM Up bracing should be considered. OI-Ay = 3. Never exceed the design loading shown and never O �� Ostack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building. For 4 x 2 orientation,locate c7-e c6a C5-6 designer,erection supervisor,property owner and plates 0-'ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and • in all respects,equal to or better than that ,'Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved gineer. approval of an en tI•■ reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ._ Min size shown is for crushing only. la 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, iT 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 11111 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. cv, t3 PR opec,, �y�faINE > L7c 89782PE if" OREGON c::,'-(" 9,9 L'QRYIr 'A UL Pt /E4E E i12fl1� 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 24 "oc spacing. TC: 2x9 KDDF Itl&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 416BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSP 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 4 4 4 12 I(M-4x4 12 7.50 Q 7.50 3 AIIIIIIIIIIIIIIII u / ill' A 10 O 0 M-3x4 M-3x4 1-00 15-01-081-04 89782PE �<" JOB NAME: 5019-B POLYGON - Al • Scale: 0.9416 `� /' •. WARNINGS: GENERAL NOTES, anises otherwise noted. / 44' 40 OREGON 4) --�^ 1.Builder and erection contradot should be advised of a0 General Notes 1.This design Is based only upon the paremetere shown and Is for an Individual ' OI p 1EG O'31 O� �. Truss: Al • and Warning.before conetrudicn commences. building component.Applicability of design parameters and proper f tY • 2.2t4 eumpreselen web bracing must be Installed where Mown. incorporation of component le the responsibility of the ghutbuilding designer. 1 (f 1i�.:Ab V . 3.AddtRnal temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chorea to be Windy braced at 7�T '-? ` Is the reaponsiblllly of the erector.Additional permanent bracing of Tn.c.and et ICI o c reapectNey unless braced throughout their length by !/{,,, continuous sheathing such as plywood sMathirg(TC)and/or dryweg(BC). • poo,` + , DATE: 12/8/2015 the overall structure Is the regansiblllN of the building designer. 2 2i Impact bridging or lateral bracing required where MA.Uown*. L SEQ. : K 15 8 0 9 4 7 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 time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID' LINK design leads be applied to any component. and ma for dry sondylon"eta... 5.CompuTrus has no control over and assumes no responsibility ler the 8.nDe Design assumes lull bearing at all supports shaven.Shim or wedge if EXPIRES: 12131/2016. fabrication,handling,shipment and Installation of components. ry . 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished Redact to the limitations set forth by 8.Plates shell be located on both fans of truss,and placed so their center TPINNICA In SCSI,copies of which wig be furnished upon request. Ines nindde with Joint center linea 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.JCompuTrus Software 7.6.6(1L)-E /O.For basic connector plate design values sea ESR-I311,ES9-1988(MWTek) 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 9WR/DDF/Cq=1.00 TC: 2,4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=(-209) 1326 6- 2=( -26) 371 BC: 2x6 KDDF#1&BTR 2- 3=(-1161) 253 6- 7=(-208) 1316 2- 7=(-492) 192 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1161) 253 7- 8=(-208) 1316 7- 3=(-208) 989 LL = 25 PSI' Ground Snow (Pg) 9- 5=(-1668) 297 8- 5=(-209) 1326 7- 4=(-992) 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"01. UON. BC UNIF LL( 50.0)+DL( 54.0)= 109.0 PLF 0'- 0.0" TO 15'- 1.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -229/ 1271V -100/ 100H 5.50" 2.03 KDDF ( 625) 15'- 1.5" -229/ 1270V 0/ OH 5.50" 2.03 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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" MAX HORIZ. TL DEFL = 0.015" @ 14'- 8.0" 7-06-12 7-06-12 T T T 4-03-05 3-03-07 3-03-07 4-03-05 Design conforms to mlwindforce-resisting ,f ,f ,f system 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-9x6 Q 7.50 (All Heights), Enclsed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 3 Truss designed for wind loads 'I in the plane of the truss only. 11N M-3x9 M-3x9 2 4 �p 4� 1111111111111a..' to O Y 1►�� 6 8 = 5 o M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4 0 J• ci y b y 4-01-09 3-05-03 3-05-03 4-01-09 y 15-01-08 y �C ' N e `r6r�, �" :9782PE 9t- JOB NAME : 5019-B POLYGON - A2 Scale: 0.3698 WARNINGS: GENERAL NOTES, unless otherwise noted Cr,Wir 43 Truss: A2 1.Builder and erection contractor Mould be advised of all General Notes 1.This design la based only upon the parameters shown and la/or an Individual "7 OREGON R EGC)N N. end Warnings before construction commences incbuilding component Applicability Is of design parameters end proper 'key @" 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced e1 11,45) Is the responsibility of the erector.Additional permanent bredng of T o.c.and at I0 o.c.raspadWety unless braced throughout their length by ` DATE: 12/8/2015 the overall structure Is the responsibility f the designer. continuousxImp sheathing such l b plywood airedsheathere c ewand•tlrywel(BCJ. �, 1 . ` o building g 3.Installation Impact bridging or iaterel prodng required where shown rt a {.. SEQ.: K 15 8 0 9 4 8 4.Na bad enacts be applied to any component until after al breane end 4. of truss":e be responsibility able reapectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes bosses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to coy oornpnnenl and are for"drycondhion'of use. 5.ComWTrushas nocontrol over and aseamasnoresponsibility for the 6.Design asewes biibeanngateAeuppanaahovm.Shimorvredgell l.� p EXPIRES: 12/31/2016 fabrication,handling.shipment and Installation of components. 7,Design assumes aceedate drainage is provided. December 8,2015 8.This design is furnished subject to the Iimttations set fodh by 8.plates shall be located on both faces of tons.and placed so their center TPIINTCA in SCSI,copies of which will be furnished upon request. lines coincide with(dint canter lines. uTrus Software 7.6.6(114-E 9.Digits Indicate size of plate In inches. MiTek USA,Inc./Com Pie.For basic connector plate design values see ESR-1771,ESR-1888(Mack) 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 #1613TR; 20-05-08 GIRDER SUPPORTING 35-09-00 FROM 7-00-00 TO 20-00-00 1- 2=( 0) 60 2-10=(-1590) 6376 10- 3=( -478) 200 14- 8=( -816) 142 2x6 KDDF #16BTR T2, T4 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -7792) 1960 10-11=(-1598) 6394 3-11=( -360) 1150 8-15=(-4944) 1334 BC: 2x8 KDDF #1613TR 3- 4=( -8308) 2188 11-12=(-2650) 10190 11- 4=( -794) 3452 15- 9=(-2662) 10804 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -7088) 1896 12-13=(-2884) 11174 11- 5=(-4554) 1232 9-16=(-6658) 1654 2x4 KDDF #16BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=(-10450) 2790 13-14=(-2884) 11174 5-12=( -586) 2898 2x4 KDDF STUD B; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" N- 7=( -9390) 2442 14-15=(-2506) 10196 12- 6=(-1066) 278 2x6 KDDF #2 C; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 14'- 5.5"'F- 8=(-11046) 2840 15-16=( -198) 774 13- 6=( -422) 2244 2x8 DF SS D TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 5.5" TO 20'- 5.5" N- 9=( -9480) 2360 6-14=(-2548) 758 BC UNIP LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 5.5" V 7-14=(-1114) 4802 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 421.9)+DL( 286.9)= 708.8 PLF 7'- 0.0" TO 20'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 5.5" 0'- 0.0" -1219/ 4930V -69/ 114H 5.50" 7.89 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 20'- 5.5" -1852/ 7713V 0/ OH 5.50" 12.34 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 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. I 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" MAX TL CREEP DEFL = -0.252" @ 11'- 9.7" Allowed = 1.303" nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 206 top chords, MAX HORIZ. LL DEFL = 0.030" @ 20'- 2.8" 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX HORIZ. TL DEFL = 0.099" @ 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. a* For hanger specs. - See apprnt 41111 pit 8-06-02 2-06-12 3-09-15 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 1' 1' T 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), 3-03-10 2-08-01 2-06-06 3-03-11 3-00-03 ,( 2-02-10 3-04-15 load duration factor=1.6, 1' ' 4F320# ' 4 +320# ' T Truss designed for wind loads 12 12 in the plane of the truss only. 7.50 Q 7.50 M-4x8 M-5x10 M-3x8 M-3x8 4 5 6 ` T2 M-3x5 Mill ' M-6x8 M-5x12 9 g �� T4 _ _ A M-5x16 / o - 10 11 12 so s-t 13 19 15 *16 -e o M-1.5x3 M-9x10 0.25" M-3x8 =M-8x8 M-8x10 M-3x8 =M-10x10(S) 1 1 1 Y 1 i 1 1 cO PROF 3-01-19 2-04 3-03-11 3-00-03 3-01-15 2-09-06 3-01-07 4� ass ,� s,G1 N /� 11-00 20-05-08 1 �C� "c"' `'9 f.J,IP. . 't' 89782PE c'~ •, JOB NAME : 5019-B POLYGON - B1 . Scale: 0.2597 V /'�G� /♦,�..,, WARNINGS: GENERAL NOTES, unless otherwise noted' X41) 1.Builder and erection contractor should be advised 01511 General Notes 1.This design la based only upon the parameters shown and Is for an Individual '$P�! -"OREGON 4 Truss: B1 and Warning.before conWudlon commences. building component.Applicability of design parameters end proper /6J 'y If1 � 2.2*4 compression web braing must be Installed where Mown* Incorporation of component Is the responsibility of the building designer. "'T � A a.� f V fJ'� 3.Additional temporary bracing to Insure stabllIy during construction 2 Deign assumes the top end bottom chortle b be laterally braced et 7 �1 fi J by Is the responsibility of the erector.Additional permanent bracing of continuous aheaMingrwch as ph/wood ah aMlrig(espectiely unless braced TC)and/or drywal(I ughout their BC). t DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lsteel bracing required where Mown+a --AUL �� SEQ. : 1(158094 9 4.No bed should be applied to any component until alter all bracing and 5.4.DeignBtion aswfmrutrusses truss Ithe are baulityd Ity ofthe a non-corrosive contractor. environment, fasteners are complete and at no time should any loads greater thanand ra ss medry ussof tob. T RAN S I D: LINK deign loads be applied to any component. 6.Deign assumes NII bearing at all supporta Mown.Shim or wedge If 6.CompuTrushas nocontrol over and assumes none ponslbBNforthe eea..ry. EXPIRES: 12/31/2016. febdutlon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 6.This deign is furnished subject to the Ilmgatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP6V TCA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. B.Digits Indicate size of plate In inches. MTek USA,Inc./COmpuTrus Software 7.6.6(SL)-E 70.For basic connector plate deign values see ESR-1311,ESR-7888(Mack) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 10.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=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. • 7-11-09 7-11-09 T 12 IIM—_x9 12 7.50 Q 7.50 3 0/7011111 o o 0 • M-3x4 M-3x9 1 1-00 y 15-10-08 y ?, p PR 1IS) �, \ACEI NEAR (rte 44 2 :9782PE �<' JOB NAME : 5019-B POLYGON - Cl Scale: 0.4345 lir WARNINGS: GENERAL NOTES, unless olherwtee notetl ����� 7.Budder and erection contractor should M advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual N. Truss: Cl and Waminge before construction commences. budding component.Applicability of design parameters and proper ',(d! Q 2.2s4 compression web bracing Incorporation of component Is the responsible f the loading designer. �� �� r uf7 p gmusi beinslalbtl where shown ty° J 3.Additional temporary bracing to Ware stability during construction 2.Design and el tO the top and bottom chole to be throughout braced et Is the responsibility of the erector.Adddlonal permanent bracing of 2 o.c at 10 a c napecdvety unless braced thraughod their length by `Na DATE: 12/8/2015 the overall structure Is responsibility of building designer. continuous sheathing such as pNwood sheathing(TC)ardor drywad(BC) PA U L �\ yon ty° g3.2a Impact bridging or lateral bredng required where shown t+ SEQ.: Ki 5 8 0 9 5 0 4.Na road should be applied to any component untN after NI bracing and 4.Installation of truss+s[tie rosponsiblllty of the reapectNe contractor. leetsnen are complete and at no time should any loads greater than 5.Design assumes In.aaes aro to be used In a non-corrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has nocontrolover and assumes noresponsibility for the e.De.Ignaasum.ar�nba.nneataX.uppanaehown.smmarw�deeg EXPIRES.: 12/3.1/201.6. lebncetlon,handling,shipment and Installation of components. necessary. 7.Design shallassumes adequate on bot,face Isofprovided.an December 8,201 5 8.This dellen b furnished sh pment la the limitations o sal forth pon by e.Plates snail be adeo at born faces Was,end plead co their center TPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with loan center knew MiTek USA,Inc./Com Trus Software 7.6.6 1L E 5.Digits Indicate size of plate In inches. pu ( )- to.Fer basic connector plate design values see ESR-1311.ESR-7888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 141&BTR LOAD DURATION INCREASE = 1.15 1-2=(-879) 256 1-7=(-158) 673 2-7=(-221) 196 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-662) 202 7-5=(-166) 669 7-3=( -98) 917 WEBS: 2x4 KDDF STAND 3-4=(-661) 184 7-4=(-211) 196 LOADING 9-5=(-877) 243 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5-6=( O) 60 BC LATERAL SUPPORT <= 12"OC. UON. - DL ON BOTTOM CHORD = 10.0 PIP 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) an For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 10.5" -129/ 789V 0/ OH 5.50" 1.26 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 7-11-09 4' 4' ,. MAX HORIZ. LL DEFL = 0.008" @ 15'- 5.0" MAX HORIZ. TL DEFL = 0.013" @ 15'- 5.0" 4-01-06 3-09-14 3-09-19 4-01-06 4 4 T 4 4 12 12 Design conforms to main windforce-resisting 7.50 I IM-4x4 system and components and cladding criteria. 7.50 4.0" Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 a (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), gIIIIIiNsNload duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1,5x3 411111 -1.5x3 2 4 ;11lNIIIIIIP. 1111 r VD VD 7 Nig. o I.. 7 • I M-3x9 M-3x8 M-3x9 0 y 1 1 y 7-11-04 7-11-04 y y ti 0) PR.OFe. 15-10-08 1-00 w� 04G' �R S/() 17 89782PE r- •, JOB NAME : 5019-B POLYGON - C2 Scale: 0.3485 ,�� li � Mg WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised dal General Notes 1.building design I.based only npllceupon tthe ofparameters agnperamown and far an Individual tea_ 9j1-.OREGON t'�N' Truss: C2 and Warnings before construction commence. d '? /ffV y U 2.2a4 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility of the building designer. � At /Z' 2.Design assume the top and bottom chords to be lateraiN braced at 1:5) aT r {� 3.Additional temporary bracing to Insure stabllMy during construction 2'o c.and a1 70 o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bndng of continuous sheathing such as plywood eheathing(TC)ad/or drywel(BC). PA I 1 L '-k..\DATE: 12/8/2015 the Ductal structure Is the reaponslbAly of the building designer. 3.2a impact bridging or lateral bracing required where Mown i-* �,/1+• SEQ. : K 15 8 0 9 5 1 4.No load should be applied to any component until after all bracing and 4.Installation ion 0115assume5llse the responsibility WNuwydInc a respeotlos coctor.environment, fasteners are complete and at no tine should any pads greeter man and arenfor"dry trusses condition"reof toub. TRANS I D: LINK design loads be applied to any component. 8.endDedgn aswmea NII bearing at s1 supports.lawn.Shim or wedge if 5.CompuT is has no control over end assumes no responsiblGy ler the cesssry. EXPIRES: 12131/2016 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is prodded. December 8,2015 6.This design Is furnished subject to the Ilmaalions sat forth by s.Plates shall be located on both faces of truss,and placed so their ceder TPIWPCA In SCSI,copes of which MI be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of pate in Inches. Welt USA,Inc/Compulrus Software 7.6.6(tL)-E 10.For basic connector plate design values see ESR-1377.ESR-toss(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 15-10-06 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 11168TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1121) 221 1-5=(-213) 869 5-2=(-107) 591 9-7=(-794) 176 BC: 206 KDDF #16RTR 2-3=( -553) 139 5-6=(-209) 842 2-6=(-500) 133 WEBS: 2x9 KDDF STAND LOADING 3-4=( -451) 126 6-7=( -42) 73 6-3=( -40) 165 LL = 25 PSF Ground Snow (Pg) 6-4=(-1B1) 837 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT G= 12"OC. UON. BC UNIF LL( 173.4)+DL( 137.9)= 311.4 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -244/ 1185V -48/ 96H 5.50" 1.90 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC DON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -225/ 1067V 0/ OH 5.50" 1.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "no spacing. Single member as shown. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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. - SA' approved plans 1' 1 MAX HORIZ. LL DEFL = 0.002" @ 5'- 10.3" MAX HORIZ. TL DEFL = 0.003" @ 5'- 10.3" 2-06-13 1-10-06 1-06-13 1' 1 '1 T 12 Design conforms to main indforce-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=l.6, Truss designed for wind loads lir4 -/ in the plane of the truss only. M-3x5iir 474A1IØi 4 1 �r lt o M-5x10 M-1.5x3 M-6x8 M-1.5x3 y y l y 2-05-01 1-10-06 1-08-09 l l 6-00 c, O PRQFFs�ti s \yGiNE �c � 1 2 89782PE �c JOB NAME : 5019-B POLYGON - CGIRD - • • Scale: 0.5100 "� 1.WARNINGS:Builder GENERALThis NOTES, unless onthe ise parametedrs (/11//, OREGON +((J^ Truss: CGIRD 1 and Wand erector contractor anotia be ncelsed of all General Notes 1.This design Ip based only caupon the parameter shewn and Is for an individual +[77 4''. and Warnings before construction commences, building component.om Applicability of design parameters t era and proper ), (� 2.2i4 compression web orating must be Installed where shown*. Incorporation of campcn and la the responsibility lty of the building designer. trr C/ V 3.Additional temporary bracing to Insure stability during construction 2 Design andasalto o s.Ippact bottom chords to be laterally braced et 9 q/�y 5 O `' Is the respondblllly of me erector.Adtlgbnal permanent Orating of 2 Ac, at 10 o c respectively unless braced throughout their length by l'es DATE: 12/8/2015 the overag structure la mere responsibility of building designer. continuous sheathing such as*wood sheathing(TC)andlor drywat(BC), p/1 i+t %- Won ty o a3 24 Impact bridging or lateral brating required where shown.. �"'{l.7 L� SEQ. : K 15 8 0 9 5 2 4.No bad ehtuid be applied to any component unll after all bracing and 4.Installation of truce is the reeponsiblgty of the respective contractor. fastener are complete and at no time should any bads greater then 5.Design assumes trustee are to be used Ina nen-corroslve environment, TRANS ID• LINK design pads be applied to any component. end era for"dry condition"of use. S.CompuTrus hes no control over and assumes no reeponsibllfty for the 6.Design assumes bat heating al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. ry y.Design assumes aded bathifanelspruss,a. December 8,2015 8.This design Is furnished subject to the limitations eat forth by B.Pates shag be bated on Doth facet of Wee,end plana so tock comer TPIN.ICA In SCSI.codes of which will be furnished upon request. Rees coincide wlih joint center lines. 9.Digits Indicate sae of pale In Inches, Wee USA,Ina./CompuTNS Software 7,6,6(1L}E 1D For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 GIRDER SUPPORTING 92-00-00 FROM 0-00-00 TO 13-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12649) 2882 11-12=( -212) 1026 11- 1=(-8834) 2014 7-16=(-1384) 6212 2x6 KDDF 916BTR Ti, T3 2- 3=(-14722) 3366 12-13=(-3012) 13592 1-12=(-3256) 19910 16- 8=( -510) 2158 BC: 2x8 KDDF #16BTR LOADING 3- 4=(-12498) 2880 13-14=(-3304) 14900 12- 2=(-6592) 1502 8-17=(-1034) 270 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-15116) 3980 14-15=(-3298) 14734 2-13=(-1082) 264 2x4 KDDF 916BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 20'- 8.0" B- 7=(-11482) 2668 15-16=(-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" 5- 7=) 0) 0 16-17=(-2232) 10140 13- 4=(-3976) 800 2x6 KDDF STAND C BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 13'- 8.0" TO 20'- 8.0" 5- 8=(-13464) 3100 17- 9=(-2222) 10102 4-14=( -532) 2396 ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 9'- 0.0" V B- 9=(-12318) 2782 14- 5=( -904) 558 TC LATERAL SUPPORT <= 12"OC. UON. 9-10=( 0) 60 15- 5=( -620) 2750 BC LATERAL SUPPORT <= 12"OC. UON. ROIL: BC CONC LL+DL= 1067.0 LBS @ 4'- 9.0" 5-16=(-4606) 1074 ROIL: BC CONC LL+DL= 3533.0 LBS @ 14'- 8.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 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) 20'- 8.0" -1732/ 7603V 0/ OH 5.50" 12.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF 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. I z ) complete trusses required. CONC.LOAD(S)EQUALLY TO ALL MEMBERS. Caution: Note bearing area requirements. Join together 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails cc staggered at: MAX LL DEFL = 0.133" @ B'- 10.4" Allowed = 0.987" 9" 2 (s) throughout 2x6 top chords, 9" oc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, MAX TL CREEP DEFL = -0.361" @ 8'- 10.9" Allowed = 1.317" MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" 9" o 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" T 'r 3-05 2-06-11 6-09-01 7-11-04 '1' 1' 1' f f Design conforms to main indforce-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. I T 4 T 4 4 4 1 T 12 M-3x4 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x106 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 Q 7.50 load duration factor=l.6, /1 Truss designed for wind loads M18HS-7x14 M18HS-5X16 in the plane of the truss only. til-3x5 M-3x4 *" For hanger specs. - See approved plans 3 0 4 - 5 7 T4ANM-2.5x9 or equal at non-structural diagonal inlets. ..T.-..M-1.0:3.10000000011710 M18H5-7x19M-3x5 A- 1 2 - - Ti � oo M-5x16 N B � n C41i -410 11** "-' 12 13 19 'r 15 16 17 A 0 M-3x10 M-8x10 0.25" M-3x10 M-8x10 M-1.5x3 1 MSHS-9x18 M-12x14(S) +10 7# +,3 33# p y 3-01-08 y 2-04-05 3-04-08 y 3-01 y 3-02-12 2-04 y 3-01-14 y �C��o r R opt�t9 :9782PE Tri JOB NAME : 5019-B POLYGON - D1 ,p-✓��'"r� ' Scale: 0.2669 WARNINGS: GENERAL NOTES, ude.eotherwise noted: Yr V 4) 1.Builder and erection contractor should be advised of al General Notes 1.Ole deelgn Is based only upon the parameters shown and Is for an Individual -9y OREGON c;.• Truss: D1 and Warnings before condrudbn commences. Wilding component.Applicability of design parameters and proper / (S 2.Z.compression web bracing mud be Metalled where Mown+, incorporation of component Is the responsibility of the balding designer. i1, A n 4_ f V �'¢ • 3.AddMlanal temporary bracing to Insure stability during construction 2 Design and the top and bottom chorda to be laterally braced at 77 '4A�! J Is Me responsibility of the erector.Additional permanent bracing of 77 o.c.and al ee o c respedNely unless braced throughout their length by /[{,� DATE: 12/8/2015 the overall structure Is the responelblky of the balding de continuous sheathing or later l b acing rph/wooe aired where s and/or dryweR(BC). • PA /R t �� designer. J.2s Impact bridging or lateral bwdrp required where Mown t h �"1 1.. S E K 15 8 0 9 5 3 4.Na load should be applied to any component anti after.l bracing end 4.Installation of Inns is the responsibllty of the respeeNe contractor. 4' fasteners are complete end at no time should any bade greater than 5.Design assumes trusses are to be used ins noncorrosive environment. design hada it applied to any component, end are for"dry condition"of use. TRANS ID: LINK 8.Design assumes NR bearing at all supports abovm.Shim orwedge R EXPIRES: 12/31/2018 5.CompuTrus he no control over aril assumes no responsiblllty ler the rroceesery fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6. December 8,2015 This design is furnished subject to the limitations set forth by 8.Plates shall located on both faces of truss,and placed sotheir center TPII`MCA In SCSI.copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate eke of plate In inches. MiTek USA,Inc./CompuT:Us Software 7.6.6(1L)-E 10.For basis connector plate design values see EBR-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/Cpl=1.00 TC: 2x6 KDDF #15BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-10=(-1395) 3725 3-10=( -199) 491 8-14=(-5112) 2196 2x9 KDDF 91&ETR T1 2- 3=(-4654) 1667 10-11=(-2808) 6926 10- 9=( -966) 1604 19- 9=( -346) 253 BC: 2x6 KDDF SS LOADING 3- 9=(-4727) 1739 11-12=(-3219) 7831 10- 5=(-3316) 1508 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-9016) 1515 12-13=(-2895) 6988 5-11=( -109) 797 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7252) 2881 13-14=(-1852) 4419 11- 6=( -725) 484 TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 35'- 9.0" V 6- 7=(-7539) 3023 6-12=( -436) 358 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)- 90.0 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=( -59) 55 7-13=(-2265) 1066 TC CONC LL( 250.0)+DL( 70.0)- 320.0 LES @ 6'- 0.0" 13- 8=( -473) 1834 NOTE: 2x9 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1020/ 3039V -69/ 135H 5.50" 4.85 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 35'- 9.0" -1239/ 30250 0/ OH 5.50" 4.84 KDDF ( 625) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ST 2: Heel to plate corner = 1.50" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. _J ^* For hanger specs. - See approved plans 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 = 0.401" @ 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, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 5-11-11 29-09-05 1' T 1' 3-00-04 2-11-07 5-07-08 5-11-09 5-11-09 5-11-09 6-03-01 T 1 ' '320# T f ' ' 1' 12 7.50 M-7x8(S) M-4x10 M-4x8M-3x8 M-5x10 M-3x6 q B 6 0.25" 7 8 9 / Mgr M-1.5x3 3 + + o A A o up o MA MOO r` 1 - 10 11 12 13 "14 I M- 3x10 M-4x12 0.25" 0.25" M-5x6 M-4x12 M18HS-7x14(S) M18HS-7x14(S) y y y yy r ' C9,51 5-05-14 7-07-04 7-05-08 7-05-08 7-09 • � k- /A~ R /yy �_1-00 35-09 L '5'' :9732PE r JOB '. NAME : 5 019-B POLYGON - E 1 ,op. ....re. 0.2026 ►/ WARNINGS: GENERAL NOTES, udessetherwise noted i' OREGON Truss: E 1 1.Bidder and erection contractor should be advised orae General Notes I.This design Is based only upon the parameters shown and b kir an Individual B and Warnings before construction commences. building componentApplicability of design parameters and proper 2.2a4 compression web bracing must be Installed where shown+ incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be Mterawy braced at 7�["s �l R lI "` {J� 3.Additional temporary bracing w Insure stability during censtrucilony o e.end at 10 o c respecthely unless braced throughout their length by T 'V le the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)andbr tlryweg BC. DATE: 12/8/2015 the overall structure Is the responsibility tithe building designer. 3 2a Impact bridging or Sterat bradng required where shown+* ( ) pA.UL � SEQ.: K 15 8 0 9 5 4 4.No toed should be applied to any component until after ail bradng and 4.Installation or truss is the responsibility of the respectwe contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, _-_ TRANS I D: LINK design wads be applied to any component. and are for condition'of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes tat bearing°tail supports showncondition" Shim or wedge If EXPIRES: 12/31/2016 fabncetlon,handling,shipment and installation of components. 7.Design Design ry. assumes adequate drainage i°provided. December 8,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be batted on both faces of truss,and placed so their center TPlWTCA in BEN,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MTek USA,Int./Compulrus Software 7.6.6(1L)-E 10.For basic connector plate design veto°°see ESR-1311.ESR-1886(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/Cq=1.00 DC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2-11=1-657) 1836 3-11=1 -116) 139 9-15=1 -21) 191 BC: 2x9 HOOF #1&BTR SPACED 29.0" O.C. 2- 3=1-2319) 568 11-12=(-716) 2555 11- 4=1 -137) 819 15-10=1 -389) 1313 WEBS: 2X9 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=1-1508) 450 LOADING 9- 5=1-1802) 496 13-14=(-681) 2981 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 19-15=1-513) 1721 12- 6=1 -199) 78 BC LATERAL SUPPORT <= 12"OC. 005. DL ON BOTTOM CHORD = 10.0 POE 6- 7=1-2656) 659 15-16=1 -52) 67 6-13=1 -208) 121 TOTAL LOAD = 92.0 POE' 7- 8=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x9 BRACING AT 29"OC DON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 -995) 179 14- 8=1 -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=1-1773) 973 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/ 1988V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed= 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-11-11 26-00-10 1-08-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir'), f 1 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 4 1. 1 1 1 1 1 1 1 in the plane of the truss only. 12 12 7.50 E '. Q 7.50 M-5x6(5) M-4x6 M-4x6 M-3x4 0.25" M-3x4 M-3x5 - 4 5 4, 6 7 8 �` .M-4x4 / NO o M-1.5x3 /4\/\/1\ 3 I o O 11 12 13 14 15 **16 I M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 o M18HS-3x18(5) M-1.5x3 PR p!t y 7-07-07 y 6-09-02 y 6-07-06 1 6-07-06 l 6-09-02 1-04-07D ry'CL � Fs y 20-00 y 15-09 l c:3, ENGIN �4> cPj0 l 1-00 35-09 +.<" 89 82 E ir r"- JOB NAME : 5019-B POLYGON E2 .1 • Scale: 0.1795 - / WARNINGS: GENERAL NOTES, unless othenvise noted. 9, G6 EG lyyN �. 1.Roeder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Mown and In for an Individual rl O fA� Truss: E2 and Warnings before mnervcion commences. building component.Applicability of design parameters end proper /� �f��J may,_ Z Pao compression web bodnp must be installed where Mown*. incorporation of component Is the responsibility of the building designer. ..9:5:). �l C/A��: e_ "- y5` 3.Additional temporary booing to insure stability during construction 2.Design end et lea me top ant bottom chords 10 be laterally braced at 7 'l J �GV_ h the responsibility of me erector.Additional permanent bracing of Y o.c. at 1O o.e.reapectNey unleee braced throughout their length by .ce` continuous sheathing such as plywoodaheathing(TC)end/or drywal(B /1 C). P I 'L DATE: 12/8/2015 the overallatrudure la the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown*n ll 4. SEQ. : K1580955 4.No bed should be applied to any component untllafter all bracing and 4.4.InstalloionotIassumes.pasthe es=espoobebueetyof dltten s enconoecoctor.environment, fasienen are complete end et no time should any loatla groater then end are for"dry condition"of use. TRANS I G: LINK design bent be orad to any component. Pon 8.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is prodded. December 8,2015 8.This design Is punished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and plead so their center TPIPARCA In BCSI,copies of which will be fumlehed upon request. lines coincide with joint anter line. 9.Digits Indicate abs of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-7371.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 191 BC: 2x4 KDDF #16BTR SPACED 29.0" S.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 9- 5=(-1802) 996 13-14=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 '- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 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 RODE ( 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" 9-11-11 22-00-10 Design conforms to main windforce-resisting 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 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8-00 1-09 Truss designed for wind loads 1' T .c .' in the plane of the truss only. 12 12 7.50 F77 Q 7.50 M-4x6 M-5x6(5) 4 M-3x4 0,25" M-3x4 M-3x5 M-9x6 41. 5VV\ -yrM-9x9 15 **16 I M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 0 M18HS-3x18(5) M-1.5x3 y y l l i l y ��..D ED4es7-07-07 6-09-02 6-07-06 6-07-06 6-09-02 1-04-07 'y ' 3C1Vc 420-00 15-09 -' . � 15) tey l l 1-00 35-09 -r - JOB ' ' 89782PE r JOB NAME : 5019-B POLYGON - E3 ,or ..or Scale: 0.1795 ,V� WARNINGS: GENERAL NOTES, unlace otherwise noted: Truss: E 3 1.Builder and erection contractor should be advised of al General Notes t.This design is based only upon the parameters shown and is for an individual +�'� =9 OREGON '.' and WamInga before conduction commences building component.Appllcamlty of design parameters and proper J 2 L.y� Nr 2,9,4 compression web bradng must be installed where shown.. incorporation of component la me responsibility of the building designer. .ay� �,(�}/Z Y V f7.. 3.Additional temporary bracing to Insure stability during consiructon 2.Design assumes the top and bottom chortle to be laterally braced at 77 -IPty • ��j`_. Is the responsibility of me.radar.Addh oil permanent bracing of T o c and at 10 o c reach a,ply unless braced throughout their length by i V DATE: 12/8/2015 the overal sbuelure Is the responsibility of the building designee continuous sheathing such as plywoodsheathing(TC)r rrareemeand/*r drywell(BC). �'A U ` 3.2a Impact bridging or lateral bracing required where shown., SEQ. : El 5 8 0 9 5 6 4.No load ahouw be applied to any component until after al bracing and 4.Installation of was is the responsibility of me respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Irussea are to be used In a non.onnsNe environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 12131/2016 5.CompuTrd has no control over and sesames no respunsibiltry forme 6.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: lied a fabrication,handling,furnished subject andineteietfon of components. T.Dodge assumes adequate drainage Is provided. December 8,2015 6.This design is mmished subject to the limitations set forth by 8.Plates shall be located on both fads of truss,and placed so their comer TPINOTCA In SCSI,copies of which will be fumlehed upon request. lino coincide with joint center lines. uTrue Software 7.6.6 1t.Z 9.Digits Indicate size of plate m Inches. MITek USA,Inc./Com P ( )- 10.For basic connector plate design vabes sea ESR-1311,ESR-1938(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 ROOF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2399) 517 1- 9=1-506) 1918 9- 2=( 0) 226 12- 7=( -8) 513 BC: 2x5 KDDF 116BTR SPACED 24.0" O.C. 2- 3=(-1944) 517 9-10=(-507) 1916 2-10=(-361) 189 7-13=(-1624) 405 WEBS: 204 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 CSF 5- 6=(-1169) 906 12-13=1-248) 903 9-11=( -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1433) 428 11- 5=( 0) 383 TOTAL LOAD = 42.0 PIP 7- 8=) -83) 93 5-12=(-852) 236 6-12=( -91) 469 NOTE: 2x4 BRACING AT 24"00 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 ROOF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 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 mai n 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=l.6, Truss designed for wind loads in the plane of the truss only. 11-11-11 16-00-10 7-08-11 1 T 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 4 T T T T T 12 12 7.50 - M-4x6 M-4x6 3 M-3x4 M-3x4 Q 7.50 4 5 M-3x5 44 M-3x4 ei#0070. .0 `s. + +111141111N. \/ M-1"5x3 B 0 I oO 0 1** 9 10 �1 12 ,**13 of M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 1'�pry 1,1-5x6(s) V PROF y 6-01-03 5-06-04 y 8-04-09 l 8-04-09 ! 7-04-07 ..I• NG'NE i9 9 1 35-09 89782PB C JOB NAME : 5019-B POLYGON - E4Sale: D.1778 .-_.ter '•; .'"'" WARNINGS: GENERAL NOTES, udess otherwise noted' C, 1.Budder and erection contractor should be advised of a))General Notes 1.This design is based only upon the parameters shown and Is for en Individual -7 -OREGON n. �. Truss; E4 and warnings before consbunsan commence.. building component:Appnaamley of design parameters and proper Y/, �1J 2.2a4 compression web bradng muss be Installed where shown*. Incorporation or component is the responsibility or the building designer. . ,q Y 1 \ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be aterally braced at ` Is the responsibility of the erector.Additlanal permanent bredng of 7 o.c.and at 10 on.respectively.005 aunless brand through hair length by DAT F: 12/8 2 015 the overall drvcture Is the responsibility of the building dei ner. continuous.impratsheathing lateralsuch b plywood required weresw and/or dryvng(BCJ. S A I '1 h M 9 3.co Impact bridging or suhbracing required n shown** t^1 U L SEQ.: 1.0158 0 9 5 7 4.No load should be applied to any component ung after ag bredng and 4.Installation of truss s the are responsibility of inhere respective contmctonmr. ent, fasteners arc complete and at no time should any bads greater man Design assumes T design loads be applied to any component. and are for"dry condition"Si use. TRANS ID: LINK w pon. 8.Design.sume.hdib..rtngat.itsupport.ahawn.Bh,nrwedgei` 5.con EXPIRES: 12131/2016 Trusn.enocontrdower.na..come.nor.a NMI for y. fabrication.handling,shipment and installation of component.. 7.Design ssumes adequate drainage is prodded. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Pates shag be located on bath faces of truss,and placed so their ceder TPVwTCA In SCSI,copies of Med)WE be fumiehed upon request. lines coincide with(ohd center lines. 9.Digits indicate see of pale In inches. MITek USA.Inc./COmpuTrus Software 7.6.6(1L)-E 10.For bade connector plate design values see ESR-1311,EBR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x4 RODE #16BTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 WEBS: 2x4 KDDF STAND 3- 4=1 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 LOADING 3- 5=1-1572) 581 13-14=1-484) 1682 12- 5=1 -458) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL(-25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 476 13- 6=( 0) 397 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 6-14=1 -860) 269 8- 9=(-1433) 518 8-14=1 -83) 478 NOTE: 2x4 BRACING AT 24"OC SON. 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=1-1624) 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 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting system and componentsand 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 f 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 f f 1' ' ' 1' ' 1' 1' 1' in the plane of the truss only. 12-00 7-09 1' f 4 7 1 f 12 M-4x6 M-4x6 12 7.50 3 M-3x4 5 M-3x4 6 Q 7.50 M-3x5 M-3x4 M-1.5x3 + ° -� 0 I O O 1 O 1"" 11 1219 **15 of M-3x5 M-1.5x3 M-3x8 0.25,>,3 M-3x8 M-3x5 M-5x6(S) P�Ri„/PeEc k J, ). y y y c;'';, G1N 6> J, 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 y �\ :{a\ i9 0 35-09 :9782PE 9r JOB NAME : 5019-B POLYGON - E5 " .,,:n Scale: 0.1778 J..� / .//�� III WARNINGS: GENERAL NOTES, unless otherwise noted: 17 Truss: E rj 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon IM parameters shown and is loran individual �y '$7 •REGON '‘' and Warnings before construction commences. building component Applicability of design parameters end proper yy� f�� r0 �'- 2.204 compression web bredng must be Installed where shown+. Incorporation of componenl is the responsibility of the building tlesigner. ( V a."-.. A 3.Additional temporary bracing to insure stability during conetructlon 2 Design assumes the top end bottom secchobraced to M laterally braced et f`f Y �\ Is the resPonsibil%y of the erector.Additional permanent bracing of 2'on.end et ee10 a.c,such as sly plywood els ihroughoul ihelr length by V DATE: 12/8/2 015 the overall structure is tM responsibility of the building deal ner. continuous ahgingl or eteh l b acinrtiredsheatwhere)shoandlwn Or dryvnA(BC). p/t' +{ �'\ g 1 In Impact of truss is lateral bracing required the reaps Mowo t a r"1 I�.l 1.. SEQ.: K1580956 4.Nload should cMapplied totany mphouluntyloadall bracing and 5.leslgn ofstristessternlity Itheocpadhscontractor. fasteners are complete and et no time should any hada greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK dccgoleads be applied to any component. end are for"dry condition"of use. 5.CompuTms has no control over and assumes no responsibility for the 6.oe�eu assumes 541 bearing at all supports Mown.Sloe or wedge It EXPIRES: 12131/2016. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage I.prodded. December 8,2015 6.This design is finished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWOTCA In SCSI,copies of which vdll be furnished upon request. line coincide with joint center lines. MiTek USA,Inc./Com Trus Software 7.6.6 1L.E 9.Digits indicate size of plate In Inches. W ( 10.For basic connector plate design values we ES11-1311,ESR-1986(MITek) This design prepared from computer input bye, PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00II TC: 209 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2399) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=1-109) 85 BC: 2x9 KDDF #168TR SPACED 29.0" O.C. 2- 3=(-1994) 632 11-12=1-581) 1928 2-12=( -361) 175 WEBS: 2x9 KDDF STAND 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=1 -135) 673 LOADING 3- 5=(-1572) 581 13-14=1-484) 1682 12- 5=( -458) 148 TC LATERAL SUPPORT <= 12"OC. 13019. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=1-1770) 626 14-15=1-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSI' 6- 8=(-1177) 476 13- 6=1 0) 397 TOTAL LOAD = 42.0 PSF 7- 8=1 0) 0 6-14=( -860) 269 -----. 8- 9=(-1433) 518 8-14=1 -83) 478 NOTE: 2x4 BRACING AT 24"OC 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=1-1624) 499 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) M-1.5x4 or equal at non-structural 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) vertical members (uon)n ** 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 indforce-resisting 15-11-11 8-00-10 11-08-11 system and componentsand cladding criteria. f 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, f 1 f f f f f f ' ' (All Heights), Enclosed, Cat,2, Exp.e, MWFRS(Dir), 12-00 7-09 load duration factor=l.6, Truss designed for wind loads ,' N1-4x4 N1-4x4 T 1' in the plane of the truss only. 12 i 12 7.50 IZ4 f Q 7.50 M-9x63 M-4x6 M-3x4 M-3x4 N 5 6 \/ M-3x5 M-3x4 1 .9.9ra M-1.5x3 D 0 1 0 o B- r9 ,( AM . to o 1.* 11 12 19 's'15 to M-3x5 M-1.5x3 M-3x8 0.25�3 M-3x8 M-3x5 M-5x6(3) .?, p PRpFFs y ), l ), l '' C64'0 �,`G INS'S'C� IS. y 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 y c\ -'' ,,v C1? 0-0 , 35-09 :9782PE r- JOB NAME : 5019-B POLYGON - E6 • -dieScale: 0.1778 ,lir '7"-'- 111111 WARNINGS: GENERAL NOTES, unlessotherwise noted: V /77":1 /�/'y 1�� 1.Builder and erection contractor should be advised of W General Notes 1.This design is based only upon the parameters shown and A for an individual _�y -Q EGOI y rye' Truss: E6 and Warnings before construction commences. balding component.Applicability of design parameters and proper j.�► f- r ) S 2 244 compression web bracing must be installed where shown+. Incorpontien of component is the responsibility of the building designer. .e'1 CIA^ G V 3.Additional temporary bracing to insure stability during construction 2 Design red at ty the top end bottom es.chofor to be laterally braced at 7 AIR '1 J lame responsibility of the ender.Addllonal permanent bracing o/ Dec.. end at 10 o c.respectively unless braced throughout their length by continuous sheathing such as plywood sheeming(TC)and/or drywal(BC). t DATE: 12/8/2015 the overall structure is the responsiblity of the balding designer. 3.24 impact bridging or lateral bracing required where shown.. pA,.v L SEQ.: K1580959 4.NoIsed aredd be applied to sny component anti age,ci brectng end 44..Instalntionettruss tiniste.s�abutyeithe so�dtve•atenterm.nt, fasteners are complete and at no time should any bads greeter than end are s uassumes consees re to be TRANS I D: LINK design bads be applied to any component. B.Design assumes Mi bearing at al supports Mown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the m,e,ry, EXPIRES: 12/31/2016 fabdcatlen.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 B.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss.and placed so their center TPIMTCA in BC51,copies of which coil be furnished upon request. line colndde with joint canter lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTruS Software 7.6.6(IL)-Z t0.For basic connector plate design values sea ESR-1311,ESR-1988(MI6) 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: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1-2344) 850 1-11=(-742) 1946 11- 2=( 0) 226 15-10=(-109) 88 BC: 2x9 KDDF #16BTR SPACED 24.0" D.C. 2- 3=(-1944) 861 11-12=1-743) 1945 2-12=( -361) 158 WEBS: 2x9 KDDF STAND 3- 4=(-1588) 769 12-13-1-802) 1859 12- 3=( -226) 676 LOADING 3- 5=( 0) 0 13-14=1-795) 1676 12- 4-) -457) 287 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-1776) 898 14-15=1-409) 903 4-13=( -100) 136 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( 0) 0 13- 7=( -24) 433 TOTAL LOAD = 42.0 PSF 7- 8=(-1188) 620 7-14=( -860) 450 8- 9=(-1433) 692 8-14=( -156) 480 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 95 14- 9=( -119) 508 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=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 ROOF ( 625) vertical members (uon). ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.106" @ 12'- 0.0" Allowed = 1.742" I MAX TL CREEP DEFL = -0.185" @ 17'- 3.1" Allowed = 2.322" 0-08-10 0-06-10 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 1' 1' f f Design conforms to main windforce-resisting 6-11-09 11-00-02 10-00-05 7-09 system and components and cladding criteria. 6-02-15 5-06-04 5-05-14 4-00-10 5-05-14 3-09-02 3-09-02 Wind: 140 mph, h=24.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 1' 1 f f f 1' 1' 1' '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12-00 7-09 load duration factor=l.6, f T 5 6 1 l' Truss designed for wind loads 12 in the plane of the truss only. 12 7.50 7- Q 7.50 M-4x6 yl.I M-3x4 M-3x9 I M-4x6 4 7 M-3x5(5) M-3x5 M-3x9 M-1.5x3 0 o oo0 •__ 1,,, . ...L-.....,=•.,�e J • l7 0 I** 11 12 13 14 **15 II M-3x5 M-1.5x3 M-3x8 0.25" M-3x8 M-3x5o t1 pp n/�1� M-5x6(S) crs�o PR0FL. ; 1 l y b ), 5� GIN S/ J• 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 y �. _' Fy����J�j� 35-09 :9782 E �r" JOB NAME : 5019-B POLYGON - E7 . -die. Scale: 0.1653 V WARNINGS: GENERAL NOTES, unless otherwise noted: 7 (/ Truss: E 7 1.Balder and erection contractor should be advised of al -General Notes 1.Ibis design Is based only upon the parameters shown and is for an Individual ' •REGO N N. end Warnings before construction commences building component Applicability of design parameters and proper -' � • f e� d ii). 2.204 compression web bracing must be Installed where shown+. mcorporolbnofcompaneM Is the roepenslblllty of the battling designer. (J py: 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lap and bottom chords to be throughoutly Limed el lathe responsibility of the erector.Additional permanent bredng of 2 o.c end at 1 P 4.c.respectively unless brecetl their length by ` continuous sheathing such es bracing shealhing(TG)end/or tlryweA(BC). /(' +q 1. DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.20 Impair bridging or lateral bracing required where Mown++ �"'1 l./1.. SEQ.: K 15 8 0 9 6 0 4.IN load should be applied to any component until after all bracing end 4.Installation of truss Is the responslbilty of the respectNe contractor. fasteners are complete end al no time should any Nada greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design bade be applied to any component and are for"d�condition of use. �/�] w 12/31/2016 ry/]{/�/�{g 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at al supports shown.Shim or wedge if EXPIRES 1 2/3 I/20 1 6 fabrication.handling,shipment end Installation of components. cognass 7.Pedgnaaaumesadequateothifete is provided.an December 8,2015 8.This design Is famlMeO subject to the limitations set forth by 8.Plates shall be boated on both faces of Was,and placed so their center TPIFVICA In BCSI,copies of which will be famished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate ininches. MITek USA.Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see 658-7311,ESR-1566(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; - LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-12=(-2996) 7974 12- 3=( -856) 2506 17- 8=( -68) 910 2x4 ROOF #1&BTR T1 2- 3=( -9520) 3430 12-13=(-2676) 7082 3-13=(-1056) 928 8-18=(-1088) 664 BC: 2x6 KDDF #1&BTR LOADING 3- 9=( -7016) 2662 13-19=(-3808) 9418 13- 4=( -986) 2792 18- 9=( -608) 1884 WEBS: 2x4 BODE STAND; LL = 25 POP Ground Snow (Pg) 9- 5=( -5936) 2290 14-16=(-4880) 11909 13- 5=(-4142) 1790 9-19=(-2924) 1369 2x4 RODE #1&BTR A TC UNIF LL( 50.0)+DL( 19.01= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( -9596) 3890 15-17=( -334) 816 5-14=( -530) 1646 19-10=( -802) 2592 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 42'- 0.0" V 6- 7=(-11768) 4796 17-18=(-4378) 10522 14- 6=(-2778) 1236 10-20=(-5980) 2524 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+11( 90.0)= 40.0 PLF 0'- 0.0" TO 42'- 0.0" V 7- 8=(-10878) 9438 18-19=(-3598) 8582 6-16=( -276) 994 20-11=( -332) 238 'BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -9990) 9058 19-20=(-2186) 5128 15-16=( 0) 120 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=( -6398) 2588 16- 7=( -394) 952 10-11=( -50) 54 16-17=(-4166) 10190 NOTE: 2x9 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 1 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) 1 42'- 0.0" -1459/ 3533V 0/ OH 5.50" 5.65 KDDF ( 625) .. For hanger specs. - See approved plans ( 2 ) complete trusses required. Attach 2 ply with 3"x.13I pIA GUN COND. 2: Design checked for net(-5 sf) uplift at 24 "o in -,,- nails staggered: g p p c spacing. 9" oc in 1 row(s) throughout 2x9 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" / 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.133" \M\/ 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.463" @ 19'- 1.3" Allowed= 2.059" 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, �2-09 3 4-03-15 5-01-04 5-10-07 5-06-15 5-06-15 5-10-07 Truss designed for wind loads -02-106 T f 11q,,./1 - I f f f I f in the plane of the truss only. 12 1TT� �� M-7x8(6) 7.50 M-5x6 M-3x8 M-3x5 M-3x4 0.25" M-3x5 M-3x10 M-1,5x3 . 5 66_ 7 }. 8 9 10 11 o \%11 / 1 uz, M-3x8 .....,e.........,0///-4 <. ., A o rn c 13 19 o 6 17 AO -}n / x M-3X10 M-3x5 0 15 17 18 19 + 20 M-68 of o M-1.5x3 M-7x18 0.25" M-3x5 M-3x10 0 2X WEDGE M-7x10 M-728(5) W/(2) M-2.5X4 TYP. 43.75 ..,cto P ROi [; 12 . .t l y . J' y y ). ••C _.{kAG I N E - r0 2-05-1-06,05-08 08-00-06 11-06-08-05-11 4-02-03 y 5-01-04 7-07 28-00-05-04 7-08-12 y �'G/r pa «�77��yyry�y 2 . ,.. :89 82PE ��.... 42-00 JOB NAME : 5019-B POLYGON - F1 Scale, 1/8" 'W � WARNINGS: GENERAL NOTES, unless otherwise noted: 1 OREGON�oNs I.Solder and eredbn contractor should be edvlaed old General Notes 1.This design Is based only upon the parameters shown end b for en Individual 9,Q /9 a„ �+ V Truss: Fl end Warnings before construction commences. building component Applicability of design parameters and proper Al H J _+ 2.254 compression web batting must be Installed where shown s incorporation of component b the responsibility of the building designer. V S.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally hrecetl et 7'f//�� 11 r`' is the responsibility ditto ardor.Additional l bowing ( 2 o.c.end at 10'o.c.respectively unless braced throughout their length by /'I.�.L, {` permanen g o continuous sheathing such as pshare vood eheel C)end/or dryvml(BC). DATE: 12/8/2015 the overal structure Is the rospondbaM/of the building designer. 3.2s Impact bridging or lateral lensing required where shot.++ SEQ. : K1580961 4.No bed should be applied to any component until eller eabracing end 44.. Ionoftrues isthe heresspobeNuaydIn of.resp�cctIiecontractor. r.aenero.rocornplel.and atnaumeshould any leadsgroalarloanDesign end are far"dry condition"of use. EXPIRES": 12/3112016. design bade be applied to any component. TRANS ID: LINK 5.CompuTrushas necontrol over and assumes noresponsibility for ma e.DaNgn ssary. ea ulbaenngeleNwppansawwn.5himorwedgell December 8,2015 fabrication,handling,shipment end Instalbtten of components. sery. 7.Design assumes adequate onofc drainage Is ruand This design Is furnished subject to the limitations sal forth by 8.Plates entl be located on both faces of truss, placed so their center TPIMRCA In SCSI.copies of which cola be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate site of plate In Inches. MiTek USA,Inc./COmpuTlus Software 07.6.RSP1(1L)-E 10.For basic connector plate design values see ESR-1311,ERR-1988(Wet) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2278) 999 1- 8=(-997) 2006 2- 8=(-303) 246 6-11=(-1611) 409 BC: 2x9 ROOF 016BTR SPACED 24.0" O.C. 2- 3=(-2046) 506 8- 9=(-295) 1618 8- 3=( -65) 577 11- 7=) -59) 55 WEBS: 2x4 KDDF STAND 3- 9=(-1346) 951 9-10=(-238) 1215 3- 9=(-759) 300 LOADING 4- 5=(-1360) 998 10-11=(-215) 762 9- 4=(-284) 1027 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1906) 366 9- 5=(-330) 228 1 BC LATERAL SUPPORT <= 12"OC. UON. DI, ON BOTTOM CHORD = 10.0 PSF 6- 7=( -59) 75 5-10=(-271) 177 TOTAL LOAD = 92.0 PSF 10- 6=( 0) 628 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE 0'- 0.0" -236/ 1508V -286/ 338H 5.50" 2.41 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -231/ 1995V 0/ OH 5.50" 2.39 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 11 POP. 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 = 1.792" MAX TL CREEP DEFL = -0.171" @ 10'- 2.6" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.091" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.065" @ 35'- 5.5" 20-00 15-09 T T f Design conforms to mai n 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. 1' 1' ' 1' ' T j' Wind: 140 mph, h=25.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 p M-4x6 • 7 50 load duration factor=1.6, 9 0" russ designed for wind loads 4 in the plane of the truss only. at\ M-5x6(S) 0.07 0.25" M-3x9 3 //' PP M-1.5x3 1\1000:::"M-4 x9 M-1.5x3 o II o 01d I 1««M-3x5 M-3x4 0.25"9 M-3x4 «411 M-3x4 M-5x8(S) y,c0 PROF. J• 10-02-10 y 9-09-06 y 9-09-06 y 5-11-10 y ��G� "�A,r?�N OLP /4 0,; 35 09 Q 8'782PE JOB NAME : 5019-B POLYGON - E8 '' /�a`�//+/�✓ Scale: 0.1653 / - a•/.F \ WARNINGS: GENERAL NOTES, unlessotherwlee noted: Wr Co. ii" ll 40 -,.......4 Truss: E 8 1.Budder and erection contractor should be advised orad General Notes 1.This design Is based only upon the parameters shown and is for en Individual y OREGON c.,;.• and Warnings before construction commences. budding component.Applicability of design parameters and proper IS 4, eyV 1r incorporation of component i the responsibility f the trued desi .KJ (°'04 �r V 2.2i4 comprepdn web bracing mud be installed where shown+ o building gner. 7 /iy J l'4 3.Additional temporary bracing to Metre stability during construction 2 Design assumes the!cp and bottom chorda to be laterally braced al _ty•` M the responsibility of the erector.Additional permanent bracing o! T o.c.and et 10 o.c respectively unless bread throughout their length by v DATE: 12/8/2015 the overall structure Is them responsibility Se(spot sheathing stenasping required d nrsrssean+r dryweA(BC). � PA UL .�•\ apo ty of the budding designer. 3.2x Impact bridging or lateral bracing requlretl where mown+* 1.. SEQ. : Ni5 8 0 9 62 4.No load should be applied to any component until after ad bracing and 4.Installation of truss is the responsibility of the respadNe contractor. fasteners are compete and at no time should any leads greater than 5.Design assumes trusses are to be used inc noncorrosive environment, TRANS I D: LINK design dads be applied to any component. and are for"dry condhlon"of use. 5.IoepuTrua has no control ever and assumes no reeponsibllsy for the 5.Design assumes fon bearing et an supports shown.smm,:wedge it EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design:comes adequate drainage Is provided. December 8,2015 6.Ills design Is furnished subject to the Modetlens set forth by 8.Plates shad be bated on both faces of truss,and placed so their center TP W`?CA In 8C51,copies of which w@ be furnished upon request. lines coincide wdh join anter lines. 9.Digits Indicate side cl p'ale In Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10,For basic connecter plate design values see ESR-7311,ESR-1988(Wein 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 #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-14=( -645) 3765 3-14=( -231) 315 12-20=(-2031) 8907 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=( -4614) 849 14-15=( -546) 3540 14- 4=( -144) 417 BC: 2x6 KDDF #168TR; 3- 4=( -4404) 864 15-16=( -615) 4047 4-15-) -498) 393 2x10 KDDF #1613TR 83 LOADING 4- 5=) -3939) 873 16-17=( -615) 4047 15- 5=( -315) 1710 WEBS: 2x4 KDDF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(-1332) 6897 15- 7 (-1395) 354 2x10 KDDF #2 A DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -3285) 777 18-19=(-1977) 9630 16- 7=( 0) 327 TOTAL LOAD = 42.0 PSF 7- 9=) -4389) 1038 19-20=(-3255) 14931 7-17=( -339) 888 TC LATERAL SUPPORT <= 12"OC. DON. 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 ADDL: BC CONC LL+DL=10493.0 LBS @ 42'- 1.5" 10-11=( -8313) 1800 10-18=( -900) 4176 11-12=(-11709) 2547 18-11=(-4695) 1113 NOTE: 2x4 BRACING AT 24"OC DON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12-13=(-19137) 4221 11-19=(-1278) 5541 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 19-12=(-6885) 1659 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -542/ 2908V -248/ 255H 5.50" 4.65 KDDF ( 625) ( 3 ) complete trusses required. 46'- 3.0" -2551/ 11586V 0/ OH 5.50" 18.54 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN JT 13: Heel to plate corner = 1.50" ails staggered at: n9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, --l'- 9" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. A0 HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY 9 oc In 3 row(s) throughout 2x10 bottom chords, 9" 0 1 row(s) throughout 2x9 webs, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 TO AL MEMBERS.PROJECT ENGINEER TO REVIEW AND INSURE \^^/ 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.XXX MAX TL CREEP DEFL = -0.000" @ -1'- 0.0" Allowed = 0.133" (V VV" 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 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 ' ''4-11-12' 5-07-13 T 0-10101 3100-13 9-06-04 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i 1 1 f f /_,/ ,/ f ,/ / (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, 17-00 17-00 Truss designed for wind loads T f 'f f in the plane of the truss only. 12 M-4x6 6 M-3x8 8 M-4x6 12 7.50 M-5x6(5) /Si is ' "C:17.500.25" 4 M-3x6M-5x8(5) 0 .25" M-1.5x3 lip 1 3 ""....,...,,M-4x12 AilligilL o Z'�3 0 of 1/ M-3x4 M-3x4 01525" M-ll x3 M-3x8 0,25" M?04x10 0 0 M-7x8(S) M-121014(S) gyp M-4x6 .fy cO rRQ1 R M- }6493# C` CV J. J. J. J k J. y 1 �GiN �r/ r95, 8-11 7-06-14 6-07-10 6-07-10 6-00-153-02-0900-E3-01-08 -57 1-00 46-03 y '' :9782PE S'° JOB NAME : 5019-B POLYGON - F1GIRD • -air Scale: 0.0881 WARNINGS: GENERAL NOTES, unlessomerwise noted V /' {}(�) 1.Buller and erection nontreder should be advised of all General Notes 1.This design I.based only upon the parameters shown and Is for an Individual "74,•REGI M c:;- Truss: F 1 G I RD and Warnings before condruabn commences. building component.Applicability of design parameters and proper 'VA,. ", rt. (..Q' 2.254 eompreesbn web bradng mud be installed where shown+, wcorporetbn of component Is the responsibility of the building tlesigner. V �y�; 3 Additional temporary bracing to Insure stability during condmctlon 2 Peden assumes the top and bottom chords to be laterally braced et fl lathe 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 drueture is the responsibility of the bugs de continuoussheathingor laterlbh as adng re aired where ng(TC)and/or tlrywafl(BCj. PA '� ng designer. 3.�impact bridging or letersl bracing required where.haws.. �"1 f�1.. SEQ.: K1580963 4.No wad should be applied to any component until after all bracing and 4.Oddlat.n offtrustres bnnupetyyolaenaepenttNe contractor. nve environment, fastener.are complete end at no time should any weds greater than andgre for"dry trussesure to be T RAN S I D: LINK design losss be applied to any component. 6 Design assumes hail bearing al al supports shown.Shim pr wedge If 5.CompuTme has no control over and assume.no responsibility for the a...ary. EXPIRES: 12/31/2016 fabrication,handling.shipment end mstallason of components. y.Design assumes adequate drainage is provided. December 8,2015 S.This design 4 furnished subject to the limitations set lenh by S.Plates shag be located on both faces of Truss,and placed so their center TPIVOTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9.Digits Indicate see of plate In Inches. MITek USA,Ino./CompuTrue Software 7.6.6(1L)-E 10.Far beds connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KOOF N15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4068) 888 1-5=(-764) 3262 5-2=) -380) 1796 4-7=(-2324) 532 BC: 2x6 KDDF#16BTR 2-3=(-2506) 578 5-6=(-752) 3200 2-6=(-1330) 334 WEBS: 2x9 KDDF STAND LOADING 3-9=(-2108) 510 6-7=( -48) 102 6-3=( -234) 1090 LL = 25 PSF Ground Snow (Pg) 6-9=( -668) 2986 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 921.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -815/ 3691V -64/ 128H 5.50" 5.91 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 0.0" -767/ 3943V 0/ OH 5.50" 5.51 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ._,,_ Join together 2 ply with 3'5.131 DIA GUN MAX LL DEFL = -0.019" @ 3'- 1.0" Allowed = 0.409" 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, 1 x , 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.009" @ 8'- 10.3" ✓\n/`/\x/\ 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.007" @ 8'- 10.3" 5-11-11 3-00-05 ** For hanger specs. -'(see approves plans . ' Design conforms to main windforce-resisting 3-02-13 2-06-06 3-02-13 system and components and cladding criteria. 1' 1' 1' 1' Wind: 140 mph, h=21ft, TCUL=9.2,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, 3 _M-4x4 Truss designed for wind loads n the plane of the truss only. 9 -7 ee M-3x5 2 o 4. 0 I rn to WI Ci2 111 a . 11111111111111011111111.1111111111111111 II l;2 5 6 tttt 7 o M-5x10 M-3x6 M-6x8 M-3x8 l ,1 y l 3-01-01 2-06-06 3-04-09 )' 9-00 y ��9�,o PRp,�res c�� NGINE . �© 89782PE <` JOB NAME : 5019-B POLYGON - EGIRD ,er .aii► Scale: 0.9311 J ROMP WARNINGS: GENERAL NOTES, unless otherwise noted 'vr V40/'a 1.Builder and erection conrador should be advised dal General Notes 1.This design is based only upon the parameters shown and is far an individual --Sr OREGON Truss: EGIRD and Wamingabem,acon.h„dwncommence, buidingcomponent Applicability otdeelgnparameters and proper ' ► /�� y'�C� '�' 2.2z4 compression web bracing must be Installed where shown*. Incorporation of component la me responsibility at the building designer. .A GA Ay: V 3.Additional temporary bracing to insure stability during construction 2.Ze n,assumes the top end bottom unless braced to be latently braced at 7 '"l1�f Is me responsibility of the erector.Additional permanent bracing of 2 o c and at 10 o c respectively unless braced throughout theyy bngih by t DATE: 12/8/2015 the overall structure la the responsibility f the build) de continuous sheathingdgingd sten as braplycing required s and/or a drywal(BC). �'A U h �� ty o building signer. 3.?K Impact Mtlging nr stent bradnp where shown** SEQ.: Ki5 8 0 9 6 4 4.No load should be applied to any component until after all bracing and 4.Installation abuse.a the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design pada be applied to any component. and ars for"dry contllion"of use. TRANS ID: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrushasnocontroloverandassumesnoreeponelblllyforthe neces..ry. EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. 7,Design assumes adequate drainage Is provided. December 8,2015 8.This design is furnished staled to the limitations set forth by 8.Plates shall be located on both faces of tniss,and placed w their center TP9WICA In SCSI,copies of which will be furnished upon request. linea coincide with loin ceder lines. 9.Digits Indicate size of plate in inches. MiTBk USA,Ina./CornpuTrus Software 7.6.6(1L)-E ill.For basic connector plate design values see ES8-1311,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: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1828) 3516 12- 3=( -153) 600 17- 8=( 0) 282 2x6 ROOF #1&BTR T2, T3 SPACED 29.0" O.C. 2- 3=(-4339) 1862 12-13=(-1375) 2769 12- 4=( -505) 772 8-18=(-1340) 416 BC: 2x4 RODE #1&BTR 3- 4=(-3911) 1779 13-15=(-1565) 3953 4-13=( -269) 326 18- 9=( -193) 889 WEBS: 2x9 KDDF STAND; LOADING 4- 5=(-3016) 1226 19-16=) -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 2x4 ROOF #1613TR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=(-2592) 1097 16-17=(-1368) 3669 13- 6=(-1663) 541 10-19=1 -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 = 92.0 PSF 7- 8=(-3870) 1929 18-19=(-1023) 2490 14-15=( 0) 72 11-20=(-1802) 893 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2596) 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=(-1912) 3747 10-11=1 -937) 230 7-16=( -952) 311 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=( -105) 295 NOTE: 2x4 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 BAG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 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/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 = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0,148" @ 41'- 9.2" MAX HORSE. TL DEFL = 0.229" @ 91'- 9.2" NOTE:Design assumes moisture content does not exceed 198 at time of manufacture. 7-11-11 32-03-10 1-08-11 Design conforms to main windforce-resisting system and components and cladding criteria. ''-.07-0 -05-052-11-02 7-11-11 12-07-11 19-07-10 1-09 -07-O -05-052-11-02' 6-00-05 5-01-04 7-03-13 7-03=13 6-06-07 1108- 111 Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' ( Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=l.6, 12 12 End vertical(s) are exposed to wind, 7.50 7' M-5x6(S) '`Q 7.50 Truss designed for wind loads in the plane of the truss only. M-4x6 =M-4x4 M-3x4 M-3x8 M-3x8 M-4x6 5 6 7 8 9 M-7x8 II '3 M-3x9 9 M-1.5x3 + + + + o 3 B m M-3x8 ��� m A o 1 o `` a mt ���rA 12 13 r 15 =_ ;e - ,,,-. _i** M-3x10 0 14 16 l7 18 C 19 20 I 'M-5x10 ,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. .. 3.75 M-5x6(S) ;12 y 1, y 1, >, y ,L 1, '<<'‘. ti ,EO PR(7fiFss y y 05-0 y 5-00-06 6-07-14 y 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 c\) ENGIN Ek- /0 1-00-05-08 11-06-08 28-00 l ��L :9782PE �,- 42-00 JOB NAME : 5019-B POLYGON - F2 .r jiff Scale: 0.1487 WARNIN0.4: GENERAL NOTES, unless otherwise noted 9,y • EGON , �" 1.Builder and erection cocredor should be advised of all General Notes 1,Thls deeign is based only upon the parameters Mown and 8 for an Individual ✓AIA_ ^� �r ` Truss: F2 end Warnings before conaWdbn commences. building component.Apptcablllty 01 design parameters and proper 7 4 J �!�� 2.204 compression weir bradeg moat be Installed where shown+. Incorporation of nmpueert Is the responsib4lry of the bolding designer. T' �, 3.Additional temporary bracing to neuro stability during nnerudlen 2.Design ed a mss me by and bottom chords to M laterally braced et r' Ih.,e Q. is Me responsibility el the erector.Additional permanent bracing of 7 on.and at 10 o e reapedlvely unless braced throughout their length by !••A DATE: 12/8/2015 the oven8 structure Is the ra alibiof the baldingdesigner. continuousxImps sheathing such as adng rplywooe uir a 56cr.sown•r drywaN(BC). epon lay 3.2x Singed bridging or letarel bndrp required where shown++ S E Ki5 8 0 9 6 5 4.No road should be applied to any component until aver all bradng and 4.Installation of truss le the responsibility of me respective contractor. Q' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, and are ror^dry condition"arum. 1 RES: GI471/GO1 TRANS ID: LINK design bads be tippled to any component. 5.Compilers has no control over end assumes no responslblllly for the 8.One essary mea NII bearing at all supports shown.Shim arHedge If December 8,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. O.This design is furnished subject to the tmdaMns set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWyrCA in SCSI.copes of which will be furnished upon request. lees celndde with joint center lino. 9.Digits Indicate eke of plate In inches. MITek USA,Ina/CompuTrus Software+7,6.6SP1(1L)-E 10.For basic connector plats design velues see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #11BTR; LOAD DURATION INCREASE = 1.15 1- 2=) 0) 60 2-14=(-1912) 3516 14- 3=( -186) 600 20-10=1 -171) 889 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-4339) 2012 14-15=(-1461) 2769 14- 4=) -495) 772 10-21=1-2522) 968 BC: 2x9 KDDF #16810 3- 4=1-3911) 1904 15-17=1-1719) 3953 4-15=1 -264) 258 12-21=1 -73) 216 WEBS: 2x9 KDDF STAND; LOADING 4- 5=1-3016) 1381 16-18=1 -69) 165 15- 5=( -372) 1200 21-13=1 -663) 1602 2x9 KDDF #1&BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 18-19=1-1414) 3664 15- 7=1-1663) 568 13-22=1-1802) 776 2x6 KDDF #2 B DL ON BOTTOM CHORD= 10.0 PSF 5- 7=1-2542) 1232 19-20=1-1414) 3664 7-17=1 -34) 499 TOTAL LOAD= 42.0 PSF 7- 8=1-3946) 1675 20-21=1-1014) 2490 16-17=( 0) 72 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=1-3870) 1511 21-22=1 -67) 79 17- 8=( -198) 141 BC LATERAL SUPPORT <= 12"01. UON. LL - 25 PSF Ground Snow (Pg) 9-10=(-2546) 1006 17-18=1-1496) 3747 10-12=( -387) 262 8-18=1 -452) 347 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 0 18- 9=( -153) 245 NOTE: 2x4 BRACING AT 24"01 UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=1 -437) 265 19- 9=1 0) 282 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-20=1-1340) 466 BOTTOM CHORD CHECKED FOR 10PSF 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/ 1828 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 i Tnot exceed 19% at time of manufacture. 9-11-11 10-07-11 19-07-10 1-09� '( ,( T ,( Design conforms to main windforce-resisting 2f-05-05 2f-04-01 5-01-04 7-03-13 2-04-0�1 system and components and cladding criteria. 2/-07-04` //-07-02/ f4-00-05 /T TT 7-03-13 /T /T 4-06-07 'f/ 1-U�4-/10 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 f 1 I 1 1 (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), 12 12 load duration factor=1.6, 7.50 17 "Si 7.50 End vertical(s) are exposed to wind, M-5x6(S) 1 Truss designed forwind loads •M-4x6 =M-9x4 M-3x4 M-3x8 M-3x8 M-4x6 in the plane of the truss only. 7 8 9 10 2•M-8x8 Ti 1 M-3x9 '; j M-1.5x3 + + dil A B-- - .�1 �''M-5x10 M-3x10 0 16 18 0 2 zo d, 21 22* 0 M-1.5x3 M18110-3x18 M-3x5 _M-8x8 2X )WEDGE M-5x10 M-5x6(S) M-1.5x3 4�8aor PRO e d 3.75 W/(2) M-2.5X9 TYP. 1J (- (-'C )1 y y y 1, J, y ), y c�12 "� GINEdC` kiY-'r 2-05-08 5-00-06 6-07-14 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 r " '' i9 le y y 05-08 11-06-08 y 28-00 y `- 89782PE yr.. 1-00 42-00 / \�,.-,*•� JOB NAME: 5019-B POLYGON - F3 Scale: 0.1317 ...• V ( --re WARNINGS GENERAL NOTE3, unless othareNa noted: 1' OREGON per' 1Builder and erection contractor should be advised of as General Notes 1.This design is bad only upon the parameters shown end Is for an individual . w ,A.y. /k/ Alp Z. ,(�. Truss: F3 and Warnings before construction commences. bulkming comporroApplicability of design parameters and proper 77 2.254 compression web bracing must be Installed where shown•. Incorporation of component le the responsibility of the bolding designer. �� 3.Additional temporary bracing to Insure stability during constnmtlon 2.Design assumes the lap and bottom chords to be laterally braced at -A U L N the respon&billly of the erector.Additional permanent bracing of T o.c.end at 10'a.c.res h as plywood unless bread throughout their length by /V DATE: 12/8/2015 the overall structure la the respontbllty of the building designer. 3.2s Impact bridgingcontinuous gl er such l b acing re uir a where shown entl/or drywal(BC). Por thterelpreWngry oft he whpreshe co l S EQ. KI580966 4.Nolead slate cbe nlete antoany component until eller gl reater than 4.InDesigns oftruesIs ethe are to bebustyeIthe manner Nat contractor. fasteners era complete and at no time should any bads greater than 5.Design amines trusses aro to be used In•noncorrosive environment. y{-� [] ms's TRANS' ID: LINK design bade be applied to any component. end are for estry condition"of use. EXPIRES: 12/31/2016 5.CamPuTrus has no control over and assumes no,eeponelblsly for the S.Design assumes NII bearing at all supporta shown.Shim or wedge If December 8,2015 aw, fabrication,handling,shipment and Inatalletion of components. 9.Tha design k Mrniehed subject to the limitations set forth7.Design assumes adequate drainage Is tpruss, . g by 8,IPlates ns,coincide bated on faces of truss,and plead wtheir center TPINJfCA In BCSI,copies of which will be furnished upon request. Ines aindde wllh joint comer lines, 9.Digits indicate sire of plate In Inches. MITek USA,Ino./CofnpuTrus Software+7.6.6-SP1(1L)-E 10.For basic connector plate design values see ES19431 r,ES19-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 RIDE #19BTR LOAD DURATION INCREASE = 1.15 - 1- 2=( 0) 60 2-13=(-1626) 3680 13- 3=(-460) 1175 8-19=( -432) 239 BC: 2x9 RIDE #16BTR SPACED 24.0" O.C. 2- 3=(-4490) 1788 13-14=(-1461) 3282 3-14=(-765) 414 19- 9=( -138) 659 WEBS: 2x9 RUDE STAND; 3- 4=(-3059) 1206 14-15=(-1063) 2532 14- 9=( -39) 313 9-20=(-1130) 927 2x4 KDDF STUD A LOADING 9- 5=(-2602) 1106 15-17=( -845) 2395 4-15=(-498) 375 10-20=( -247) 612 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1019 16-18=) -32) 92 15- 5=(-908) 1120 20-11=( -30) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2397) 1090 18-19=( -798) 2917 15- 6=(-755) 272 11-21=(-1938) 743 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-2478) 1072 19-20=( -676) 2080 6-17=(-102) 509 21-12=( -110) 126 8- 9=(-2275) 968 20-21=( -432) 1080 16-17=( 0) 79 LL = 25 Ply Ground Snow (Pg) 9-10=(-1422) 721 17- 7=(-262) 82 NOTE: 2x9 BRACING AT 24"00 UON. FOR 10-11=(-1732) 764 17-18=(-806) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -83) 102 7-18=(-232) 219 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18- 8=( -96) 112 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -271/ 1888V -165/ 222H 5.50" 3.02 KDDF ( 625) 92'- 0.0" -223/ 1757V 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 = 0.198" @ 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 HORIE. TL DEFL = 0.173" @ 91'- 8.5" 11-11-11 22-03-10 7-08-11 NOTE:Design assumes m s moisture content does not exceed 19% attime 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 indforce-resisting .( 1' ' 1 T 1' T 1' '( 1' T system and components and cladding criteria. 12 12 M-5x6(S) Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 7.50 M-4x6 M-4x6 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 M-3x4 M-3x4 0,25" M-3x4 0 load duration factor=l.6, 6 8 9 i _ _ End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only. M-3x4 1 g + } } M-1.5x3 2 M-3x63 + o M-3x8 ���_ _ .. A o v 1 iio , 13 19 15 r 17(+ AN 4j. ,,,n o M-5x8 M-3x4 M-3x8 o 16 18 l,y 1 o 20 **21 M-1.5x3 M-6x8 0.25 M-3x8 ::14-4x4 o d 3.75 2X WEDGE M-5x8 M-5x6(S) 12 W/(2) M-2.5X4 TYP. VO PROF OF l y l l y l i, l l [� ' 2-05-o19-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 IN 400 2-05-08 0 y 4. y 2-05-08 11-06-08 28-00 ), cz. :9782PE 9<'' • 1-00 42-00 • JOB NAME : 5019-B POLYGON - F4 °r 1/411 Scale: 0.1538 y a"EG©N WARNINGS: GENERAL NOTES, unless Henries noted /� I(t© 1.Builder and erection contradur should be advised of au General Notes 1.This design N based only upon the parameter.Moven and Is for en individual ..y V4fi y. A ,k�. Truss: F4 and Warnings before construction commences building oomponem.Applicability or design parameters and proper 7 1 J 2.264 compression wale leering mug be Installed where shown e. incorporation of component Is the responsibility of the building designer. /R�-_- 3.Addltloeal temporary bracing to haute stability during construction 2.Design and.t tO the top and bottom chords to be Nleralty braced al l ' i c9. is the roq»ngNltiy of Na erector.Additional permanent bnd09 of T on. al t0'o.e.respect.ely unless braced throughout their length by A U L i- cs continuous sheathing such es plywood shed sheathing(TC)andror drywall(BC). DATE: 12/8/2015 the overall structure le the responsibility of the building designer. 3.2a Imped bridging or lateral bracing required where shown++ S E Ki5 8 0 9 67 4.No load should be applied to any component anh after all bredng and 4.Instagetlon ertruss Is the responsibility of the respective contractor.4' Naeners are complete end at no time should any loads greater than 5.Design assumes busses are to be used in noncorrogve environment. design loads 6e applied to any component. and are for"dry condition of use. EXPIRES:: 12/31/2016. TRANS ID: LINK R CompuTrushasnocontroloverendassumesnoresponsibilityforthe S Deesico� ewmeah110eedngata%supporiaMo m.Shimarwetl9el/ December 8,2015 fabrication.heed shipment and theta))tion of components. ry 7.Pesign assumes ademne drainage Iprovided. B.This design Is furnished subject to theRogations set fodh by S.Plates shall belouvred on beth faces of trues, and placed so their comer TPINVOCA hi SCSI.copies of which will be furnished upon request. fines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA.Ino./CornpuTrus Software c7.6.6SP1(1L(-E to.For basic connector plate design values see ESR-13/1,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF %1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1774) 3680 15- 3=(-505) 1175 10-22=(-1131) 476 BC: 2x4 KDDF 141&BTR SPACED 24.0" O.C. 2- 3=(-4490) 2009 15-16=1-1593) 3282 3-16=1-768) 450 12-22=1 -241) 614 WEBS: 2x9 KDDF STAND; 3- 9=(-3059) 1370 16-17=(-1160) 2532 16- 4=( -42) 313 22-13=1 -111) 628 2x9 KDDF STUD A LOADING 9- 5=(-2602) 1282 17-19=(-1016) 2395 4-17=(-499) 314 13-23=(-1938) 879 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 18-20=1 -38) 92 17- 5=1-459) 1120 23-14=1 -110) 126 TC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-2190) 1162 20-21=1 -937) 2417 17- 7=(-755) 324 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD= 42.0 PIF 7- 8=(-2397) 1260 21-22=( -812) 2080 7-19=( -94) 513 8- 9=(-2478) 1218 22-23=) -506) 1080 18-19=( 0) 74 LL= 25 PSF Ground Snow (Pg) 9-10=(-2275) 1106 19- 8=(-275) 78 NOTE: 2x9 BRACING AT 29"OC UON. FOR 10-12=(-1422) 828 19-20=1-949) 2912 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 8-20=1-232) 298 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 894 20- 9=1 -60) 126 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 103 9-21=(-432) 237 OVERHANGS: 12.0" 0.0" 21-10=(-141) 671 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -339/ 1888V -166/ 223H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -303/ 1757V 0/ OH 5.50" 2.81 ROOF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "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 = 2.059" MAX TL CREEP DEFL= -0.374" @ 19'- 1.3" Allowed = 2.739" 13-11-11 18-03-10 9-08-11 MAX HORIZ. LL DEFL = -0.118" @ 41'- 8.5" �( MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 4-06-02 2-02-09 5-01-04 5-00-06 2-02-08 3-09-02 2-09 f f 4-06-02 ' 0-0S-05 ' 5-03-14 -09-14f f3-09-02 NOTE:Design assumes moisture content does 1 f 1 1. 1 1 '1 ,( ' 1 f not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.50 17 M-5x6(S) Q 7.50 system and components and cladding criteria. M-,x4 1 M-4X6M-3X9 0.25" M-3x4 M-4x6 Wind: 190 mph, h=23.5ft, 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, M-3x4 M-3x6 Truss designed for wind loads in the plane of the truss only. • M-1.5x3 M-3x6 + 4 0 o M-3x8 /1-�- e� •a \VAIP I o v '/_^'S 16 _ 17 19 �T. :: _: :� I /� M-3x4 o e o 21 * 23 "� of M-5x8 I M-3x8 M-11.5x3 M-gx8 p,2y' M-Yx8 _M-4x 0 2X WEDGE M-5x8 W/(2) M-2.514 TYP. (� ��''yy J/'��f'� .G13.75 M-5x6(5) 4�cD r R Op , 64 112 1 1 1 1 1 1 1 1 �� �tJGINE$, 4.�j013) 2 y 2-05-08 4-06-02 4-07-14 2-06-055-01-04 7-08-04 7-08-04 7-04-07 y 1-031")-05-08 11-06-08 28-00 1 �" 89782PE �'r 42-00 • JOB NAME: 5019-B POLYGON - F5 scale: 0.1288 "r s - WARNINGS: GENERAL NOTES, unIess otherwise noted. 9 :: ,/OREGONy'�q� !f•" 1.Builder anderectioncontractor Mould be advleed of a1 General Notes 1.This design Is based only upon the parameters shown end is for an indiv:duel `I-.R)�r`j//6 r.�, 7 r (•+ .q., Truss: F5 and VI/timings s before construction commences. building component.Applicability of design parameters end proper T 4R J 2.2,4 compression web bradng must be installed where shown* Incorporation of component Is the responsibility of the budding deigns,. `� 3 Additional temporary bredng to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at PA U ` is the responsibility of the sector.Atldglens)permanent bracing of Y 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 bulling designer. continuous sheeting5,such bs acwg re air a where shown and/Cr drywaN(BC). aeon M g 9 3.2x Impact bridging or lateral bracing required where �• SEQ.: K 15 8 0 9 6 8 4.No load Mould be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. 12/31/2016 fasteners are complete and at no time should any btrussesM ads greater than 5.Design assumes are to be used a non-corrosive environment, end are for"dry condition. use. EXPIRES: TRANS I D• LINK design hada be applied to any component. 5 5.CompuTrua has ne control over and assumes ne responsibility for the 6.Design assumes NII bearing at all supports Mown.Shim or wedge If fabrication,handling,shipment and lnstatlatbn of components. necessary. December 8,201 5 7.Designaagbeeladed onaothl faces Ic provided. en 8.This deign Is furnished subject to the limitations set forth by 8.Plates shag be located an both faces of was,and plead w their comer TPIIW7CA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center linea. 9.Digits Indicate size of plate In Inches. MITek USA.Ina./CompuTrus Software+7.6.6-SP1(1L)-E 1o.For bask connectorplate 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: 2x9KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 60 2-15=1-1929) 3685 15- 3=( -552) 1176 10-22=(-1130) 582 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-4490) 2234 15-16=1-1732) 3286 3-16=1 -771) 487 12-22=1 -280) 616 WEBS: 2x9 KDDF STAND; 3- 4=(-3059) 1543 16-17=(-1272) 2532 16- 4=1 -50) 313 22-13=1 -190) 625 2x9 KDDF STUD A LOADING 4- 5=(-2602) 1457 17-19=1-1203) 2395 4-17=1 -499) 301 13-23=(-1938) 1007 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2140) 1288 18-20=1 -45) 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=1 0) 0 20-21=1-1103) 2417 17- 6=1 -755) 478 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 6- 8=(-2397) 1447 21-22=1 -982) 2080 6-19=1 -99) 522 8- 9=(-2478) 1398 22-23=( -580) 1080 18-19=1 0) 74 -- LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1279 19- 8=1 -287) 79 NOTE: 2x9 BRACING AT 24"OC UON. FOR 10-12=1-1422) 912 19-20=1-1125) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 0) 0 8-20=1 -232) 288 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1015 20- 9=1 -84) 145 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. 13-14=1 -83) 106 9-21=1 -432) 232 OVERHANGS: 12.0" 0.0" 21-10=1 -135) 689 BEARING MAX VERT MAX HORZ HAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural 0'- 0.0" -412/ 1888V -166/ 22411 5.50" 3.02 KDDF ( 625) vertical members (won). 92'- 0.0" -387/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" 15-11-11 19-03-10 11-08-11 MAX LL DEFL = 0.236" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed= 2.739" 7-09-13 8-01-14 .( 8-05-07 9-09-19 7-09 MAX HORIZ. LL DEFL = -0.128" @ 41'- 8.5" 9-06-02 2-02-13 3-09-01 5-00-06 4-00 3-09-021 MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 2-09 1 1 9-06-02 1 1109-63 1 5-03-14 1 1-60-106 13-09-021 1 1 1 1 1 1 1 1 1 1 1 NOTE:Design assumes moisture content does not exceed 199 at time of manufacture. 12 =M-4x4+ 12 7.50 7 M-5x6(S) 11..7M-4x9+ ' 7.50 Design conforms to main windforce-resisting M-3x4 l system and components and cladding criteria. M-4x6 M-3X4 M-3x4 M-4x6 Wind: 190 mph, h=24.2ft, TCDL=9.2,SCOL=6.0, ASCE 7-10, 5 6 8 0.25" 10 2 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS)Dir), M-3x5(5) load duration factor=1,6, M-3x6 End verticals) are exposed to wind, M-3X4 3 Truss designed for wind loads in the plane of the truss only. + + + M-1,5x3 M-3x6 + a 3 p o M-3x8 @-� -_ A o c 1 �4 -5 16 1..17 19 all �I o M-5x8 M-3x9 o M-1.5x3 M-8 6x8 0,25" M23x8 =M-9x423 of o 2X WEDGE M-3x8 M-5x8 W/12) M-2.5X4 TYP. ry 43.75 M-5x6(S) < c1O PROFFS 12 y 1 1' ). 1 y y 1 y r,6' .a,.,`�GINE 'Si 2-05-08 4-06-02 9-07-14 2-06-051 5-01-04 7-08-04 7-08-09 7-04-07 1 c- ,'\ �i4 C2' 12-05-08 11-06-08 28-00 1 £ 39782PE C--' 1-00 92-00 JOB NAME: 5019-B POLYGON - F6 - Scale: 0.1248 (� WARNINGS: GENERAL NOTES, unless othenesenoted 59ti OREGONy�oN.,.�,,,.. 1.Builder and erection contractor should be advised of rd General Notes t.This design Is based only upon the parameters shown and Is far en individual ,,.ey 'R� I,+ (}�. Truss: F6 and Warnings before nonWnxgon commences. building component Appllcabllity of design parameters and proper 7 l Incorporation of 2.34 compression web bracing moat W Installed where ahawn+ component is the reeponsibRty of the bolding designer. (�. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop ash bottom chortle to be laterally brecetl at r, UL C3�� Is the responsibility Ins erector.Additional t bracing of on c.and at 70 o c.soon vely unless brecetl throughout Mala length by `y Ity o building en continuous sheathing such as plywood aheething(TC)end/or drywal(BC). DATE: 12/8/2015 the overal structure Is the responsibility of the bulding designer. 3.20 Imped bridging or lateral bracing required where shown++ S E K 15 8 0 9 6 9 4.No load should be applied to any component until after ell bracing end 4.Installation of trues la the reaponsiblgty of the respective oantredor. �' fasteners are complete and at no time should any loads greater than 5.Design assumes woes are to be used In a noncorrosive environment. assign loads be applied b am component. end are for"dry condition-of use. EXPIRES: 12/31/2016 TRANS ID: LINK 5.CompaTruahas nocontrol over and assumes noresponsibility for the 8.DesigneeameaMlbeadngateAsuppodsshown.8hlmorwetlgei/ December 8,2015 gory fabrication,handling,shipment and installation of components. 7.Plate.assumes Moadequate drainage I.tn,s.,provided. 8.Thla destgn is furnished subject to IM Ilmgatlona of forth by 8.planes shall be Molded on both faces of wa.,end placed o their center TPVWICA In SCSI.copies of which will be famished upon request. lines coincide with)dint center lines. 9.DIgIts Indicate aloe of plate In Inches. MiTek USA,Inc.iCompuTrus Software 4-7.6.6-SPIOL)-E 10.For basic connector plate design values see ESR-1311,ES124988(MITek) 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 I- 2=( 0) 60 2-15=(-2112) 3701 15- 3=( -608) 1181 11-22=1-1130) 759 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-4490) 2956 15-16=(-1896) 3300 3-16=1 -773) 512 12-22=( -342) 619 WEBS: 2x9 KDDF STAND; 3- 4=(-3059) 1710 16-17=1-1913) 2535 16- 9=( -55) 313 22-13=1 -245) 623 2x9 KDDF STUD A LOADING 4- 5=(-2602) 1622 17-19=(-1392) 2395 9-17=( -999) 301 13-23=(-1938) 1194 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2140) 1927 18-20=( -54) 92 17- 5=1 -737) 1120 23-14=1 -110) 127 TC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=( 0) 0 20-21=1-1308) 2417 17- 6=1 -755) 624 BC LATERAL SUPPORT 0= 12"OC. 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=1 0) 74 --- LL = 25 PSF Ground Snow (Pg) 9-11=(-2275) 1981 19- 8=1 -292) 91 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-12=( 0) 0 19-20=1-1344) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1425) 1012 8-20=1 -232) 391 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1133 20- 9=1 -117) 169 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 106 9-21=1 -932) 253 • OVERHANGS:. 12.0" 0.0" 21-11=1 -156) 697 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural 0'- 0.0" -484/ 1888V -167/ 225H 5.50" 3.02 ROOF ( 625) vertical members (uon). 42'- 0.0" -472/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans , ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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" T il MAX TL CREEP DEFL = -0.379" @ 19'- 1.3" Allowed= 2.739" 7-09-13 10-01-14 ..(( 6-05-07 9-09-19 7-09 T 4-06-02 2-02-13 1- 1-09 1'3-10-03 5-00-06 T 3-09-02 1 MAX HORIZ. LL DEFL= -0.140" @ 41'- 8.5" ,[ MAX HORIZ. TL DEFL= 0.173" @ 91'- 8.5" '( 2-09 4 '4-06-02 ' '3-11-11 -'( 5-03-14 ' 1-cJ2 T02 1'3-,09-02� T 1' .1 '( T T 'f 1 '1 1--1 1 T NOTE:Des ign assumes moisture content does 12 12 not exceed 19% at time of manufacture. • 7.50 7 10 Q 7.50 Design conforms to main windforce-resisting M-3x4 M-5X6(5) system and components and cladding criteria.'- - M-4x6 M-3x4 M-4x6 Wind: 140 mph, h=29.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 6 M-8x4 0925" 11 2 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), y load duration factor=1.6, • M-3x5(S) / End vertical(s) are exposed to wind, M-3x4 3 x6 Truss designed for wind loads in the plane of the truss only. /\ + M-1.5x3 M-3x6 + a 3 Po to M-3x8 -_ _ A o o 4r 0 Q, 'f '-!5 16 r 17 19P-- �+9 - --/(1% /'• M-3x9 0 18 20 21 22 * 23 o M-5x8 o M-3x8 1,4-1.5x3 M-6x8 0.25" M-3x8 =M-9x4 2x WEDGE M-5x8 M-5x6(S) W/(2) M-2.5X4 TOP. EO P RQf 43.75 f y2 y y y y y y y y 4s,CC. ` `A% 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 �+" "rN��N��19 �p..y_ y 2-05-08 11-06-0e 28-00 y �' V:9782PE i• 1-00 42-00 40 JOB NAME: 5019-B POLYGON - F7 .air Scale: 0.1299 , (0 �. WARNINGS: GENERAL NOTES, unless otherwise noted4. �A.OREGON cy s , , 1.Budder and erection contractor should be advised of di General Notes 1.This design is based only upon the parameters shown and la bran Individual tea„ -r`( 4 (,,. -6, Truss: F7 and Wamingabefore construdloncommences. building component.Applyaboltyof design parameters and proper ")/� N 2.2a4 compression web bndng must be Installed where shown+. incorporation of component Is the responsibility of the building designer. /�. ts 3.Additional temporary bracing to Insure stability during construct on 2 Design assumes the lop end bottom chorda to be laterally braced et ,t -A U L �` lathe responsibility of me erector.Additional permanent bracing of continuous o.c.and at 10 o.c.respectively unless braced throughout they length by /"' DATE: 12/8/2 015 the overall structure is the responsibility of the buidin designer. 24Imps ridging or such as plywood reqshuired a where s oonand/cr drywep(BC). g 3.2z Impact bridging or lelenl bracing where shown++ SEQ.: Ki5 9 0 9 7 0 4.No bad should be applied to any component until after all bracing end 4.Installation of truss la the responsibility of the respective contractor. 12/31/2016 fasteners are complete and at no time should any leads greater than 5.Design assumes busses ere to be used in a noncorrosive environment EXPIRES: . TRANS ID: LINK aaagnBadebeapplearoany component. and arefor^drycondition.ofsae. 5.Compultas has no control over and assumes no reaponsidlpy for the 6.Desissessumes&di bearing at all supporta Moan.Shim or wedge If fabrication,handling,shipment and lnatalatien of components. ry' December 8,2015 7.Design assumes ea elo cated ne drainage is provided. B.This design is furnished subject to the limitations eel fodh by e.Plates shall be located on beth faces of truss, and placed w their anter TPIMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center linea siz es. 9.DigitsIndicateect r plate design values MITek USA,InC./CompUTrus SoRware+7.6.6-6P1(iL}E 10.For basic connector plate design values see ESR-7377,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 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1030) 2436 3-12=( -236) 300 BC: 2x4 KDDF #1SBTR SPACED 24.0" 0.C. 2- 3=(-2811) 1135 12-13=( -831) 2148 12- 4=( -134) 436 WEBS: 204 KDDF STAND 3- 4=(-2627) 1142 13-14=( -598) 1740 4-13=) -581) 423 LOADING 4- 5=(-2066) 1050 14-15=( -616) 1480 13- 5=( -334) 771 TC LATERAL SUPPORT 0= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 15-16=( -47) 56 13- 7=( -111) 168 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1700) 995 7-14=( -478) 263 TOTAL LOAD = 42.0 PIF 7- 9=(-1527) 928 9-14=) -266) 674 - - 8- 9=( 0) 0 14-10=( -152) 195 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1880) 990 10-15=) -484) 321 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1825) 815 15-11=( -609) 1540 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-16=(-1713) 856 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OE 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -350/ 1894V -258/ 318H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -315/ 1772V 0/ OH 5.50" 2.84 KDDF ( 625) ** For hanger specs. - See approved plans '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 = 0.129" @ 17'- 7.4" Allowed = 2.054" MAX TL CREEP DEFL = -0.229" @ 17'- 7.4" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.055" @ 41'- 10.3" 0-07-08 MAX HORIZ. TL DEFL = 0.087" @ 41'- 10.3" 18-04-11 7-10-05 15-09 Design conforms to main windforce-resisting 6-02-09 5-09-05 5-09-05 4-08-13 3-01-082-02-13 6-06 7-00-04 system and components and cladding criteria. Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 18-00 M-3x4 13-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '( T M-3x4 8 'I' T load duration factor=1.6, 12 M-4x6 6 M-4x6 12 Truss designed for wind loads ko M-3x4/• . in the plane of the truss only. 7.50 5, 7 7.50 M-5x6(S) M-2.5x4 or equal at non-structural diagonal inlets. 0.25" 4 M-3x4 D M-1.5x3 3 + +. M-3x6 1 .....i 0 1 O O � ,,r��^ *a6 -fin I �IM-3x6 M-3x ,,r4 b3.25" 0.25V' -M-4x4 M-1.5x3 4.14 0 , c.) PR.QL-M-5x8(S) M-5x8(S) ,;k, � Si y y y y y •5 G �� . '' /0C^, 9-01-03 8-06-04 11-00-02 6-07-12 6-08-12 1 y 100 42-00 89782PE 9<'. JOB NAME : 5019-B POLYGON - F8 -. ,. ,t'' 'AMP' ' • Scale: 0.1398 WARNINGS: GENERAL NOTES, antes,otherwlss noted CI OREGON 1.Builder and erection conlredor should be advised of ail General Notes 1.This design is based only upon the parameter°shown and Is for an Individual -9OR EG OI V (�T" Truss: F8 and Warnings before construction commences. building component.Applicability of design parameters and proper r (f rjV q 2.204 compression web bracing must be Installed where Mown 4. Incognratbn of component is the responsibility of the building designer. It sir/ 5 V 3 Addition°'temporary bracing to Insure stability during construction 2 Design and at I O the top and batlam e.,chobrads o be througlaterallyhout braced at shib the responsiblllly of the erector.Additional permanent bracing of 2'o.c.and at 10 o c resped.ely unless bread throughout their length by it DATE: 12/8/2015 the overall structure is the responsibility I the building de 2 impact ahging orng each lateral b acwg re aired c re and/or tlrywag(BC). • a. t ` span ly o p °Icier J.Di Impact bshesth orbracing required whereshown) d/++ L SEQ. : K 15 8 0 0 71 4.No bad should be applied to any component until alter all bradng and 4.Installation of tons is the responsibility of the respective contractor. tasianen are complete and at no time should any bads greater than 5.Design assumes trusses ars to be used In a non-corrosive environment, design loads be applied to any1. and are for"dry condition"of use. TRANS I D: LINK go no Cenci assumes" 6.Design assumes full bearing at all supports shown.Shim or wedge i1 5.compurraahaanocontroloverandnoreeponsiblelybrthe nece.eary. EXPIRES: 12/31/2016 fabrkHlon,hand'Ing,shipment and bntalle6on of components, 7.Design assumes adequate drainage is provided. December 8,2015 G.This design is Nmforte lahed subject to the limitations set h by .Plates shall be located on both faces of truss,and placed so their center TPBWICA In BGS',copies of Mach will be famished upon request. lines coincide with joint center lines. 9.Digin Indicate sine of plete In Inches. MiTek USA,Ina./CompuTrus Software 7,6.6(1L)-E 10.Far basic connector plata design values see 658-1311,655-19ee(Web 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: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1343) 2636 3-13=( -123) 200 BC: 2x9 (DIF #16BTR SPACED 29.0" O.C. 2- 3=(-3051) 1683 13-14=(-1671) 3469 13- 4=( -509) 1102 WEBS: 2x9 KDDF STAND 3- 9=(-2851) 1634 14-15=(-1054) 2498 13- 5=(-1337) 707 LOADING 4- 5=(-2360) 1441 15-16=( -852) 2151 14- 5=(-1962) 1192 TC LATERAI, 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=1-1254) 1979 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3945) 2430 7-15=(-1312) 1020 TOTAL LOAD = 42.0 PSF 7- 8=1-2117) 1383 15- 8=1-1162) 1918 8- 9=(-2159) 1310 15- 9=( -741) 505 NOTE: 204 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-2780) 1933 9-16=1 -134) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3091) 1441 16-10=1 -278) 337 BOTTOM CHORD CHECKED FOR A 20 PSF 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) 0'- 0.0" -487/ 2057V -319/ 3188 5.50" 3.29 KDDF ( 625) M-1.5x4 or equal at non-structural 46'- 3.0" -902/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift et 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" 0-06-13 MAX LL DEFL = 0.368" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.549" @ 15'- 8.4" Allowed = 3.022" 26-03 20-00 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 6-04-13 9-11-14 9-10-05 6-08-02 13-03-14 MAX HORIZ. LL DEFL = -0.100" @ 45'- 9.5" 5-01-03 f4-08 5-07-11 5-00 5-03-05 6-06-04 6-06-04 6-11-0 MAX HO RIZ. TL DEFL = 0.197" @ 45'- 9.5" 4 1' 4 1f '1 '1 '1 '1 1f 10-00 Design conforms to main windforce-resisting 1' 12 ' 12 M-4x6 12 system and components and cladding criteria. 7.50 F77 7.50 CP' 4.0" 'cl 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, e (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, \ M-5X6(5) Truss designed fox wind loath M18HS-5x16 3.1 in p only. 6 M-4x6 7 0.25" • M-4x6 4 5 +I M-3x5(5) M-1.5x3 + + o M-1.5x3 3 + c. <> o 4 1 '..: e - - ---is2 44 / 13 14 " 3 ��Q PROFF I -3x8 0.25" M-5x6 0.2s" M-3x9 M-3x8 i f l M-5x8(S) cs> l M-5x8(S) b l r ,\GIN 'Y 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 CJ'~ ` cy P1- 1-0 46-03 1y 0 '. 89782PE 414 9'"" JOB NAME : 5019-B POLYGON - F9 ,, Scale: 0.1216 AWN 'F WARNINGS: GENERAL NOTES, unless otherwM noted: (,r (�(� /nary lL' _J I.Builder and erection contreetor should be advised of ail General Notes 1.This design Is based only upon the parameters shawl and is Mr an individual y "° OR EG ON [tib` a,� Truss: F9 and Wamiege before construction eomestto . building component.Applicability of design parameters and proper 5, Y ��� 2.2v4 compression web bracing must be Installed where shown+ Incorporation of component le the rcaponsibdk/of the building designer. ,y 'IP r} �/+ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chorda to be laterally braced at T �'1 P" Y A:7 � ` Is the responsibility of the erector.Additional permanent bracing of 2 ex.and at ee o.e.respectively unless braced throughout their length by ` DATE: 12/8/2015 the overall structure Is the responsibility of the budding designer. 3.D Impact bodging sheathing Wendas br sing oresheathing(TC) u edhlohg ec haown n ro`drywan(BG). tr 1C"j ` +�` • SEQ. : K 155 8 0 9 7 2 4.No load should be applied to any component until after ad bracing and 4.Installation of truss Is the responsibility of the respective contractor. L lesteners are complete and at no time should any bads greater than 5.Design assumes trusses era 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.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at ala supports shown.Shim or wedge If EXPIRES: 12/31/2016 ncotbn,handling,shipment necessary. teb end Installation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 6.This design is furnished subject to the Iimdatbns eel forth by 8.Plates shall be located on both(aces of truss,and placed so their center TPIMRCA In SCSI,copies of which cold be furnished upon request. lines coincide with joint center tins uTrus Software 7.6.6(11_)-Z 9.Digits indicate size of plate In inches. MiTek USA.Inc./Com P10.For basic connector plate design values see ESR-1371,ESR-1958(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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1240) 2616 3-13=( -130) 210 BC: 2x4 KDDF.#168TR SPACED 24.0" O.C. 2- 3=(-3051) 1568 13-14=(-1506) 3437 13- 4=( -461) 1093 WEBS: 2x4 KDDF STAND 3- 4=1-2851) 1515 14-15=( -964) 2480 13- 6=(-1350) 630 LOADING 4- 5=( 0) 0 15-16=( -802) 2141 14- 6=1-1462) 1058 TC LATERAL SUPPORT <= 12"0C. 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 2236 7-15=(-1297) 945 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1322 15- 8=(-1097) 1905 8- 9=(-2147) 1243 15- 9=( -741) 507 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1364 9-16=( -136) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1373 16-10=( -278) 339 --- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -442/ 2057V -316/ 316H 5.50" 3.29 ROOF ( 625) M-1.5x4 or equal at non-structural 96'- 3.0" -380/ 20569 0/ 08 5.50" 3.29 KDDF ( 625) vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.347" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.540" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL= -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 14-04-11 1-03-11 10-06-10 20-00 MAX HORIZ. LL DEFL = -0.096" @ 45'- 9.5" 1 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 HORI z. TL DEFL = 0.196" @ 45'- 9.5" T 4 4 1' 4 4 f T T 1' 10-00 Design conforms to main windforce-resisting '' system and components and cladding criteria. 12 12 M-4x6 12 7.50 7.50 17 4.0" Q 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 B",' load duration factor=1.6, \ M-5x6 S) Truss designed for wind loads 3.1 ( in the plane of the truss only. M-5x10 M-4x6 6 7 0.25" M-4x6 4 6 +h + + *M-1.5x3 M-1.5x7</ w O o 21 1 T"" I .1,.f‹.. � E0 P R OFt.. 13 19 15 16 �i -3x8 0.25" M-5x6 0.25" M-3x4- M-3x8 .t M-5x8(S) M-5x8(S) y y y y b y r5 �yG GINE• /p 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 �y E� 1- 1-00 46-03 1y 0 Q'. :9782PE r" JOB NAME : 5019-B POLYGON - F10 ..i/• . Scale: 0.1216 .� WARNINGS: GENERAL NOTES, urdessothenose noted K-94, .✓.a� /+s A' - f.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 • E G©I ad d� Truss: F 1 0 and Warnings before construction sometime. building component Applkabil(ty of design parameters and proper '4'!'f, 879 �N 2 2s4 compression web bracing must be Installed where shown Incorporation of component la the responsibility of the budding designer. C/,Q[y G'' y. 3.Additional temporary bracing to Insure stability during construction 2.Design aaeues me tap and bottom chords to be laterally braced el • ' Is the responsibility erne erector.Additional permanent bracing of 2 o.c.and e1 12 o.c.respectively unteas braced throughout their length by (L DATE: 12/8/2015 the averel structure Is the responsibility fthe buldin desl designer. continuous sheathing sten as acing re uired where and/or dryweA(BC) �. L '�'` o A 9 3.2a Impact bridging or Meal s plywood d she t where Mann r 1.. SEQ. : K 15 8 0 9 7 3 4.No load should be applied to any compeneni until after all bracing and 4.InstallationDesign otrusssissathhe responsibility ud l the hers respective contractor. fasteners are complete and at no time should any bads greater than and ars ssumeor"dry condition"of use. TRANS I D: LINK design bads be applied to any component. 6.Design assumes full bearing at all supporta shown.Shim or wedge if v[p]{{p� c�s12/31/2016 Iy l�A n c 5.CompoTrus has no control over and assumes no responsibility for the entry. December EXF-I R ES 12/471/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. DQCP.m0.. 8,2015 8.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center 7PNMCA In BCSI.wpbs of which WI be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate ebe of plate in inches. MiTek USA,Ino./CompuTfue Software 7.6.6(1L}Z 10.For basic connector plate design values see ESR-7377,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 96'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2-) 0) 60 2-12=(-1085) 2574 3-12=( -197) 297 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 4=( -450) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1250 13-19=) -829) 2453 12- 5=(-1355) 596 LOADING 4- 5=(-2351) 1130 19-15=) -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=( -862) 1896 BC LATERAL SUPPORT <= 12"OC. HON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-2119) 1230 6-14=(-1274) 830 TOTAL LOAD = 42.0 Ply 7- 8=(-2138) 1151 19- 7=( -999) 1886 8- 9=(-2780) 1268 19- 8=( -740) 509 NOTE: 2x9 BRACING AT 24"OC HON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3091) 1278 8-15=( -140) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 96'- 3.0" -396/ 2056V 0/ OH 5.50" 3.29 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 = -0.002" @ -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'- 8.9" Allowed = 3.022" MAX LL DEFL = -0.002" @ 97'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 97'- 3.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.088" @ 95'- 9.5" 12-04-11 3-03-11 10-06-10 20-00 MAX HORIZ. TL DEFL = 0.195" @ 45'- 9.5" 5-01-03 4-08 5-07-11 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 T T T T T T T T f Design conforms to main windforce-resisting 10-00 fsystem and componentsand cladding criteria. 12 12 M-4x6 12 Wind: 140 mph, h=25.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 177 7.50 p 4.0" Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7 Truss designed for wind loads in the plane of the truss only. 3.1 M-SX6(S) M-9x6 • 0.25" M-4x6 M-5x10 4 s +I *1'4-1.5x3 M-1.5x3 + + + 3 ud 0 0 0 m 1 l2, r. - :%14"c i 12 13 19 15 � 1'y-Tj 0Fe -3x8 0.25" M-5x6 0.25" M-3x4 M-3x8 1 f R M-5x8(S) M-5x8(S) (` �S y y y y y y . GIN &� /0 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 �.? 1-00 46-03 1-00 :9782PE r- JOB NAME : 5019-B POLYGON - F11 Scale: 0.1216 . WARNINGS: ir udderO.This NOdesign isb, unless on hparameters eta . T' OREGON I [�4". Truss: F l 1 7.end W and erection contractor should be advised of all General Notes 1.ThIs design la based only upon the parameters shown end la loran Individual N. end Warnings before construction commences. building componentApplicability of design parameters and proper �y iti ry 2 2s4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 7�. y. �!, 3 Additional temporary bracing to Insure stability during construction 2 Z o o.assumes me tap end bottom chords to be throughoutty braces et 7 Ab v Is the responsibility of the erector.Addgbnel permenenl bracing of T o e.and alt 0 o.c.respectsely unless braced their length by ......yyy DATE: 12/8/2015 the overall structure Is the responsibility of the bulking designer. Ts Impact sheathing such l bs plywood required a where s andlor drywaA(BC). �,„)�,.+ �� 3.2a impact bnaging or th lateral bracing ro en the where shown.. u SEQ.: K 15 8 0 9 7 4 4.No load should be applied to any component until after Cl bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK - design loads be applied to any component. end are for"dry condman•of use. 5.Compulrus hes no control over and assumes no responsibility kr the 8.Design assumes full boertig an all supports shown.Ohm lir wedge if EXPIRES: 12/31/2016. ebrkatlen.handling,shipment end instetkaon of components. 7.Design assumes adaquets drainage is prodded. December 8,201'5+ 8.This design is furnished subject to the limitations eat forth by 8.Plates shell be butes on both faces of truss.and placed so their center TPLWTCA in SCSI.copies of which will be furnished upon request. linea coincide with join:center lines. es. MTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z to FFor gBataselooennector plate desize of plate In ign values sign value see ESR-1317,ESR-7988(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: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 69 1-3=(0) 0 BC: 2x4 KDDF N14BTR SPACED 29.0" 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" -9/ 202V -25/ 68H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 POE 3'- 10.9" -114/ 131V 0/ OH 1.50" 0.21 RODE ( 625) 6'- 0.0" 0/ 5BV 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 fox net(-5 psf) uplift at 24 "or 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 = 0.339" 1' 1' MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" o 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn o o I I 7 C I 1iem3 0 M-3x4 y k 6-00 �'y[[''�� (PROVIDE FULL BEARING;Jts:1,2,3 I cD PR.OFA-� �cc'`. ,�NG�NE�R ferp 8•782PE c' • JOB NAME : 5019-B POLYGON - BJ2 y/,/ ^ //'� Scale: 0.5893 Wrr, WARNINGS: GENERAL NOTES, unless othery ise noted / Co p �'tl/�I�f 1.Sulker and eredlan contractor should be advised of an General Notes 1.This design Is based only upon the parameters Mown and la for en individual 9,�OREGON N. �y,,,. Truss: BJ2 end Warnings beforeconarudbn commences. building component.Applicability of design parameters and proper !. f�V 2.2e4 compression web bracing must be Installed where shown.. Incorporation or component b me responsibility Drib,building assigner. � V A�`_ f 3.Additional temporary bracing to Insure stability during eonetructlon 2.Design and 10 the top and bottom chants to be laterally braced at �1 �! J Ic the rasponsibllny of the erodo�.Additional permanent bracing o/ T o c.and at 10'o.c.such..sly unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). I. I.11 0 DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.ZR Impact bridging or latest bracing required where shown++ /^A 1 lJ 1.. SEQ.: K 15 8 0 9 7 5 4.No bad should be applied to arty component until after aI bracing and 4.Instans.annoofttru a it is the s responsibility wbiiaiye the oeer connive ce tractor. fasteners are compete and et no time should any loads greater man 9 TRANS ID' LINK design bade be appned to any component. and are for"dry condition"of use. 5.Compareshes no control over and assumes no responsibility ler the 6.Design ascent,,MI bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 labnwtlon,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design b furnished subject to the limitations set forth by 8.Plates than be located on both faces of truss,and placed so their center TPIWlCA in BC31,copies of which well be furnished upon request. Inas celndde with loin center lines. 9.Digits indicate she of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.6(1L}E 10.For baste connector plate design values see ESR-/311,ESR-1988(Weld 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1096) 2579 3-13=( -195) 277 BC: 2,1 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1341 13-19=(-1275) 3391 13- 9=( -996) 1093 WEBS: 204 KDDF STAND 3- 9=(-2851) 1279 14-15=( -841) 2956 13- 6=(-1356) 592 LOADING 9- 5=1 0) 0 15-16=( -732) 2127 14- 6=(-1462) 868 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 6=(-2351) 1157 16-11=( -962) 2939 19- 7=( -883) 1901 BC LATERAL SUPPORT 6= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSP 6- 7=(-3887) 1969 7-15=(-1276) 840 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1238 15- 8=(-1008) 1887 8- 9=(-2138) 1159 15- 9=( -790) 508 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1277 9-16=( -139) 539 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1286 16-10=( -277) 343 BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 11-12=( 0) 60 • LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -354/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -399/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) 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" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.316" @ 15'- 8.9" Allowed = 2.267" MAX TL CREEP DEFL = -0.534" @ 15'- 8.9" Allowed = 3.022" 0-07-08 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" ,r-f MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 10-04-11 5-03-11 10-06-10 20-CO MAX HORlz. LL DEFL = 0.089" @ 95'- 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 HO RI Z. TL DEFL = 0.195" @ 45'- 9.5" 1 4 44 T f T 1' 4 1' 10-00 Design conforms to main windforce-resisting T 1' system and components and cladding criteria. 12 12 M-4x6 12 7,50 � 7.50 17 4.0" Q 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, MWFRS(Dir), 1%..... load duration factor=1.6, M-5x6(5) Truss designed for wind loads 3.1 in the plane of the truss only. M-4x6 7 0.25" M-9x6 M-5x10 4 ,,,,,0„ 6 +I se' \1000209-1.5x3 M-1.5x3 3 + %N.. / ko 0 15 I -3x8 0.25" M-5x6 0.25 M-3x4 M-3x81 �i t5 o, r R VFCsM-5x8(S) M-5x8(S) G /y y ), y y 6, e isn,9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 y y y y " � 1-00 46-03 1-00 � :7762-E C" JOB NAME : 5019-B POLYGON - F12 40 "4111111P Scale: 0.1216 WARNINGS: GENERAL NOTES, unless otherwise noted: •' ,.#1. ,/ / /'y Truss: F 1 Z 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual "Q OREGON �'- and Warnings before construction commences. building component Applloability of design parameters and proper / �O 0�' 2.204 compression web bracing must be Metalled where shown+. Incorporetbn of companeM is the rospanstbilty of the building tlestgner. .A9 (J 4 F `: i E 3.Additional lemporery bracing to Insure steblity during construction 2.Design assumes the lap and bottom chords to be laterally braced at 7�T 'l Y "y J • Is the responstblllty of me erector.Additional permanent bracing of 7 oti end at 70 a.c.respectively a d sheathing(TC) braced throughout their length by ` DATE: 12/8/2015 the overall structure Is me responsibility Dr Impact sheathingee:ate;..acng re vireo e(e so^mor arywai(ec>. �b�I i+L 1 alio ty of the briding designer. 3 Di bor/Richlaters ply o d she t where Mown++ A 1!i- SEQ. : K 15 8 0 9 7 6 4.No mad should be applied to any component until after all bilking and 4.Installation of sass Is the:espan&blity of the respective contractor. fasteners ere complete and at no time should any beds greater than 5.De&gn assumes trusses are la be used Ina non-corrosive environment • TRANS IDLINK design loads be applied m any component. and are for"dry aondrtnn'of use. 12/31/2016 • .CompuTrua has no control over and assumes no responsibility for 8.Design assumes full beadn0 at all support.shown.shim o wedge It 6EXPIRES:. fabrkatlan,handling,shipment and Installation of components. wary. 7.Designsshall assumes adequate both is liras, . December 8,201 5 8.This design Is furnished subject to the limitations set forth by e.Plates shell be locate°on both feces of!ruse,and placed so Meir center TPIM/TCA In SCSI,copies of which all be furnished upon request. lines coindde with Jain;center tries. 8.Digits Indicate size of Nate In Inches. MITek USA.Ina./CompuTrus Software 7.6.6(1L)-E 10.Far basic connector bate 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/Cq=1.00 TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=(-109) 88 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 266V -40/ 107H 5.50" 0.93 KDDF ( 625) TOTAL LOAD = 92.0 PSF 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 5'- 11.7" -84/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, 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" 1I MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12Design conforms to main windforce-resisting 7.50 177 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), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. D0 0 0 0 1 r 1. 3 11.-=-.111 'i If 1 o M-3x4 l l 6-00 (PROVIDE FULL BEARING;Jts:1,3,2 ,•,0 `'NV N EE-� �/0 ` :9782PE rr JOB NAME : 5019-B POLYGON - BJ3 ,a. -ter Scale: 0.5397 WARNINOS: GENERAL NOTES, unlace otherwise noted �/ to" (�E7/ /'�F�, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and le for en Individual OREGON �_ Truss: BJ3 and Warnings before construction commences. building componentApplkabltty of design parameters and proper �/ 4 �Q` 2.204 compression web bracing mond be Installed where Mown N. incorporation of component Is the responsibility of the buidlrig designer. ✓[1 Gr q AY. ,� `L 3.Additional temporary bracing to Insure debility during construction 2 Dasipn and at IP the lap peaand bottom MONS to be latently braced al T b the responsiNII y of the erector.Additional permanent bracing of T on.and at 70'co.rsepecWely such as plywood ass braced throughout their length by /{L ` DATE: 12/8/2015 the overee Mudure Is the responsibility of Me building designer. 3.2a Impact bridging continuous lorr lateral br drag rreq Medhwlnlrg e d)e Flo`tlryweA(BC). ` /t t '�' j SEQ. : K 15 8 0 9 7 7 4.No bad Mould be applied to any component until after M bowing and 4.Installation of truss s the responsibility esponbsiibusyal the respective senvironment.dor. �'1 U I. fasteners are complete and at no time should any loads greater than lin assumes destgn bads be applied le any component. end are far"dry condition"of use. TRANS ID: LINK s.CompcTm has no control over and aseumesnorasponsibdlylerthe s.Design same.Mlbeenng,t,nwppen.Mawr.shimareedgaIt EXPIRES 1213112016 necessfabrication,handling,Mlpment end installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 6.This design Is Nmisned subject to the limitations set rodh by 6.Plates ahatl be located on both races of truss,and placed Sc their center TFINyfCA In SCSI.copies of Ahkh will be Nm/Med upon request. lines coincide with joint center lines. 8.Digits Indkate sloe of plate in inches. MITek USA.Inc.ICompaTrus Software 7.6.6(1L)-E 70.For basic connector plate design values see ESR-7311,ESR-7966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 46-03-00 GIRDER SUPPORTING 9-00-00 FROM 0-00-00 TO 4-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&13TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-13=(-1574) 7952 3-13=( -90) 578 18-10=(-4174) 1008 2x6 RODE #1613TR T2 2- 3=( -9828) 1982 13-14=(-1576) 8196 13- 4=( -744) 3294 10-19=( -930) 4364 BC: 2x6 KDDF SS; LOADING 3- 4=( -9912) 2012 14-15=(-1430) 8274 4-14=(-2418) 614 19-11=(-4986) 1208 2x10 KDDF SS B4 LL = 25 PSF Ground Snow (Pg) 4- 5=( -7944) 1596 15-16=(-1428) 8280 14- 5=( -666) 3594 11-20=(-1436) 6234 WEBS: 204 KDDF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 46'- 3.0" V 5- 6=( -6814) 1392 16-17=( -832) 5356 14- 6=(-1912) 630 2x4 KDDF STUD A; BC UNIF LL( 87.5)+DL( 79.5)= 167.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=( -6476) 1268 17-18=( -894) 5458 6-15=( 0) 194 2x6 ROOF #2 B BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 4'- 0.0" TO 46'- 3.0" V 7- 8=( -4720) 1034 18-19=(-1734) 8948 6-16=(-3868) 792 8- 9=( -4732) 1026 19-20=(-2670) 12808 16- 7=( -466) 2880 TC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3443.0 LBS @ 6'- 0.0" 9-10=( -6594) 1320 20-12=(-2764) 13224 7-17=(-2688) 614 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 7713.0 LBS @ 42'- 3.0' 10-11=(-10802) 2218 17- 8=( -966) 4658 11-12=(-15826) 3346 17- 9=(-2536) 644 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-18=( -478) 2638 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ALL FLAT TOP CHORD AREAS NOT SHEATHED THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1327/ 6406V -303/ 310H 5.50" 10.25 ROOF ( 625) OVERHANGS: 12.0" 0.0" 46'- 3.0" -2062/ 9764V 0/ OH 5.50" 15.62 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: JT 2: Heel to plate c = 2.75" 9" oc in 1 row(s) throughout 2x4 top chords, JT 12: Heel to plate corner = 9.50" ter. 9" oc in 2 row(s) throughout 2x6 top chords, ; 'COND. 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" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" CONC.LOAO(S)EQUALLY TO ALL MEMBERS. MAX LL DEFL = 0.201" @ 20'- 4.8" Allowed = 2.267" MAX TL CREEP DEFL = -0.663" @ 20'- 4.8" Allowed = 3.022" MAX HORIZ. LL DEFL = -0.052" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.126" @ 45'- 9.5" 8-11-11 5-08-11 11-06-10 20-00 .( T T 'f Design conforms to main windforce-resisting -09-025-09-0'7-09-A 6-00-03 5-08-07 5-06-11 6-09-03 6-05-15 2-11-034-02-12 system and components and cladding criteria. T 4 T T T 1 4 T T T 1 12 12 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 7.50 M-4x6 Q 7 50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 9.0" Truss designed for wind loads 8 .1`n' in the plane of the truss only. 0,4,, M-5x6(5) 3.� M-3x5 ` 0.25" . M-4x8 M-6x10 5 6 +r A M-3x6 ', + M-3x8 4 M-1.5x37/" + M-9x8 3 Lo �� M18HS-3x18 ,o o �� o fe p 13 14 152 16 �1" 18 25" 20 3x10 M-6x8 0.25" M-3x6 0.25" M-3x8 0.25" of o 11-3x8O 0 3993# M-7x6(5) M-7x8(5) M-12x M18H) � 'N�fi�`6, �$1§# y y y y y y y y > ER .0.0. 5-10-09 2-07-10 6-09-09 5-06-11 5-10-03 6-07-11 6-05-15 2-10-07 4-00 �� 1-0 96-03 y ;:9752PE �r JOB NAME : 5019-B POLYGON - F13GIRD ' y• Scale: 0.1050 v ' JillfWARNINGS: GENERAL NOTES, unless otherwise noted: ,7 (I " Truss: F 13 G I RD 1.Binder and erection contractor should be advised of all General Notes 1.This design N based c vly upon the parameters Mown and h for en Individual if ((OREGON �y and Warnings berme construction commences building component Applicability of design parameters end proper "K I(y2 ' 2.2t4 compression web bracing must be Intellect where shown+ Incorporation of component la the responsibility of the building designer. 4� A a.� �G VV a�'� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom Mobs a be laterally braced 7 �l j^�y J NI is there responsibility of me erecter.Additional permanent bracing of 7 o c and at 10.o c respectively unless braced throughout their length by /g �� 'V DATE: 12/8/2015 the overall structure Is the respons@ABy of the building designer. comhraeas ehging orng such as plywood aired ng(TC)endut dryweg(BC). PAUL 3.In impact bridging or Mara paean°required the whpe Mews++ SEQ.: K1560978 4.NobedMoelde be mapeiantoanycomponentuntill d gll reater than 4.DeNgnas oftrusstesareHyofthe enpectNs eenviron fasteners are complete and at no time=Mad any beds greater man s.Design assumes trussesioare u Naba used In a non-corrosive environment, TRANS ID: LINK deslgnbads beapplied aany component. end.reror^drynendltenDrees. 5.CompuTrus hes no control over and assumes no responsibility ler the B n0e ee.a°wined NII bearinp at ail supports shown.Shim e,wedge If EXPIRES: 12/31/2016 fsbncotion,handling,shipment end Installation of components. ry 8.Thla design)furnished subject to the limitations set filth t.Design assumes "am loca.e adequate n both facse es provided.andDecember 8,2015 g I by 8.Inc.eshegee with prim on laces of truss, placed soiMlr canter TP W1TCA In SCSI,copies o!which will be furnished upon request. 9.Digits git coincide abe e with Iofm comn inches. 1 MUek USA,Inc./CompuTrus Software 7.6.6(IL#E 10.For basic connector r( lectroIncnsa plateelite values see ESR-1311,ESR-i Sae(MiTak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 153 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -76) 31 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC, DON. 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 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 237V -54/ 146H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -176/ 339V 0/ OH 1.50" 0.43 KDDF ( 625) 7'- 11.7" -15/ 9V 0/ ON 1.50" 0.01 ROOF ( 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. TOPICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.061" @ 2'- 9.3" Allowed = 0.427" 3 MAX TC PANEL TL DEFL = -0.058" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 6 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 2 1 c 0 c 0. o r -, I 1 4 E0 o M-3x4 6-00 1-11-11 'PROVIDE FULL REARING;Jts:1,4,2,3 I ,,Ca NG .,� V,(1f. :9782PE <` JOB NAME : 5019-B POLYGON - BJ4 " ./ Scale: 0,5074 V WARNINGS: GENERAL NOTES, unless otherwise noted 7 CI " J'�/'yK� 1.Builder and erection contractor Mould be advised of al General Notes 1.This design h based only upon the parameters Mown and R for an individual �y "8 S EG.O I I ('� Truss: BJ4 and Warnings before construction commence. building component.Applicability of design parameters and proper f�. / 4 (2 .,-Zr` 2 2x4 compression web bracing must be installed where shown i. Incorporation of component b the responsibility of the building designer. ��`-ya 1 . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bottom shards to be laterally braced at A/T Y `e -t Is the responsibility of the erector.Additional 1 bracing of T a.e.and al t O o.e.such 55 sly unless braced throughout their length by v permanent continuous sheathing such as plywood sheathing(TC)and/or drywsl(BC). PA 1 '1 '�'` DATE: 12/8/2015 the overall structure Is IM responsibility of the building designer. 3.2x impact bridging or lateral bracing required where Mown+• �^7�.!{� SEQ.: K 15 8 0 9 7 9 4.Ne load Mould be applied to any component until after all bradng and 4.Installation of truss is the responsibility o bine f there respective contractor. nsnt, fasteners are complete and at no time should any loads greater than Design assumes design bads he applied to any component. end are for"dry condition"al use. �/ /e] //y�]�{g TRANS ID: LINK N.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports Mown.Shim or sedge if EXPIRES. 12/31/20 46 necessary. fabdcetbn,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 8,201 5 8.This design N furnished subject to the limitations set NW by 8.Plates shall oftrusbe located on both faces s,and pieced ea their center TPIANTCA in SCSI.copies of which will be famished upon request. Ines coincide vMh joint center linen 9.Digits indicate We of plate in Inches. MITek USA,Int./CompuTrus Software 7.6.6(1L)-E to.For basis connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1611TR LOAD DURATION INCREASE = 1.15 1-2=(-225) 208 1-4=(0) 0 ' BC: 2x9 KDDF R1&BTR SPACED 29.0" O.C. 2-3=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= l2"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 ?SF 0'- 0.0" -21/ 235V -69/ 185H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -199/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) I 9'- 11.7" -48/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP FCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM,CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.691" 3 .s' MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" 'f) MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" I Design conforms to main windforce-resisting 7.50 12 system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o r oI k la cn M-3x4 y 6-00 y 3-11-11 y � ot- � 10 PR-vets, (PROVIDE FULL BEARING;Jts:1,9,2,3 �ti _ w4\ LP GIN Er•� /,q T 1 . -Y 89782PE 17_,...• JOB NAME : 5019-B POLYGON - BJ5 _., ,,,.,,,,,,R!''. ..r"► • Scale: 0.4382 ON WARNINGS: GENERAL NOTES, unless otherwise noted contractorOR GO �) Truss: BJ5 1.Balder and erection should be advised o!al General Notes 1.Tha design is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component.Apolwbil8y of design parameters and proper r 4/f (Q Q` 2.2e4 compression web bracing must be installed where shown a. Incorporation of component la the responsibility of the budding tlestgner. 112\ (/A a.l`-: r '" 3.Add8wnal temporary bracing to insure stability during construction 2 Design assumes the lop and bottom chords to be Niter/illyhe l that at 7 ''ll(•�Y J Is the responsibility o!the erector.Additional permanent bracing o! 7 list.end at 10 list.rsueh as sly unless braced throughout their length by DATE: 12/8/2015 the overall structure is the reepondbmty of the building designer. 3.Dr Impact brious dging or tutral bracing otluireedmwinhgesamestlrywel(BC>. ,j,'�/I�t +�\ 4.No load should be applied to any component until ever al brsdng and 4.Installation of truss Is responsibility of the reepadlve contractor. �"'{ L SEQ.: K 15 8 0 9 8 0 fasteners are complete and al no time should any loads greater than S.Design assumes trusses are to be used Ina non-eeneelve environment T RAN S I D: LINK design wads be applied to any component and are for'dry condition"o!use. 5.CompuTrus hes no control over and assumes no responsibility for the N.oe�gn assumes )baa"^g al all suppo^°shown.Shim or wedge I! EXPIRES: 12/31/2016 s . fabrication,handling,shipment and Installation of components. T.DeNg assumes adequate drainage is provided. December 8,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,and placed so their center TPPW1CA in BIS),copies of which win be furnished upon request. Anes coindde with joint center Anes. 9.Digits indicate she of pieta In Inches. MITek USA.Ino./CompuTrus Software 7.6.6(1L)E 10.For basicconnedor plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-48) 101 6-5=( 0) 18 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-178) 24 5-7=(-84) 167 5-3=( 0) 49 WEBS: 2x9 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. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -50/ 350V -29/ 97H 5.50" 0.56 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 10.9" -89/ 81V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 95V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR SIPSF LIVE LOAD. TOPICOND. 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/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" 3-11-11 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 5'- 4.0" Allowed = 0.078" 12 MAX TL CREEP DEFL = 0.000" @ 5'- 4.0" Allowed = 0.105" 7.50 MAX HORIZ. LL DEFL = -0.006" @ 5'- 9.0" MAX HORIZ. TL DEFL = 0.008" @ 5'- 4.0" 4 -/ Design conforms to main windforce-resisting M-4x6 0 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), N load duration factor=1.6, o Truss designed for wind loads IIIIIIIIIIIIIIIIIIIIIINIM...._ O N in the plane of the truss only. Ns- III IIB 0 o 1 r M-1.5x3 0 0 1 Mi3x9 0 M-3x4 M-3x5 l l 1 2-03-12 3-00-03 0-08-01 l l o 1 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,9,7 I �� oD PR(F�cS,AS INE 44 4t, z9782PE v� JOB NAME : 5019-B POLYGON - CJ2Bcale: 0.5646 � -Ir -�'� • WARNINGS: GENERAL NOTES, unless omenvlae noted, CI OREGON /+� 4) I.Builder and erection contractor should be advised of al General Notes 1.This design la based only upon the parameters shown and B for an Individual �y 17 OREGON (N.' Truss: CJ2 and Warige before construction commences. building componentApplbabiley of design paremeters and proper i// Yjv 2.2a4 comprepbn web bracing mule be Metalled where shown+ Incorporation of component la the rosponalblity of the building designer, .�A V A y..,y A G 3.Additional temporary bracing to insure stabny during construction 2 Destgn assumes the lop arta bottom chords to be laterally brand et 7 'l j: J I.the responsibility of the erector.AdeBoost M bracing of 2 o.c.end et 10 o c.respectively unless braced throughout their length by t germane continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). PA.0 L. �� DATE: 12/8/2015 the overall structure Is the responsibAm/of the building designer. 3.2x loped bridging or lateral bracing required where shown t i SEQ. : K 15 8 0 9 8 1 4.No reed should be applied to any component until after el bracing end 4.Installation Design tioawm s trussessItresponsibility are spoo siblueiyA M e rasppe iroe contractor. .n environment, fasteners are complete and at no time should any bads greater than end ra for medry n"of use. TRANS I D: LINK design loads be applied to any component. 8.Design sesumea roll bearing at ail wppods shown.Shim or wedge if 5.CompuTrushas no WOW over and assumes noresponsibildybrthe necessary. EXPIRES:: 1.2/31/2016. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 6.Thh design is furnished subject to the limitations sat forth by 8.Plates shall be bated on both faces of truss,and placed so their center TPNNICA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center Iles. 9.Digits indicate size of plate M inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values aee 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/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-134) 187 6-5=( 0) 18 BC: 2x4 KDDF #16516 SPACED 29.0" O.C. 2-3=(-270) 59 5-7=(-228) 313 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4-( -65) 53 3-7=(-327) 238 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HOSE BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" CO- 0.0" -45/ 393V -93/ 1361i 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 '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" 5-11-11 MAX LL DEFL = 0.014" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.019" 8 2'- 3.8" Allowed = 0.339" 4 MAX HORIZ. LL DEFL = -0.014" @ 5'- 4.0" 12 MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 7.50 17 P.� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,-I load duration factor=l.6, ++ Truss designed for wind loads M-4x6 a: in the plane of the truss only. 0 3 M �O /1111111-- ---, ,,, ? [ 024_11ro M 1.5x3 of �� 1,16.3x4 9 M-3x4 M-3x5 J• ci l J. 2-03-12 3-00-03 0-08-01 J• 1 J. J' 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7,4 l 'Y{� j+s TscO R 0 4.CN c<, N �ry '''''0 NS. 17 ` :9782PE <` JOB NAME : 5019-B POLYGON - CJ3 „dr ..sire Scale: 0.5115 - ►'' WARNINGS: GENERAL NOTES, unless nthrwise epera parameters (/ OREG©N >\ 1.Builder and erection coniredor should be aMlaed of all General Notes 1.This design la neat.only upon the parameters Mown and is for an individual -elf Truss: CJ3 and Warning.before construction commences budding component Applicability of design parameters and proper /jrf rt. Q' 2 D:4 compression web bradng must be Installed where shown.. incorporation of component la the responsibility of the Ou king designer. 1'41 Gla RY 1{_ V `� 3.AddBlonal temporary bracing to Insure stability during construction 2.Design and at 10tes the top end bottom asschobraced to be throughoutaterally braced at 6,41ply (VI is me responsibility of the ender.Additional permanent bracing of T o e at 1 tl nese respectively unless their length by it DATE: 12/8/2015 the overall structure la mere dmi of building designer. continuous she.mmg such as plywood required wheree)weror dryWen(Bc). F PPA,+L �}\. aw^ ty 3.In Impact bridging or lateral brewing shown.. V SEQ.: K 15 8 0 9 8 2 4.No load should be applied to any component until ager al bracing and 4.Installation of tons Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D' LINK design loads be applied to any component. and are for"thy condition"of use. 5.CompuTros has no control over and assumes no responsibility for m. 6. xana awmes all bearing al aA supports shown.Shim or wedge If EXPIRES: 12131/2016 fabrication,handling,shipment and Installation of components. 7.Design aaumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations est forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMITCA in BCSI,copies of which MI be furnished upon request. Ines coincide with joint center lines. S.Digits Indicate sb'e of Pete in Indus. MiTek USA,Inc./CompuTrus Software 7.6.6(1 LIE 10.For bead connector plate design values see ESR-1311,ESN-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -82) 187 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-270) 59 6-8=(-141) 313 6-3=( 0) 50 WEBS: 2x9 KDDF STAND 3-4=(-174) 98 3-8=(-327) 197 LOADING 4-5=(-119) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP TOTAL LOAD = 92.7 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 355V -51/ 196H 5.50" 0.57 KDDF ( 625) 5'- 4.0" 0/ 140V 0/ 00 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -208/ 916V 0/ OH 1.50" 0.53 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. OND. 2: Design checked for net(-5 f) uplift at 29 "oc IC g ps p 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" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 5 MAX 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'- 9.0" MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 7.50 17. 4 Design conforms to main indforce-resisting l0( system and components and cladding criteria. .a H Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, col (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads c M-4x6 in the plane of the truss only. 3 rill111111 - ' '.-- -''''111 a . 4. t Wi� o M-1.5x3 I 1 MI3x4 0 o M-3x4 M-3x5 l l l l 2-03-12 3-00-03 0-08-01 l l l l 1-00 l 2-05-08 5-06-03 l J* ,c.0 Pf� '` ((11 /� 0 (PROVIDE FULL BEARING;Jtts(.(2,,8,4 1-11-11 �,`C0•(� .4G IN `V _('t/0 \T \\ C7 rt89782PE 9<" JOB NAME : 5019-B POLYGON - CJ4 • `7�/^}JI Scale: 0.9172 „(0'"4( /,,, --... WARNINGS: GENERAL NOTES, 4Ness otherwise noted r C/.�'r OREGON yp /+y l�' �_) 1,Bolder and erection contractor should be advised of al General Notes 1.This design Ie based only upon the parameters shown and is for Sr lndivdual 7 O RE GON Truss: CJ4 end Warnings before construction commences. balding component Applicability of design parameters and proper C// (IP .0:- 2. 2.2x4 compression web bracing must be Installed where shown Y. incorporation of component k the responsibility of the building designer. +d1 A A r� j.. 3.AddEonei temporary brectng to Insure stability during cant/ruction 2 Design assumes the tap and bottom Mons to be latently braced al 7x(") 'l Y J �VL. Is the rasponsibilMy of the erector.Additional permanent bracing of Tax.and et f 0 o.c.rsash sa sly uMeas braced throughout their length by T DATE: 12/8/2015 the overall eructate is the responsibility of the balding deBe Impacts shgingi or later at plywood aired are s)and/or tlrywaN(BC) PA.'+t ,- epon signer. 1 Be Impart bridging or lateral bracing required where shown++ lJ L SEQ. : K1580983 4.No bad should be applied to any component until after all bracing and 5.4.Ossilatienoftrumesss llsthe etherespolesieytllity tin the nesrespective cober.environment, fasteners aro complete end et no time should any bads greater thenand gra o es"dry trusses are use. TRANS I D: LINK design bade be applied to any component. 6.Design assumes MI bearing al al support flown.Shim or wedge if 5.Campurnls hes no control over and assumes no responsibility for the �„e8ry, EXPIRES: 12/31/2016 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 Ig b limitations set forth by 8.Plates shall located on both feces of Imes,and placed so their center TPIMTCA in BCS!,wpbs of which oil be famished upon request. Ines coincide With joint center lines. 9.Digits indicate sac of plate In Inches. MITek USA,Ina./CompuTrUs Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311.ESR-t588(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 #10BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 60 2-7=( -76) 146 7-6=( 0) 18 BC: 2x4 KDDF l{1&BTR SPACED 24.0" O.C. 2-3=(-226) 62 6-8=(-130) 243 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-201) 171 3-8=(-254) 136 LOADING 4-5=( -83) 46 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 9-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T '1 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" 1� MAX HORIZ. LL DEFL = 0.009" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. 4 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, I Truss designed for wind loads ti in the plane of the truss only. M-4x6 N 3 INNIIIM vD o t a 1 8 a, O� I" M-1.5x3 of 1 M23x4 0 o M-3x4 M-3x5 l l l )' • 2-03-12 3-00-03 0-08-01 y y 1 l 1-00 , 2-05-08 7-06-03 y t� �y PRO 6-00 y 3-11-11 NC0 o.,GIN ' ''',.3) t,fp (PROVIDE FULL BEARING;Jts:2,8,4,5 I f .: l �' 89782PE c"' JOB NAME : 5019-B POLYGON - CJ5 .. Scale: 0.3706AIM - WARNINGS: GENERAL NOTES, unless otherwise noted: K.r I.Builder and erection contractor should be advised of al General Nates 1.This design Is based only upon the parameters silo.and Is for an individual '7 OREGON C�'' Truss: CJ5 and Warnings before construction commences. building component Applicability of design parameters and proper 4f/ Ci Q` 2 2 4 compression web bracing must be Installed where shown*. incorporation or component Is the responsibility or the building designer. ..,A' VA Pt L'- 4' 3.Additional temporery bracing to Insure stability during construction 2 Design eswmes me tap and bottom chords to be laterally braced et 7 'lel J �1.J-' is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'i.c.respectively unless braced throughout their length by V DATE: 12/8/2015 the overall structure Is Me responsibility Ilhe boldin dad rise continuous sheathing such as plywood sheathing(TC)end/or drywal(BC). �� n.A +t �^ o g 9 3.Zr hind bridging or lateral bracing required where Mown 0* V 1� S EQ. : Ki5 8 0 9 8 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the respondbNN 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 lead,be app8ad teeny component and are for"dry condition"of use. 5.Compuims has no control over and assumes no reaponaSMlty for the 6.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/3112016 neceetiary. fab,design 5 hying.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 8.This design la fur fished subject to the limitations lel tort by 8.Plates shall be located on both faces of trues,and placed so their center TP WOFCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center linea 9. Inste in MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Forrits bade colnnectosizerplate design sign values we ESR-7311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFT_CATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 60 2- 8=(-102) 149 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-230) 61 7- 9=(-175) 247 7- 3=( 0) 49 WEBS: 2x4 RODE STAND 3- 4=(-262) 170 3- 9=(-259) 183 LOADING 4- 5=(-177) 91 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-120) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ' 0'- 0.0" -26/ 384V -81/ 278H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 4.0" -8/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 300V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -210/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6 MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 11'- 11.7" Allowed = 0.200" MAX TL CREEP DEFL= -0.048" @ 11'- 11.7" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.011" @ 5'- 4.0" MAX HORIE. TL DEFL = 0.012" @ 5'- 4.0" 12 7.50 7 Design conforms to main windforce-resisting system and components and cladding criteria. ,�+ Wind: 140 mph, h=22.9ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, 4 I (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), o load duration factor=1.6, t` Truss designed for wind loads in the plane of the truss only. M-4x6 3 . AirAi,„, . _ I CA� r M-1.5x3 9 •' 0 CD I0 M-3x9 M113x4 0l M-3x5 l y ,L ,L 2-03-12 3-00-03 0-08-01 yl-oo 2-05-08 16-0o y 9-06-03 5-11-11 ,i' .1t1's . N � '`9(51 (PROVIDE FULL BEARING;Jts:2,9,4,5 I V 8.782PE <e' • JOB NAME : 5019-B POLYGON - CJ6 Scale: 0.3204 ' ' •'L% WARNINGS: GENERAL NOTES, unless°thendse noted: C."" 11IQ -` 1.Bader and erection contractor should be advised of a6 General Notes 1.This design 0 based only upon the parameters shown and A for an individual 9 OREGON Truss: CJ6 and Wamkgebefore construction commences. building component.Appllcabllltyofdesignparametersandproper r olr 2.244 compression web bradng must be Instalbd where Mown+ Incorporation of component Is the responsibility of the buildup dealgner. s AA`. Y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 7 'l Y J NI,.the responsibility of the erador.Additional permanent bracing o/ 2 o.c.end et 10 o c respectively unless braved throughout their kipih by ,ir ` continuous sheathing such as pdweod aheething(TC)end/or drywap(BC). • P/1 U t `. DATE: 12/8/2015 the overall structure la the respondbAlty of the building designer. 1 2t Impact bridging or lateral bracing required where shown++ �"'1 {_ SEQ. : K1580985 4.No bad Mould be applied to any component otl after SI bnadng end 4.oatalets fttrsaetsrwane 1p�etth�espec�econtaco�.n.nt, fasteners are omelets and at no time should any beds greater than ghues design bade be applied to any component. and are for condition"of use. T RAN S I D: LINK 6.Design assumes lull bearing at el shown.Shim or wedge In 5.compurrushasnocontrolownandassumesnoresponsibilityforbe n«ea.ary. p EXPIRES; 12/31/2016. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. DeC2111I.. $,2015 8.This design is furnished head to the limitations set forth by e.Plates shall be located on both faces en trees,and placed so theft center TPUWTCA hr SCSI,copies of which x18 be furnished upon request. linea coincide with Joint center lines. 9.Digks Indicate size of plats In Inches. MITek USA,Inc./CompaTrus Software 7.6.6(1L)-E to.For bade connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-165) 151 3-9=( -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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 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 KEEP ( 625) 5'- 11.2" -166/ 337V 0/ OH 1.50" 0.93 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. ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 12 �� MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.927" 7.50 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.691" 3 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" 1 )6) Design conforms to main windforce-resisting system and components and cladding criteria. m o Wind: 190 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads ut in the plane of the truss only. ui0 I MI f1 2 8."--4M015�� 0 M-3x4 1-00 6-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,5,3,9 I ` V `t' 89782PE 9 JOB NAME : 5019-B POLYGON - EJ3 -w' • • Scale: 0.5080 111111 WARNINGS: GENERAL NOTES, unless otherwise noted CS.."" OREGON Truss: EJ3 1.Builder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndNdual y /x.OJREGON N • and Warnings before construction commences. balding component.Applicability of design parameters and proper (. I i t ry, 2.244 compression web bracing must be Instal ad where shown+. incorporation of component la the responsibility of the balding designer. ..a1� r\f4 Pi y Ab V Qs 3 Additional temporary bracing to insure stability during construction 2 P e.n.and ID the lop and Sodom asechobrads o be laterally Graced et 77 �tf`, la the responsibility of the eredor.Additional permanent bracing of T o c.end at ea hin respectively a ase braced throughout their length by ` �,r DATE: 12/8/2015 the overall structure is the responsibility of the balding designer. 2x Impact sheathing suchr l b acing red aired yrers)and/or,drywel(BC). �" t �\ ty 3.In Impact bridging or lateral bracing required where Mown++ L SEQ.: K 15 8 0 9 8 6 4.No load should be applied to any component until alter all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for"dry condition"of use. �/ 5.Command has no control over and assumes no responsibility ler the 8. Design assumes fall bearing at all supports shown.shim or wedge Commandit EXP RES: 12/31/2016 necesfabrication,handling.shipment and installation of components. 7.Design ssumes adequate drainage is provided. 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,end plead so their center TPUWTCA in SCSI,copies of witch WI be furnished upon request. Ines coincide with Joint canter Ines. uTrus Software 7.6.6(1 L E 9.Digits indicate size of plate in Inches. MITek USA,Inc./Com p )- 10.For basic connector plata design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #16ETR SPACED 24.0" O.C. 2-3=(-223( 205 3-9=( -89) 40 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PUP' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 92.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O'- 0.0" -22/ 375V -72/ 214H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 ROOF ( 625) 5'- 11.2" -191/ 365V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -50/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked fox net(-5 psf) uplift at 29 "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 = 0.000" @ 0'- 0.0" Allowed = 0.006" 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 = 0.691" 12 MAX HORIZ. LL DEFL = -0.003" @ 9 - 10.2" 7.50 MAX HORIE. TL DEFL = -0.003" @ 9'- 10.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.3ft, TCDL4.2,BCDL6.0, ASCE 7-10, o (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. to v �7 5��o y 1-00 y 6-00 y 3-11-1i y !i. ,D('�PROFk- �ROVIDE FULL BEARING;Jts:2,5,3,4 ~� I" d '0 44." 2� 89782PE c" JOB NAME : 5019-B POLYGON - EJ4 Scale: 0.9386 / -.,., WARNINGS: GENERAL NOTES, unless otherwise noted E.a" OREGON 40 1.Builder and erection conhactor should be advised of al General Notes 1.This design is based only upon the parameters shown end Is for an Individual J OREGO'V nom'' Truss: EJ4 and Warnings before construction commences. building component.Applkabllty of design parameters and proper j 2 2.2a4 comprenbn web bradng must be Installed where shown t Incorporation of component la the responsibility of the building designer. v4�Y 7 if lJ '�'� 3.Additional temporary bracing to insure stability during construction 2 Design a IS'the lop end bottom MONS to be throughoutly braced at 'T J Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10 o c respectNely unless braced their length by continuous esuch as Arwood sheathing(TC)and/or drywel(BC). P.A U 1 L V° DATE: 12/8/2015 the overall structure Is the responsibility of the balding designer. 3.N Impact bridgingdging or or lateral bracing required where shown e v SEQ.: K1580987 4.No load ehov:d be appyod Is any component unti anon ci bnadng and 4.Instanationorwurletheroapoaii"Ey�.�o�iNrconttractor. fasteners are complete and at no time should any loads greater than gn assumes destgn beds be applied to any component. ironment, and are for"dry condition.of use. TRANS ID: LINK 5.CompuTruehas nocontrol over and assumes noresponsibiliyfor th, 6.Design rysumeshlbeaingat01suppori.enaw.smmorwwdgeif EXPIRES: 12/31/2010 fabrication,handling,shipment end installation of components. 7.Design ssumes adequate drainage N provided. December 8,2015 6.This design Is furnished subject tome limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TR WVTCA in SCSI,copies of which Vibe be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of piste in inches. Mask USA.Inc.lCompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mask) 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: 254 RODE #150TH LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #163TR SPACED 29.0" O.C. 2-3=(-223) 208 3-9=( -90) 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 PSF BEARING MAX VERT MAX HORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.8" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 379V -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/ 369V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -60/ 93V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 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 = 0.000" @ 0'- 0.0" Allowed = 0.023" I) 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 = 0.691" 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 componentsand cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I) cv o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� I load duration factor=1.6, rn Truss designed fox wind loads 0 1 in the plane of the truss only. ko c .0111 0 1 5 -/ o M-3x4 J• 1-00 y 6-00 y 4-02-12 ' EO(+PRQFfiss (PROVIDE FULL BEARING;Jts:2,5,3,9P ��,7IAY� �O 89782PE r"' JOB NAME : 5019-B POLYGON - EJ5 • Scale: 0.4371 4.. WARNINGS: GENERAL NOTES, unless othenesenoted: (/ �'�o OREGON I.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end is for an individual "' •OREGON Q°' Truss: EJ5 and Warnings before construction commences. bidding component.Appllcabdity or design parameters and proper 4te [+a �'s 2.204 compression web bracing must be Installed where shown 0. Incorporation of component la the responsibility or the buNdlrg designer. .o9 �4R Y 4t 5 6" 's'� 3.Additional temporary bracing to Insure stability during construction 2 Design sesames the lop and bottom chords to be laterally braced al 77 •1j. Is the responsibility of the.rector.Additional permanent bracing of 2 o.c and at 11 o.c.respedaply unless braced throughout their length by Y' continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). • �, /t U t �� DATE: 12/8/2015 the overan structure is the responsibility of the balding designer. 3.2x sped bridging or later.'bradng required where shown,.a v'1 L+ SEQ. : K 15 8 0 9 8 8 4.No load should be applied to any component until ager all bracing and 4.Insteletion of truss is the responsibility of the respedve contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design toads be applied to eny component end are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility ler the 5.Design assume.null bearing.t au supports shown.shim or wedge II EXPIRES: 12/31/2018 fabrication,handling,shipment end installation of components. necessary. s 8.This design Is Design assumes locatesbrdate oth is provided. December 8,2015 gra subjectrequest. 8.linesPlates incl be locatao on bell feces of iws,end placed so their center TPIANfCA In SCSI.copies of which MN be furnished upon tinge coincide with jai.canter lines. MiTek USA,Inc./Com uTrus Software 7.6.61L E I9.ForbDigitindicaten ecceofplateinign vat P ( )• 10. basic connector plate design value.see ESR-1311,8512-1 988(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/Cil=1.00 TC: 2x9 KDDF #1013TR 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=(0) 85 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -73/ 276V -15/ 59H 5.50" 0.94 (DIP ( 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/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 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 = 0.409" 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 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 In o /- O - I �L• 0 l M-3x4 l l l 1-00 'PROVIDE FULL BEARING:Jts:2,3,4 9-00 PRoF 1.4GINE$. 1/0 89782PE JOB NAME : 5019-B POLYGON - FJ1 1 ' - Scale: 0.5747 WARNINGS: GENERAL NOTES, unless otherwise noted 17,7„. OREGON Truss: FJ 1 1.Builder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 7 �(ti��� and Warnings before construction commences. building component Applkebility of design parameters and proper jV., 2.DM compression web bracing must be Installed where shown v Incorporation of component Is the responsibility of the building designer. a9 !! , It4 3.Additional temporary bracing to Insure stabll8y during construction 2.Design assumes IM lop and bokam chords to he toughy braced et 77 1 f^�Y J Is the responsibllXy of Ihs erector.Additional permanent bracing of 2'o.c.end at 10 o n.rsuch..sly unless braced throughout their length by ` continuous sheathing such as plywood sheathing/IC)and/or drywell(BC). �./X, i L -+ DATE: 12/8/2015 the overall structure W the responsibility of the balding designer. 3.D<Impact bridging or lateral bradig required where shown ll L. SEQ. : K 15 8 0 9 8 9 4.No load should be applied to any component until after all bracing and 4.Installation sta atnaof bass Is the responsibility WMueya the resp cane coactor.environment, fasteners are complete and at no time should any loads greater than and gra fss"dry basses to use. TRANS I D: LINK design bads be applied to any component. 6.Design assumes hill bearing at as supports shown.Shim or wedge if 6.CumpuTnishas nocontrol over and assumes noresponsibility for theneces Dosdnry. EXPIRES: 12/31/2016 fabrication,handling,shipment and instalieon of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is famished subject to the limitations set fodh by 8.Plates shat be located on both fans Maass,and placed so their center TPbWfCA in BC51,copies of which will be famished upon request. Ines coincide with Joint center Ines. S.Digits Indicate size of plate In Inches. MiTek USA,Ina./CompoTrus Software 7.6.6(1L)E 10.For basic connector plata design values see EBR-1311,858-1988(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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" S.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 = 92.0 POP 0'- 0.0" -34/ 361V -29/ 97H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -189/ 175V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 POE' 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. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/1B0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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 indforce-resisting 12 system and componentsand cladding criteria. 7.50 Wind: 190 mph, h=20.9ft, TCDL=9.2,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. M O O 111 N l0 O /- RN O /- A.1 .14 -/ O 1 M-3x9 1 l 1 1-00 'PROVIDE FULL BEARING;Jts:2,3,9 I 9-00 <Cr�" ?y ` 89782PE r JOB NAME : 5019-B POLYGON - FJ2 Scale: 0.5247 ,, AWN WARNINGS: GENERAL NOTES, unless otherwise noted: K/" _J 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an individual ry :ir OREGON y �- Truns: FJ2 and Warnings before construction commence. budding component AppliMillry of design parameters and proper fX d 2 2a4 compression web brsctig must be Installed where shovm+. Incorporation of component is the responsibility of the building designer. ..ey A II.+ j.' '' 3 Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chords to be laterally braced et 7 'l J �4JV. is the responsibility of the erector.Additional permanent bracing of 7last.end at 70'a.c..voh a.sty untsss braced)TC)a d/their length by DATE: 12/8/2015 the overall structure I.the re.poncbllty of the building designer. 3.2a Impact bMdging sheathing lateralbracingco quireshedhwhere sh on a tlrywaA(BC). • �.�..�t ...AN SEQ. : K15 8 0 9 91 4.No load should be applied to any component until after al bracing and 4.Installation of buss lathe responsibility of the respective contractor. fasteners are compete and al no time should any loads greater man 5.Design eseamee trusses ere to be used in a nonurro°Ive environment, TRANS ID• LINK Holagn lead,be applied to army oampsrsnt and are far"dry condliortofuse. 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes nil bearing at Cl supports ehawn.Blain or wedge I' 'EXP I'R ES: 12/3112016. fabrication,handling,shipment end installation of components. ry. 6.This deNgn is 7.P°Gesogn ""m°lveed.bouate th'facenage'o trcoc,°stn December 8,2015 9n 1 r 8.In.,coincide nbe lihasin ne both feces of Imsa,antl plautl w Ihelr center TPINVICA In BC51,topica at vfilch w/A ba Nrnlahed upon request. tinea dlutwith�olrr,center lines. 9.Digits Isis con spa of late"in inches. MiTek USA,Int./CompuTrus Software 7.6.6(1 L}E 70.For baste conneclo.'plate design values see ESR-1311.ESR-7986(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/Cil=1.00 TC: 2x4 KDDF 01SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&13TR 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 = 92.0 P50' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 37BV -5B/ 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL4.2,BCDL6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 07 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. LU7,, l l l 01 1-00 6-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,5,3,4 I (s ;b` , -\ N Ek.,,,, /0 11. a :9782PE JOB NAME : 5019-B POLYGON - FJ3 r -i/ Scale: 0.5080 WARNINGS: GENERAL NOTES, unless°thenvhe noted ,� 6.e' / 4) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and la for en individual '9 OREGON ei, Truss: FJ3 and Wamkg.before construction commences. building component Applicability of design parameters and proper S IP& 2O Q' 2.2a4 compression web bredng must be Installed where shown+. incorporation of component Is the rosponstbAlty of the bolding designer. est,,hy VV/t fy y A 5 V 'S' 3.Additional temporary bracing to Insure stability during construction 2 Zestgn end tO IM top and bottom chords t0 be throughout braced al ( ' {-1 :J Ny Is the responsibility of the erector.Additional permanent brodng of 7 o.c. at 10 e.c.respectively uMess braced throughout their length by DATE: 12/8/2015 the overal stmcture Is the responsibility f the buidl ds continuous engingorng such l bs adng rpftwooe vned where a endror drywaA(ec). p/I �� o ng signer. 3.2a Impact bridging or sterol bredng d she required where shown++ SEQ. : K 15 8 0 9 9 3 4.No bed should be applied to any component until alter all bndng end 4.installation of truss la the responsibility of the respective contrador. fasteners are complete and at no time should any beds greater than 5.Design seances(release are to be used In a noncorrosive environment TRANS ID' LINK design loads be applied to any component. sodare far"dry condition"atuse. 5.CempuTma has no comm)over end assumes no responsibility for the 8.Dawmes nit bearing at ell supports shown.Shim or wedge 11 EXPIRES: 12/31/2016 fabncatlon,handling,shipment and installation of components. necessary. 7.Pits.aewmeaadeduondrainage is prodded. December 8,2015 8.Thla design h Nmid,atl wbJad to the IlmMibnb set forth by 8.Plates shall be located on both races of truss,and placed so their center TP WHTCA in SCSI,copies of which will be furnished upon request. Pones coincide with Islet center lines. 9.Digits indlute dee of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6()L)-E 10.For basic connector plete design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 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. 13017. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 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/ 2150 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/ 915 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 IC g (- psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9 MAX LL DEFL == -0.002" @ -1'-- 0.0" Allowed = 0.100 1 MAX TL CREEP DEFL -0.003" @ --11 1' 0.0" Allowed = 0.133"" 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" A MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX BORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50 Design conforms to main windforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0o in the plane of the truss only. r to to0 c II ab=witi 5►w o M-3x4 y 1-00 y 6-00 y 3-11-11 y "wo^PRoFe PROVIDE FULL BEARING;Jts:2,5,3,4 'n �tAG1N &•XV fO :9782PE c JOB NAME : 5019-B POLYGON - FJ4 . r - Scale: 0.9386 ,VP / MINI WARNINGS: GENERAL NOTES, unless otherwise noted: a''� Truss: FJ4 I.Builder and erection 6 lencontractorshouldbeadvised01.00neralNotes 1.This design bbased only upon the parameters shown and isfor anIndivld9 OREGON 'a' ual REGO and Warnings before construction commences building component Appllsebility of design parameters and proper '(!j if) Q". 2.gra compression web bracing must be Instated whereshown+. IncorporellonofcomponeMlalharoaponsiblgrvolihebutldingdesipner. .F} C/4)y 16 V(,x-' 3.Additional temporary bracing to insure stability during construction z Ossign assumes the tap and bottom unless braceda to be laterally braced et 7.C'1 Is the responsibility of Me erector.Additional permanent bracing of 2'a c.end al l0'o.:.respecsNely unless throughout their bngth by T continuous sheathing such as plywood eheadhon8(TC)and/or drywell(BC). PIr. 'A U t +�\ DATE: 12/8/2015 the overall structure la the responsibAity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L. SEQ.: Ki5 8 0 9 9 4 4.Ne load should be applied to any component until ager all bodng and 4.Installation of truce la the responsibility or the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D• LINK design bads be applied to any component. end are far"dry condglon"of use. 5.CompuUrus has no control over and assumes no responsibility kr the 8.Deueee 8 scones luta bearing el ell supports ehawn.Nhim of wedge II p EXPIRES: 1.2/31/2016. fabrication,handling.shipment end installation of components. 7.Design assumes adequate drainage is provided. December ,2015 6.ThIs design le furnished subject to the rim/lotions set forth by 8.Pates shall be located en both feces of Was.end placed so their center TPVWTOA in SCSI,copies of which wig be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of pate In Inches MiTek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basicconnector plate design values see ENR-1311.ESR-1968(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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-222) 208 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 4.0" TOTAL LOAD = 92.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 379V -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" 0.97 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 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. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.044" r( MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.927" A MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" 7.50 Design conforms to mainindforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0load duration factor=l.6, rn Truss designed for wind loads in the plane of the truss only. wo w vI KA o �� 5 1A-M4 -/ I O M-3x4 y 1-00 y 6-00 y 4-09 y A% Q5LO PRace s,� (PROVIDE FULL BEARING;Jts:2,5,3,9 I VV\ ` S;LS b 89782PE 9r JOB NAME : 5019-B POLYGON - FJ5 Scale: 0.4315 ''.l _-m. WARNINGS: GENERAL NOTES, unless otherwise noted / KI �/' I�� 40 t Bidder and eredlon contractor should be advised of al General Notes 1.This design h based only upon the parameters shown and Is for an individual "'' OREGON V !�N, Truss: FJ5 and Warnings before conrmcaon commences building component.Applicability of design parameters and proper (//' 2 �'" 2.2i4 compression web bradrp must be installed where shown+. Incorporation of component Is the responsibility of the building designer. C/ 4 3.Additional temporary bracing to Insure stability tlurinp construction 2 De.gn assumes the top and bottom dards to be laterally braced et AR y 15 Is the responsibility of the erector.Additionalpermanent bracing of T o.c.eu a1 ee a.c.raepecio ply unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). P+A 1 'L ^v` DATE: 12/8/2015 the overall structure la me responsiblety of the building designer. 3.2x Impact bddging or lateral bredng required where shown++ I,1{+ SEQ.: K1580995 4.No load should be applied to any component until after ail bracing and 4.Installation onasof hues sis the are ilusyNtlf the ne respective contractor. fastener.aro complete end at no time should any loads greater man and are for"dry busses of use. TRANS ID: LINK design loads be applied to any component. 8.Design assumes full bearing al all supports shown.Shim or wedge if 5.CompuTrus hes no control over and assumes no responsibility for the c,aeiry. EXPIRES 12/31/2016 fabrication.handling,shipment and installation of camponente. 7.Design assumes adequate drainage Is prodded. December 8,2015 I.This design le furnished subject to the Ilmitatbna set forth by 8.Plates anal be located on both faces of suss,and placed so their center TPNMCA In BCS(.copies of Mich will be furnished upon request. linea coindde with joint center Imes. 9.Digits Indicate she of plate In inches. MITek USA,Ina./CempuTrus Software 7.6.6(1L)-E 10.Far basic connector plate design values we ESR-1311,ESR-19138(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/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-469) 453 3-9-(-324) 289 TC LATERAL SUPPORT G= 12"OC. UON. LOADING 9-5=(-231) 200 BC LATERAL SUPPORT G= 12"OC. UON. LL( 25.0)+pL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-119) 89 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -97) 22 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -195/ 923H 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/ 398V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -138/ 23111 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 IC OND. 2: Design checked for net(-5 psf) uplift at 29 "00 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 TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.691" • MAX HORIZ. LL DEFL = -0.009" @ 17'- 11.2" 777.5' MAX HORI2. 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, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, M-3x5(5) Po Truss designed for wind loads 1 in the plane of the truss only. ,N 1/111111.11 3 p g o I.M -3x9 �� � /y�� 1-OOy 6-00 y 13-03-04 y ��`�� :��GINE �. /�+ PROVIDE FULL BEARING:Jts:2,8,3,4,5,6,7 .' ' 89782 P E lr•-• JOB NAME : 5019-B POLYGON - FJ10 v✓/v ( • Scale: 0.2585 • WARNINGS: GENERAL NOTES, unless otherwise noted: C.+' OREGON �[� /'y A�'/;..k::;7. . ! '.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9a-©R EG ON Truss: FJ10 and Wamings before construction commences. building component.Applicability of design parameters and proper "K � Q"' 2.204 compression web bredng must be Installed where shorn+. incorporation of component Is the responsibility of the building Designer. 4,•4 �IE}h .. f_ . • 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top ac bottom MOMS to be laterally forecast al 7 -TRy J Is the responsibility of In erector.Additional permanent bracing of v o c coandntinuous at 1 g'o c.respectively es plywoodly unless braced throughout their length by �[{,� DATE: 12/8/2015 the overeN structure is the responsibility of IM building designer. continuous edging orng such as reqshuired a nt,ereC)and/or drywaN(BC). +P.Ji U t 3.2a Impact bridging or lateral bracing required where shown++ �^{ 4 SEQ.: K 15 8 0 9 9 6 4.No load should be applied to any component until after ail bracing and 4.Installation of truss le the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, design bads be applied to any component. and are for'dry condition.of use. .A I�/ry /!� .4 y� TRANS ID: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: IGl J1/GO 14 5.CompuTrua has no control over end assumes no responsibility for the neceamry fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is banished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMyfCA in BC51,copies of%4dch wily be furnished upon request. Anes coincide with joint center Ines. MiTek USA.Inc./Com uTrus Software 7.6.6 1L-E 0 ForDigb Indicate sloe opi to In inches.values P ( ) 1.Fort sic connector pleb design values sae E512-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF A1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF N1&BTR SPACED 29.0" O.C. 2-3=(-49) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 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" -58/ 296V -15/ 596 5.50" 0.47 KDDF ( 625) 1'- 10.9" -107/ 101V 0/ OH 1.50" 0.16 LODE ( 625) LL = 25 PIF 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. J BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.165" 1 I 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 F7r 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: 190 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. ti o 6 0 I M-3x9 1 l 1 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 • ,��E� P R Q4Fs1_ w(1 tyG I N �r� /per 8.782PE Sr • JOB NAME : 5019-B POLYGON - Jl I/ Scale: 0.6771 - 4•� WARNINGS: GENERAL NOTES, unless otherwise noted, p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and A for an Individual •' ()REG()t\1 '°' Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper "' d Q 2.2e4 compresewn web bradng must be Installed where Mown,. Incorporation of component is the responsibility of the building designer. 9,4 (8 4 a�`-: IG '� 3,Additional temporary bracing to insure stability during construction 2.Design andtassumes the lop and bottom unlesscholen to be throuaterallyghout brand et 7 '�11("�Y Is the responsibility of the erector.AddNlorwl permanent bracing of 2 o.c, at 10 o c respectively braced throughout their length by !/{,,,, ` DATE: 12/8/2015 the resp structure is the responsibility df the buldi continuous sheathing such as plywood sheathing(7C)and/or drywaN(BC). -q i +t - o ng designer. 3.2a Impact bridging or lateral bradng required where shown,, r'1 I�.J Lam. SEQ. : K 15 8 0 9 9 7 4.No bad should be applied to any component until alter al bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses ere to be used in e non-corrosive environment, TRANS ID• LINK design wads be applied to any component. and are for condition"of use. N R�N)I�/{4c 5.CompuTnis has no control over and assumes no responsibility ler the 8.Design assumes NII bearing et est supporta Mawr.Salm or wedge If EXPIRES: 1.2/3 1/20 1 6 necessary. fabrication,handling,shipment and Installation of components. '.Design assumes adequate bethtedrainage lapro"de and December 8,2015 6.This design I.furnished subject to the limitations eel forth by S.Plates shall be loused on Doth faun of Wes,and placed so their center TPLWICA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate alae of plate in Inches. MITek USA.Inc/ComptuTru5 Software 7,6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. 2-3=(-76) 61 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" -93/ 396V -29/ 97H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -106/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP --- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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 1:77 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 -1 Design conforms to mlindforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1111111 1111.--- 4 UJ 1 M-3x4 l l l 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 I ,s‹, C1 P R Q i . 89782PE p� JOB NAME : 5019-B POLYGON - J2 • . Scale: 0.6021 WARNINGS: GENERAL NOTES, unlessatherwtsa noted: C+' / 4) 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is bran individual y ' OREGON Truss. J2 and Warnings before construction commences. building component.Applicability of design parameters and proper '!�► �/6.4 ` � Y) - Q` 2.Za4 compression web bracing must be Installed where shown 4. Incorporation of component Is the responsibility of the buil ng designer. .d1� Vq 3 Additional temporary bracing to Insure stability during construction T.Design assumes the top end bottom eboils to d t laterally braced at 7T /^� J +(j. Is the responsibility of the erector Additional permanent bracing of continuY o c.and et 10 o.e respectively unless braced throughout their length by �+ Y DATE: 12/8/2015 the overal structure Is them responsibility of building designer, 2v impouashgingi or suehlbacng required where tlrywell(BC). .n/i, ft span tyo g goer 3.2e impact bdtlping or lateral bracing required where Main., �9�./1� SEQ.: Ki5 8 0 9 9 8 4.No bed should be applied to any component until alter all bradng end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater 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.of use. �,/n 12/31/2016 5.CompuTrus has no control over and assume.no responsibility for the 6.Design ewmee MI bearing at al supports shown.Shim or wedge If EXPIRES. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 e.Thio design is furnished subject to the limitations set forth by 8.Plates Map be boated on both feces of truss,end placed so their center TP WWCA In 13531,copies of which nIg be furnished upon request. Ines coincide with joint center Ines. MITek USA,Inc./Com uTrus Software 7.6.6(1 L)-E 0 ForDigits indicate sire of plate In Inches. P 7.For basic connector plate design values see ESR-1311,E5R-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-114) 86 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.1 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 1C_0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 FSF Or- 0.0" -46/ 402V -43/ 136H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 751/ 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -80/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. J BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TCP 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" 7.50 177 �' Design conforms to mainwindforce-resisting �� system and componentsand 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. O C IJ 4 I• 1 M-3x4 y 1 b 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,3 PROFe ,,.c� .04 GINt,fo Ct"� 89782PE yvr JOB NAME : 5019-B POLYGON - J3 , �' `400w^ Scale: 0.5502 WARNINGS: GENERAL NOTES, Ise othendae noted. CI OREGON �, 1.Balder and erection contractor Mould be advised of all General Notes i This designI based ly upon the parameters Mown and a for an individual ,tea_ -9+OREGON h �. Truss: J3 and Warnings before conabuctlon commences. building copo .A p8 ability of design parameters and proper +�;.' / rV 2.214 compression web bradog mat be Installed where shown v incorporation f component ut the reaponstbliry of the building designer. 11,551 e1t (/A a,�v Y 3.Additional temporary bracing to Insure stability during conshuctbn 2 Z e n a IM lop and bottom unlessehobraced to be laterally braced et 77 ��11/`i J -{ lathe responsibility of the erector Additional permanent madng of 2.on.and at 10 c'raapec:Nely throughout their length by !{L �} DATE: 12/8/2015 the overoA atractura la the responsibility f the binding de continuous sheathing awl as pawned meed ng(TC)and/or drywal(BC). • ^/'1 r't o signer. 3.9x!mead bridging or metal bracing required where shown t+ /'{S./L� SEQ.: K1580999 4.No load should M applied to any component orG ager al bracing and 4.Installation NAnIes nttuss its the.spoabblllmd serresppmtivivecora er. fasteners are complete and at no time should any leads greater than 9 TRANS ID: LINK design wads be applied m any component. end are or"dry eondmmn'at use. 5.CompuTnn has no control over and eesumes no responsibility ter the 8.De Nw�u awmes full bearing at all support Shawn.Shim or wedge it EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 8.This design Is Banished subject to the limitations set forth by SGas,,Plates shall be located on both faces of ss,end placed so their center TP WVICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ina./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-168) 152 TC LATERAL SUPPORT <= 12.0C. UON. LOADING 3-9=( -75) 30 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -5B/ 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" 0.93 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 IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 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 ,v , 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 0 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=1.6, o I Truss designed for wind loads in the plane of the truss only. 0 u7 o o I 0 1 M-3x4 J. l l 1 1-00 6-00 1-11-11 IPROVIDE FULL BEARING;Jts:2,5,3,9 I V , D POt t wcl's IN "9 S.0 4. • `t` 89782PE 17 JOB NAME : 5019-B POLYGON - J4 �/ -41.0". • - Scale: 0.5080RAW - WARNINGS: GENERAL NOTES, unless otherwise noted FI 40 1.Builder and eredion conbador should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual •• j �E N O� ` Truss: J4 and Warnings bebre construction commences. building component Applicability of design parameters and proper ��J/ ry q" 2.2x4 compression web bracing must be Installed where shown a. incorporation of wmponeM le IM roapor�albNlty of the building designer. (/A� A6 V Q� 3.Additional temporary bracing to insure stability during construction •2 Design and hr 10 the tap and bottom chorda to be laterally throughout braced al Il J ` Is the responsibility of the erector.Additional permanent bracing of T continuous el 10 o.c.such as slyplywsod unless braced through d/their length by DATE: 12/8/2015 the overall structure Is the re nsiblll f the building designer. mpactsheathinginor lateral b edng re uired c ere s and/or dryweA(BC). ` � ' i t � •P• ty o 3.i s Impact bed ging or ty. predrill required where Mown t a L,A 1.. SEQ. : K1581000 4.Nobad should beapplied toany component until after all bracingand 4.Installation of truss Is the ate to beUsyoftherespectiveoontrador. festenera are compete and at no time should any loads greater then 5.Design assume.tosses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for dry condition"of use. 6.Deakin yp I� ] /} p 5.CompuTrus hes no control over and assumes no responsibility for tDeakin assumes NI bearing al all supports shown.Shim or wedge if EXPIRES:ES. 12/31/2016 fabrication,handling,shipment end iseteltation of components. Denecesssign as 7.Ptshsumelced en drainagefaces lo trusts,d. December 8,2015 6.This assign is furnished subject to the mm�abons set forth by a.Plates shall be located on both tare.of andwea. placed so chap center 7PIIWfCA in SCSI,copies of which NtI be furnished upon request. Ynes coincide with joint center lines. N.Digits Indicate size of plate In inches. MITek USA.Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector pate design values see ESR-1311,ESR-1888(Web 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: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(D) 0 BC: 2x9 KDDF #1S13TR 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 PIF 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/ 379V -73/ 21514 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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" 0 MAX 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, Truss designed for wind loads (j) o in the plane of the truss only. r o1 o MI 0 2► 5�� -� o M-3x4 y 1-0o y 6-00 y 3-11-11 y �rIv,cO r RQp t, 'PROVIDE FULL BEARING;Jts:2,5,3,4 I `�`�a;�('�U^]1NE ` V f0 89 817 2PE c- JOB NAME : 5019-B POLYGON - J5 • Scale: 0.4386 , 1;51:;5\47r WARNINGS: GENERAL NOTES, union otherwise noted' Ti �� 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for an Individual 94.OREGON V t, Truss: J5 and Wantinge before conetructlon commences. building component.Applicability or design parameters and proper fV. C1 2.2a4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of me building designer. .A A� .. if_ 3.Additional temporary bracing to Insure stability during consimdbn 2 Design assumesat10 the top pont bottom unless braceda d t roaghoerally braced et T 'l J Is Mere responsibility of the erector.AddgloMl M bracing o/ Z continuous and at id o c reach iwely unlea throughout theh length by epon permanent 25Imp sheathing such as plywood shoe Ing(TC)and/or drywall(BC). PA UL DATE: 12/8/2015 the overall structure la Me responsibility of the building designer. 3 2a Impact bridging or lateral bracing required where shown+a 1+. SEQ.: K 15 810 01 4.No load should be applied to any component until alter all bracing end 4.Installation W h.oan of trumats mato el lilted t t eeenon-wntNa contractor. fasteners are complete and et no time should any loads greater than end gra for"drystwasocondition"of tousb. TRANS I D: LINK design loads be applied to any component. 8.Design aseumes Nil bearing et al supports sheen.Shim or wedge if B.Command has no control over and assumes no responsibility for the ,wry. EXPIRES: 12/31/2016. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 S.This design Is fumlahed subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIINTCA In SCSI,copies of which MI be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plata In Inches. Mitek USA,Inc./CompuTtus Software 7.6.6(1L)-E to.For basic connector plate design values see ES4.1311,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: 2x9 KDDF 1#100TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 204 KDDF 1:1613TR SPACED 24.0" O.C. 2-3=(-276) 260 3-4=(-132) 96 TC LATERAL SUPPORT <= 12"OC. HON. LOADING 4-5=( -45) 22 BC LATERAL SUPPORT <= 12"OC. TON. 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/ 2576 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 6701 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. S "COND. 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" y MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" 12 f� MAX BORID. TL DEFL = -0.004" @ 11'- 10.9" 7.50 Design conforms to main indforce-resisting system and componentsand 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 rn load duration factor=l.6, o I Truss designed for wind loads o in the plane of the truss only. 1( I A m- o -, I M I O M-3x4 y y y �1-�� 6-00 5-11-11 � �s .4k4G ryEk }�FROIDE FULL BEARING;Jts2,63,95 ••••` 89782PE ` • JOB NAME : 5019-B POLYGON - J6 -„ .„„ig<":. -4010. • . Scale: 0.3914 WARNINGS: GENERAL NOTES, unless otherwise noted ' �� G�� 48) I.Builder and erectfon contractor Mould be advised of all General Notes 1.This design A based only upon the parameters Moon and is far en Individual Truss: J6 and Warnings before construdlon commences. building component Appllwbll y of design parameters end proper q` 2 Additional web bracing meat be Installed where shown.. Incorparalon of component Ia the responsibility arms budding designer. 1:,.5). 6,,9 Ey EY. ,� j�. 3 Adtldbnal temporary bracing to Insure stabllNy during construction 7.Design assume.the top and bottom chorda to be laterally braced et 7 al Is the responsibility of the erector.Add Hanel permanent bracing of 7 o.c.and at t P a.c.recpectNeiy unless braced throughout their length by `� DATE: 12/8/2015 the overall structure Is the responeibflty of the building designer. 2c Impact sheathing such l bs apcng re ol,sheathing(TC)whsand/or dryw.N(BC). �.J�' +1 ` (� ng g 3.2x Impel bddging or lateral bracing required where Mown.♦ A U L S EQ.: K158 10 0 2 4.No load Mould be applied to any component until eller NI bracing and 4.Installation of truss Is the responsiblllry of the respective contractor. 1C ,..tenth are compete and at no time should any pada greater than 5.Design assumes busses are to be used In a non-corrosive environment, T RAN S I D: LINK design loads be applied to any component and are for"dry condition of use. 5.CompuTma has no control over and assumes no responsibility for the 6 DesiMn bearing.t an supports m,awn.shim or wedge If p EXPIRES: 12/v31/2016 Iabrkellon handling shipment and Installeliono(components sa8 7 Design assumes December ,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates Mall be located on both feces of truss,end placed so their center TPUWlCA In SCSI,copies of Mich MIN be furnished upon request. ))nes coincide with joint center lines uTrus Software 7.6.6 1 L E 9.Digits indicate she of plate m inches. MiTek USA,Inc./Com P ( )• 11.For basic connector plate design values see ESR-131 t,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 10.7" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #163TR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PIF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD.TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 5-05-06 5-05-06 T T 1' 12 12 7.50 ))M-9x9 Q 7.50 • 4d1ilIi o O 4-o 0 0 M-3x9 M-3x9 1 l l l 1-00 10-10-12 1-00 • �� .4 N Ufa 417 :997782PE <' JOB NAME : 5019-B POLYGON - G1Scale: 0.5266 --�'� 'ry• WARNINGS: GENERAL NOTES, unless otherwise noted: ® GI • 1) 1.Builder and erection contractor should be advised of all General Notes 1.Tine design is based only upon the parameters shown and Is for an mdlvldual 7 OREGON '' Truss: G1 and warnings before construction commences. building component.Appliabiiey of designparameters and proper �Z © aQ` 2.2a4 compression web bradng must be Installed where Mown+. Inca anon or component is the responsibility of the building deelgner. 9 Uq RY Z 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop and bottom Mobs to be throuaterallyghout braced at lathe roeporalblltty of the erecter.Add8lonel permanent bracing of 2 o.c.and el 1G o c respectively unless braced throughout their length by !{L \ antlnuous sheathing such es plywood sheelhing(TC)and/or drywall(BC). • p.A' +t ?N, DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ V L� SEQ.: K 15 810 0 3 4.No wad Mould be applied to any component until after el bracing end 4.Installation or suss is the responsibility of the respective contractor. fasteners are complete and at no time should any wads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design wads be applied to any component. and are for condition"of use. 5.CompuTrue Ma no control over and assumes no reeponsiblmy for the 8.Design assumes NII bearing al all supports shown.Shim or wedge if EXPIRES.. 12/31/2016 2/31/201 6 fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. December 8,2015 'J G G V e.This design is furnished subject to the limitations set with by 8.Plates Mag be bated on both faces of truss,and placed ss their center TPIMTCA In SCSI.copes of which MN be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E I0.For basic connector plate design values see ESR-1311.ESR-1988(MGM) 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 #1SBTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. Design conforms to main indforce-resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. EON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads M-1.5x4 orequal at non-structural in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND DEC 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 1 12 6.00 c2'. M-1.5x3 4 uo .-I I 0 N 2 o --' 111111111 0 , iiI -3xM-155x3 l l l 1-00 4-11-08 "c, Rop PR Ore GINE / `t` 8.782PE fir'' JOB NAME : 5019-B POLYGON - H1 /// �' Scale: 0.5947 / • ?• WARNINGS: GENERAL NOTES, unless otherwise noted �f (/ OREGON �4) -�+ 1 Bolder and erection contrador should be advised of al General Notes 1.This design Ie based only upon the parameters shown and le for an Individual h Truss: H1 and Warnings before construction commence. building component.Applicability of design parameters and proper �+0 EP Q- 2 2s4 eompreeebn web bracing must be Retailed where shown v. incorporation of component is the responsibility orbs budding designer. XJ �}a,� V+ V 3.Additional temporary bracing to insure slabiley during construction 2.Design assumes Me top end bottom chorda is be laterally breed et 7 'l ti J w Ie the responsibility of the erector.Additional permanent bracing of T o c.and at 10'o c respectively unless braced throughout their length by /[{,, Y DATE: 12/8/2015 the overall structure is the responslblity of the building designer. continuous sheathingin07 Aueratywootl sheathing(TC)shown and/aor drywel(BC). • � t �\ 3.In Impact bridging lateral bracing required where ♦ 1+. SEQ.: Ki5 810 0 4 4.No load should be applied to any component until after al bracing and 4.Installation of truss is be responsibility of the reapectbe contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D: LINK design bads be applied to any component. and are for"dry condi/mn'of use. 5.CompuTrue has no control over and assumes no responsibility br the 6.����awmes lull bearing al all supports Maven.Shim or wedge if EXPIRES: 12/31/2016 fabrication.handling,shipment and Installation of components. ry 7.Plies aawmeleaded ste enboth teas Is provided. December 8,2015 8.This design Is furnished subject to be limitations eel forth by S.Plates shall be bused on both taus of truss,and placed w their comer TEMITCA In SCSI.copies of which will be furnished upon request. Anse coincide with OW center lines. 9.Digits Indicate size of plata In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For bads connector plate design values see ESR•1311,ESR-lees(MiTek) 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: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-48) 52 3-5=(-150) 195 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-96) 71 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -74/ 358V -34/ 99H 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 8.1" Allowed = 0.295" 4-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.036" @ 2'- 6.3" Allowed = 0.442" 4' 1' MAX HORIZ. LL DEFL = 0.000" @ 4'- 7.7" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 7.7" 6.00 177. Design conforms to main windforce-resisting M-1.5x3 q system and components and cladding criteria. 3 Wind: 190 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, g (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, edillidgaddl End Vertical(s) axe exposed to wind, Truss designed for wind loads in the plane of the truss only. , I m oI N M Z Ir of 1 �. -1 O M-3x4 M-1.5x3 l l l 4-07-12 0-03-12 ) l l 1-00 4-11-08 o PR axis ,51 9782PE v JOB NAME : 5019-B POLYGON - H2 .r 44110r Scale: 0.5632 -,, MIR WARNINGS: GENERAL NOTES, wdeuotherxlee noted. , CI / �40 1.Bulkier and erection contrador should be advised of all General Notes 1.Thls dealpn Is based only upon the parameters shown end is for an Individual -j4-OREGON (' _ .. Truss: H2 and%amingsbefore construdloncommences. building component.Appicabilityofdesignparametersandpreper pr/� rt, (F'. 2.254 compreubn web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. 'A�y` r 3.Additional temporary bracing to Insure stadllty during construction 2 Design assumes the top end bottom asecholer to be througaterallyhout braced at �T 1l t" J _{ Is me responsibility of the erector.Additional permanent bracing of T o.c and at 15 o c respectively unless braced throughout their length by �4 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), +�. A UL �' DATE: 12/8/2015. the overall structure Is me responsibility of the building designer. 3.9i Impact bridging or lateral bracing required where shown+. �"1 SEQ.: K1581005 4.No bad should be applied to arty onepenent unti seer el bracing end 4.Installationoftrusslathareal.Ube uxe thnespectiveventnactor. m. .. fasteners are complete and at no time should any loads greater man and Design Posadry conss tosses re tob. TRANS ID: LINK design bade be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTms has no control over and assumes no responsibility for the „ry 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 Iimisttons set forth by 8.Plates shall be located on both faces of toss,and placed so their center TPIIWTCA in SCSI,copies of which 509 be furnished upon request. lines coincide with joint center Tines. 9.Digits indicate 55e of plate In Inches. MITek USA,Ina./CompuTfus Software 7.6.7(1L)-E 1o.For basic connector plate design values see E5R-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: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-62) 83 3-5=(-199) 180 BC: 2x9 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -78/ 913V -46/ 123H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 5.5" -35/ 263V 0/ OH 5.50" 0.92 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 = 0.002" @ -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 = 0.907" MAX TC PANEL TL DEFL = -0.140" @ 3'- 3.3" Allowed = 0.610" 6-01-12 0-03-12 / 1' MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6.00 M-1.5x3 , 4 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.Bft, 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. f- IgAggi11111111111111111111K ri I O M-3x4 M-1.5x3 y l 1 6-01-12 0-03-12 l l l 1-00 6-05-08 `,c;c\ D PROFeSS eai`i ‘yGiN��R 89782PE r ' JOB NAME : 5019-B POLYGON - H3 Scale: 0.5257. I WARNINGS: GENERAL NOTES, unless otherwise noted' 1.Builder end erection contractor Would be advised of all General Notes 1.This design la based onlyupon the parameter.shown and 0 for an edivldual z'' OREGON N. Truss: H3 and Wamegs before construction commence.. bulking component.Aoplbablllty of design parameters and proper ,//, (y4 ' 2.204 compression web braving must be Installed where shown.. Incorporation of component Is the responsibtiMy of the building designer. 1:41 A� k 3.Additional temporary bracing b Insure stability dudng construction 2 Design assumes the top end bottom chords to be laterally braced al 77 Is the responsbilty of the erector.Additional permanent braving of 2'o.c.and at ea10'o.c respectively unless braced throughout malt length by DATE: 12/8/2015 the everan structure Is the responsibility f the buidin deal designer. continuous5Impactsheathing leer as aywooe it a where shoes)andlor drywep(BC). 1b/t t i L +�' \. o g 9 3.2a Impact bsheeg or such bractng required where)and/ U L SEQ.: K15 810 0 6 4.No load should be applied to any component until after al braving and 4.Instapallon of truss is the responeibNty of the respective contractor. Wieners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used In a nonoomobve environment, TRANS ID• LINK design bads be applied to any component. and are for"dry=edition"of use. 5.Cormorants has no control over and assumes no responsibility for the 6.Design assumes Nit basting et all aupporls shown.Shim or wedge If EXPIRES: 12/31/2016 necessary fabrication.handling,shipment and Installation of components. 7.DeNgn tessha bee.a°edoneedrainage's ofNun,e December 8,2015 8.This design is furnished eubfect to the Ilmtiatbns eat fodh by e.Plates shall be Neared on both laces of Was,and pieced so their center TPIA"RCA In SCSI,wales of which will be furnished upon request. Mss coincide with loin:center lines. MITek USA,Inc./CompuTrus Software 7.6.7(1L#E o Digitsles Iona ector pla a desiglate in n values we ES12•1 J11,ESA-19138(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-10-12 GIRDER SUPPORTING 10-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 60 2-6=(-117) 1071 6-3=(-165) 1133 BC: 2x6 ROOF 810BTR 2-3=(-1383) 233 6-4=(-117) 1071 WEBS: 2x9 KDDF STAND LOADING 3-4=(-1383) 233 LL = 25 PSF Ground Snow (Pg) 9-5=( 0) 60 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 10'- 10.7" V BC LATERAL SUPPORT <= 12"OC. UON. BC SNIP' LL( 100.0)40L( 88.0)- 188.0 PLF 0'- 0.0" TO 10'- 10.7" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -292/ 1487V -76/ 769 5.50" 2.38 KDDF ( 625) 10'- 10.7" -292/ 1987V 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 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 = -0.017" @ 5'- 5.4" Allowed = 0.999" 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 TO, DEFL = 0.054" @ 2'- 11.4" Allowed = 0.592" 5-05-06 5-05-06 T . ,f 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 4.0„ 3 Design conforms to main windforce-resisting iii,- system and components and cladding criteria. Wind: 140 mph, hts), closed,2 .0, ASCE 7-10, WFRS) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 M-3x9 M-3x6 M-3x9 l )' y 5-05-06 5-05-06 n F'l y 1-00 y 10-10-12 y 1-00 y ..co PRoFe C7�5 , , GINEkrh' fpm -17 zz- :9782PE r"'. JOB NAME : 5019-B POLYGON - G2 ,or -000" Scale: 0.4518 NW WARNINGS: GENERAL NOTES, unless otherwise noted: ® V / 4 1.Builder and erection contractor should be advised of ail General Notes 1.This design k based only upon the parameters shown and is for an individual S. OREGON N. T.Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper ��f'/'.I fly) 2.284 compression web bracing must be Installed where shown a. Incorporotlon o!component Is the responsibility of the building designer. =V, V/f Y 5 ,� 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom clwrds la be krerasy braced et 77 ^^1i -� �YI'_ Is the responsibility of the erector.Additional permanent bracing of T a c and et 10 o.c.rospectkely unless braced throughout their length by ` DATE: 12/8/2015 the overall structure is me responsibility f the building designer. 54impet sheathing a,suchasptywg required whereC hnerr rOrywag(BC). /4 ( ^a i epos ty a ng3.co Impel bridgingeathior such bracing required where shown a« A L SEQ.: K1581007 4.No load should be applIed Is any nernponent antI aCer al braving end 4.IInnstaliationoftrut is espa siugsydInhthe nresenoueaar.environment, fasteners are compete and ar na time should any loads greater man gn assumes design bads be appled to any component. and ere for"dry condmon"or use. y/ p c !}/i� Y']/�,4 p TRANS ID: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES. 1G/s71/20IU 5.CompuTrus has no control over and assumes no responsibility for the coyayary December p $ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,2015 8.This design b furnished subject to the gmitalions set forth by 8.Plates shall be located an both faces of truss,and placed so their center TPI1WTCA in SCSI,copies of which MN be furnished upon request. ones coincide with joint center lines. 9.Mock USA,Inc./CompuTrus Software 7.6.6(h )-K Io.For basiits n connector psize of late dese In ign values Ion values see ESR-1311,ESR-7988(MITak) 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-126) 111 1-4=(-62) 82 2-9=(-201) 180 BC: 2x9 KDDF 816BTR SPACED 29.0" O.C. 2-3=( 0) 0 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PS? BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -33/ 278V -45/ 114H 5.50" 0.49 KDDF ( 625) 6'- 5.5" -37/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 = 0.907" MAX TC PANEL TL DEFL = -0.195" @ 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 T 1' T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 -, load duration factor=1.6, End vertical(s) are exposed to wind, g Truss designed for wind loads . in the plane of the truss only. N I 0 mM 1 x O a M-3x4 M-1.5x3 l ) ) 6-01-12 0-03-12 ) o 6-05-08 p � �p P Ft Qp�SA1 8.782PE vv-- JOB NAME : 5019-B POLYGON - H4 /// �' • Scale: 0.5029 "' >• - WARNINGS: OThis e is NOTES, umeupoharamete' '! OREGON 7.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and a for en individual ryf�� Truss: H4 and Warnings before construction commences. bulldog component.Applicability of design parameters end proper f. VNr 2.2c4 compression web bredng met be Inatalbd where shown« incorporation of component Is the responsibility of the building dealgner. /:,94....(��� .. r (� 3.Add8lonal temporary bracing to Insure stabNlly during consbudbn 2.Design d at lG the lop end bottom es.chobraced to d throughout atersly btecetl ei J ngth by is the responsibility of the erector Additional permanent bracing of 7 ntinc.uous and at ea o n reach as p5ly a ees breced Clandlmelt all(B). ` DATE: 12/8/2015 the overal structure la the responsibility f the baldingdesigner. 29 Impactehging or suchasuirsheetlwhee scan*tlrywaY(BC). �• UL y1\ spa rp a3.In bridging or lateral bradng required where Mown t o U 1 r SEQ.: K 15 8 10 0 8 A No load should be applied to any component unty after all bracing and 4.Installation on of wee is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nonconostve environment, TRANS ID' LINK design loads be applied to any component. and are for"dry condiion"ofuse. • 5.CompuTrue Ms no control over end assumes no responsibility for theneces8.Design assumes MI bearing at all supports Mown.Shim or wedge If EXPIRES:- 12/31/2016 fabs ,handling.shipment ec and melagatmnorcomponents. 7.Designssume.adequate drainage la prodded. December 8,2015 S.This design is famished subject to the limitations set faille by 8.Fates shall be located on both faces of trues,and placed so their center TEWYTCA In BM,copies of which coil be furnished upon request. Ines coincide with joint center lines. uTrus Software 7.6.7 1L E 8.Digits Indicate des of plate in Inches. MiTek USA,Inc./Com P ( )- 10.For basic connector plate design values see ESR-1311.6SR-1 S88(MITek) This design prepared from computer input by Pacific Lumber and Truss-8C LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF b15BTR LOAD DURATION INCREASE = 1.15 1-2=(-428) 126 1-5=(-180) 330 5-2=( 0) 184 BC: 2x4 ROOF R1&BTR SPACED 29.0" O.C. 2-3=(-111) 109 5-6=(-182) 327 2-6=(-385) 151 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6-3=(-115) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. 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. IC OND. 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 = -0.004" @ 4'- 4.2" Allowed = 0.377" MAX TL CREEP DEFL = -0.009" @ 4'- 3.3" Allowed = 0.503" MAX HORIZ. LL DEFL = -0.003" @ 8'- 0.0" 4-05 3-08-12 0-03-12 MAX HORIZ. TL DEFL = 0.003" @ 8'- 0.0" 1' ' f f 12 Design conforms to main windforce-resisting 6.00 M-1.5x3 4 system and components and cladding criteria. A Wind: 190 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, _ (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, End verticale s) a exposed to wind, Truss designed forwind loads in the plane of the truss only. M-3x4 2 'n "+ 1 �� o c 0411111 1If i elm riiI o M-3x4 M-1.5x3 M-3x4 l l l 4-03-04 4-02-04 l 8-05-08 l 4\c1d PROF4-.0 `u„�4 �NGINE�rR °� ` 8"782PE / • JOB NAME : 5019-B POLYGON - H5 //, /\' /^y • Scale: 0.9635 •P/„ ?• + ,,,,,. WARNINGS: GENERAL NOTES, tulle.otherwise noted: C/" 1• 4 1.Builder and eredlon contractor ehotdd be advised of all General Notes 1.This design N based only upon the parameters shown and k for an individual -q OREGON �'"u �y,, Truss: H5 and Warnings before construction commences. building component.Applicability of design parameters and proper / If I 2.214 compression web bredng must be installed where Mown v. incorporation of component lathe responsibility of the building designer. .f1 C//fAy s!. V 3.Additional temporary bracing to insure stability during construction 2.Design assumes Ms mil end bottom chords to be througaterallyhout braced length . 'l . Ie the responsibility of the erector.Additional permanent bracing of T a c and at f O stn.aspect sly unless braced throughout their by /[{,� DATE: 12/8/2015 the everail structure Is the responsibility of the building designer. 3.2i continuous bridging or lateral brasuch as dng required r qod uiredh here shown±drywal(BC). A I'+L '�' SEQ.: K 15 8 10 0 9 4.Na load should be applied to any component 081 alter all bredng and 4.InstallationInn a irussthhe a e/o blebility usedo t es reap ooroue co ne lar. �`1 t,71+ fasteners are complete end at no time should any bads greater then and rte fser^dry trusses of tab. TRANS I D: LINK design loads be applied to any component. A Design assumes full bearing at all supporta shown.Shire or wedge If 5.CompuTruehas nocontrol over and assumes noresponsbility for the �,.ary. EXPIRES: 12/31/2016. fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is prodded. DeCiP.mI.,i. 8,20t15 8.This design is lumished ambled to the IlmitaBans set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPWwfCA in SCSI.copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate size of plete in Inches. MiTek USA.Ino./CompuTrus Software 7.6.7)1L)-E 1o.For basic connector plate design values see ESR.t311.ESR.1988(Minsk) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-137) 115 1-4=(-62) 82 2-4=(-202) 186 BC: 2x4 KDDF #1&13TR SPACED 29.0" O.C. 2-3=( -10) 5 WEBS: 2x9 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -33/ 277V -96/ 116H 5.50" 0.94 KDDF ( 625) 6'- 5.5" -90/ 266V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 POP 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. IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.131" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.144" @ 3'- 3.3" Allowed = 0.610" MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6-01-12 0-03-12 1' f 1 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 -e load duration factor=1.6, End vertical(s) are exposed to wind, rgidgiodrgi l Truss designed for wind loads !< in the plane of the truss only. I lOO 01 o I 1�� ��4 0 M-3x9 M-1.5x3 J• 1 1 6-01-12 0-03-12 ) y 6-05-08 W9 PROF e. G., � 04E0�tu �b :9782PE r JOB NAME : 5019-B POLYGON - H6 ,,r .4/ Scale: 0.5029 ,'. / 47 WARNINGS: G.misdeNOTsb, unless n otherwise ate (/' OREGON N. TrUSS: H61Builder and aalon conrraaarshould oncnbeadvised of all General Notes This design Isbased onty upon the parameters shown and lafor epan Individual e/f and Warnings before construction commences building component.Appllcabillty of design parameter and proper 2.2a4 compression web bracing must be installed where shown t incorporation of component is the responsibility of the bullring a.apner. '1,45). �� ��yiirY -. �i Q. • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top silt bottom unlchoess braced to be throughout braced at 7 'l �1r.+- ia me responsibility of erector.Additional permanent bracing of 2'o c and at 10 o c respectNely unless throughout their length by ` V ,- DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. continuous sheathing or ateh as acing repbwood uir a where antlmr tlrywaN(BC). PAUL+t \ 3.2s Impact bridging or lateral bracing required whero shown A U L SEQ.: Ki5 81010 4.No bad should be applied to any component until after all bracing and 4.Installation of truss le the rbisly of the respective contractor. fastener are complete and at no time should any loads greater than 5.Design assumes trusses areeto to bebe used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompuTrua has no control over and assumes no responsibility for the B.Design assumes n91 bearing at all supports Navin.Shim are wedge 0 EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. every. 7.Design assumes adequateobathdrainagetosIs of provided. December 8,2015 e.This design is furnished subject to me limitations set form by 8.Plates shag be located on both feces of trues,and placed so their center TPIANfCA In SCSI,copies of which wit be furnished upon request. Ines coincide with joint center linea 9,Digits Indicate eke of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E II.For baste connector plate design values see ESR-1011,ESR-teat(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-327) 312 3-4=(-193) 155 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -79) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PS= DL ON BOTTOM CHORD = 10.0 PS? OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PS? BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -103/ 301H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -151/ 266V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -59/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 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. 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" I/! 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 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. i Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads rn o in the plane of the truss only. I '-I 0 3 I 01 , i2o .s GI f o M-3x4 rypry b ,L l y 1-00 6-00 7-11-11 N -Fes (PROVIDE FULL BEARING;Jts:2,6,3,4,5 "4ms _ ' 89782PE "° JOB NAME : 5019-B POLYGON - J7 • Scale: 0.3418 � 1• AMIN /�1G�' • WARNINGS: GENERAL NOTES, unless otherwise noted (/' �4 1.and Warnings erectioneceMradorMouldbeadvised of al General Notes 1.b�w�ncmponent only upon of design es:n parameters building individual ,dwi fir "$T OREGON © ,,, Truss: J7 an4mgr bebre bracing ion must be i commences. is of the `? z Zc4 compression web bracing must be Installed where shown«. z.Design assumes the top and bottom chords to be laterally braced at "Q 4 Ry 1 b _\ 3.Addlbnal temporary bracing to insure stability sunup censiructbn T o.c.and at 10 o.c.reepectNely unless braced throughout their length bycepb the responsibility of the erector.Additional permanent brodng of continuous shesthbg ouch as plywood sheathing(TC)end/or dryeel(BC). ha,A I 1 i DATE: 12/8/2015 ore overall sineture Is me responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where Mown«« �^7 t,l 1� SEQ.: K1581011 4.No load should be applied to any component until after all bradng and 4. atletionorw .aterowoosibilll�eiheor�rascontrracctor. fasteners are complete and et no time should any bads greeter than Design assumes design bade be applied to any component, and are ler"dry condition"of use. TRANS ID: LINK 5.CempnTmshas nocontrol over and assumesnoresponsibility lerthe 6.Ge.tinessumeshibeanngatalsupportsshown.shimornsdeea EXPIRES: 12/31/2016 Bu, febdThis de an,handlng. subject shipment and limitations of cct forth oTh 7.Design assumes adedoate drainage is prodded. December 8,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces atm.,and placed so their center TPVWTCA in SCSI,copies of which 00111 be furnished upon request. lines coincide with joint ceder lines. 9.Digits Indicate size or plate In inches. MiTek USA,Inc.fCompuTrus Software 7.6.6(1L)-E 10.For bade connector date design values see ESR-1311.ESR-1988(Mask) 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: 2x9 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x9 KDDF #1&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"0C. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -52) 24 DL ON BOTTOM CHORD = 10.0 POP OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ ERG 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 10PSF LIVE LOAD. TOP 13'- 11.2" -128/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 10-08-10 5-03-01 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" 7 -" MAX TC PANEL LL DEFL= 0.042" @ 3'- 7.4" Allowed = 0.927" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.691" MAX HORIZ. LL DEFL = -0.006" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 15'- 10.9" M-3x5(S) Design conforms to mainwindforce-resisting 12 system and components and cladding criteria. 7.50 4 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ': load duration factor=l.6, m Truss designed for wind loads o in the plane of the truss only. 0 I 0 3 0 w o Q T i 1 7 i o M-3x4 • c( PROFe of oy 6-00 y 9-11-11 l }l ��GINE,�c� '�<9 ' (PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I 4"'W :.9782 P E ','�t- JOB NAME : 5019-B POLYGON - J8 . Scale: 0.2934 WARNINGS: GENERALliniNOTES, unless tithe otherwisea ,.y T1 OREGON 1.Builder and erection contractor should be aMlsetl clap General Notes I.This design Is based only upon the parameters shown and Is for an individual :ff ,Ff r� Truss: J8and Warnings before construction commences building component Applicability of design parameters and proper • `- �v J C?, 2.2r4compression web bracing must be installed where shown 5. Incorporation of component lame responsibility of the building designer. 'VA,. V'4RY � ;` 3. • Additional temporary bracing to Insure stability during construction 2 Design assumes the lap and bottom choke to be laterally braced at Is the responsibility of the erector.Additional permanent bradng of 2 a.c.and at 1 f a.c.rsapecaly unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). -AUL .A 1 'L + DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2a loped bridging or lateral bracing required where shown•♦ �./ SEQ.: K 15 81012 4.Na load should be applied to any component until after all bracing and 4.Installation Oboes la the respanebifty of the respective contractor. fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design bads be applied to any component. and are for"dry condition"of use. TRANS ZD: LINK A Design assumes full hearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 A CompuTrue has no control over and a3LlmN no responsibility for the nexseery. C E fabrication,handling,shipment and Installation of component.. 7.Design assumes adequate drainage is provided. December 8,2015 6.Thls design is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of Wu,and placed so their center TPIAVICA in BCSI,copies of which will be furnished upon request. Anes colndde with joint center lines. S.Digits Indicate etre of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6)1L)-E to.For basic connecter plate design values see ESR-1311.ESR-1595(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=10) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-435) 919 3-4=(-289) 254 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=1-202) 169 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -82) 47 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -134/ 393H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -204/ 399V 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 1OPSF LIVE LOAD. TOP 13'- 11.2" -170/ 295V 0/ OH 1.50" 0.36 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -60/ 104V 0/ OH 1.50" 0.17 KDDF 1 625) 7-03-19 10-07-13 '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 TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.927" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.691" MAX HORIZ.Ill= -0.008" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 17'- 10.9" 5 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 Wind: 190 mph, h=29.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), q load duration factor=l.6, //'' m Truss designed for wind loads o in the plane of the truss only. I r M-3x5(5) of 0 1011011111111141111.11111111.1117:: o M-3x9 ��4�b PR0FFss. .. y y ), y c /P 1-00 6-00 11-11-11 is. V R - 1, 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,E 7 ' 89 782 PE \ 1 JOB NAME : 5019-B POLYGON - J9 7 Ca • Scale: 0.2718 '!..+( _mss WARNINGS: GENERAL NOTES, M s otherwise noted: I'/' '^J. 1.Balder and erection contractor Mould be advised of all General Notes 1,This designbased only pun the parameters shown and Is for an Individual ) 74604 REGON ((ms�'s Truss: J9 and Warnings before construction commences. building component.A pli ability of design parameters and proper - r (�V vQ` 2.2t4 compression web bracing must be Installed where shown. IncerporaOn f 2 I.a the responalbNih of the balding designer. .,f1 �„lIG V f\h 3.Addionel temporary bracing to Insure stability during construction 2 Design ae 1 1 p enc bottom moms to be later h brhr I al 7 Y J �, ' Is the responsibility of IM erector.Additional permanent bracing of 2'o.c.and t 10 pectsely unless braced throughout Meir length by continuous sheiUing such as plywood sheathing(TC)andlor drywall(BC). �� PAUL /I 1'L '- DA:E: 12/8/2015 the overall structure Is the responsibility of the balding designer. 3.2s Impact bridging Cr lateral bracing required where shown". r1 Ll L SEQ.: K 15 8 1013 4.No load should be applied to any component antl after all bracing and 44..Data In seisms intros a apa wMmya the respective contrailenvirr. fasteners are complete and et no time should any loads greater than and are for"dry trusses ere toalu TRANS I D: LINK design bads be applied to any component S.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumed no responaibllly ler the eeary fabrication,handling,shipment and installation of components. 7.Desgn assumes adequate drainage is provided. December 8,201 5 S.This design Is furnished abject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPI'TCA In SCSI,copies of which wG be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate abs of plate M Inches. MITek USA,Inc./CompuTrua Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-7311,ESR-1988(MIRik) 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 #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-486) 970 3-9=(-390) 305 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 9-5=(-248) 217 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF. 5-6=(-137) 106 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -49) 23 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PEP LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -210/ 399V 0/ OH 1.50" 0.95 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -139/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -160/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -127/ 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: Design checked for net(-5 psf) uplift at 24 "on spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = 0.927" � MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.691" MAX HORIZ. LL DEFL = -0.010" @ 19'- 10.2" MAX HORIZ. TL DEFL = -0.010" @ 19'- 10.2" 12 Design conforms to main windfoxce-resisting 7.50 system and components and cladding criteria. Wind: 140 mph, h=25.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,� load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. I M-3x5(S) cg 3 0 a, r* o M-3x9 pp ,r;� O PnO�C'0n 61 l l ), ), .ci 44• .. ‘,I�tIIVEF�V /0 1-00 6-00 13-10-15 G^ ',,� 'PROVIDE FULL BEARING;Jts:2,8,3,9,5,6,7 . ..' +.7 782 PE ' JOB NAME : 5019-B POLYGON - J10J ( G Scale: 0.2968 WARNINGS: GENERAL NOTES, unless otherwise noted: rCI 40 Truss J10 1.Budder and erection contractor should be advised of ail General Notes 1.This design i.based only upon the parameters shown and sfuranIndividual fir.. "$' OREGON c ' Q end Warnings before construction commences. bulking component.Applicability of design parameters and proper '? f » 2.2a4 compression web bracing mud be installed where shown e. incorporation of component h the responsibility of the building dealgner. 11� L/I v,,,y:A G V 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the.lop end bottom...ler to be laterally braced at 7 ' (•� J Is the reaponal6illly or the erector.Additional permanent bracing of 2 o.c.and at t 0 o.c.respectively unless braced throughout their length by /.s ``N continuous sheathing such as pywood sheathing(TG)and/or drywall(BC). /""A 1 't DATE: 12/8/2015 the everaA structure le the responsibility or the building designer. 3.20 Impact bridging or lateral bracing required where shown.. U 1� SEQ.: K 15 81014 4.No load should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design pads be applied to any component. and are for'Mg condition"of use. A/�/]A CompuTms has no control over antl assumes no res ponsibliry for the E Design assumes full bearing at all supports shown.Shim or wedge If 5. EXPIRES: 2/3 I 1 /201 6 fabrication.handling,shipment and installeSon of components. 7 Design.comes adequate drainage h prodded. December 8,2015 8.This design Is furnished subject to the lImIanons set forth by 8.Plates shag be located on both faces of truss,and piaced so their center TPIWTCA in BCS',copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of piste In Inches. Muck USA,lnc./CottmpuTnus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 60 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-57) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 POE' 0'- 0.0" -74/ 301V -15/ 59H 5.50" 0.98 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. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = 0.059" f 1 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIE. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 7.50 I Design conforms to main windforce-resisting �I system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 -/ Truss designed for wind loads in the plane of the truss only. o r 0 'i to 0 ILiirlli o /- -/ 0 1 M-3x9 .Jr • .* l 1-00 2-00 [PROVIDE FULL BEARING;Jts:2,4,3 I �`�� �NGP E-. .. lSf, c� 9 :9782PE r- JOB NAME : 5019-B POLYGON - SJ1 • i/ Scale: 0.6822 .-or AEI WARNINGS: GENERAL NOTES, Wets otherwise noted: C', ('��/'1�^' 1.Balder and erection contractor should be advised oral General Notes 1.This design h based only upon the parameters Mown and Is for an individual ? EGO1 I t'� r�. Truss: SJ1 and Warnings before construction commences. building component.Appllnabilly of design parameters and proper 2 2.204 compression web bowing must be Installed where shown 0. incorporation of component la the responsibility of the balding designer. C/q p Y 1-.J (�. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be bieoghy braced al t Is the responsibilityf me erector.sure stability al M bracing f T o.c.and at 10 o.c.respectively unteea braced throughout their length by V c permane g o continuous sheathing such as pNvrood sheath ing(TC)andler drywel(BC). Pq 1 1 t R� DATE: 12/9/2015 the overall stn.-lure Is the responsibility of the balding designer. 3 20 Impact bridging or lateral bracing required where shown++ �,1 4. SEQ.: K 15 8 1 0 16 4.No load should be applied to any component ural after al bracing and 4.Installation Design lt.cotruss ru t is e a eetonbabiltya t the respeccttive c actor.environment, fastener.are complete end al no time should any bads greater than TRANS ID' LINK design bade be applied to any component. and are for der condition"of use. .l^ j.l /'{.( 5.Cempurrue has no control over and assumes no responsibility for the 8.Deaiyn,some.full bearing at.g support.shown.Shim or Badge a EXPIRES:. 1 2/47.i/20 t 6 Y. febdcetian,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 eel forth by 8.Plates shall be located on both faces of truss,and placed so their center TP W4ICA in SCSI.copies of which Alli be furnished upon request. Ones coincide with)obd center tins. 5.Digits indicate abe of plate M Inches. • MITek USA,Ina./COmpuTrua Software 7.6.6(1L).E 10.For basic connector plate design values see ESR-1311.608-1988(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 4I10BTR LOAD DURATION INCREASE = 1.15 1-2=(-33) 28 1-3=(0) 0 BC: 2x4 :MDF g15BTR SPACED 29.0" 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 POE 0'- 0.0" -13/ 98V -11/ 30H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -29/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND DEC 2012 NOT BEING MET. ICOND..2: Design checked for net(-5 psf) uplift at 24 "on spacing. 1-11-11 T IBOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.165" 12 7.50 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. /' m 0 1 r 0 I ua f o Z r_ o 1 1�I 3�� M-3x4 ,- 2-00 PROVIDE FULL BEARING;Jts:1,3,2 I ���E9 PR 0p'Fs• s �r- (r"- l N E�� %2 `t' :9782 PE ter' JOB NAME : 5019-B POLYGON - SJ1X ,u. •.••0, Scale: 0.7389 ,-� AM �J WARNINGS: O.This e isb, uMaupentotherwise eparametnoted. - OREGON ' Truss: SJ1X 1.auaaerand.,boom contredormoodbeadvised of an General Nates 1.builddesigncolabased AmycpanIno parameters parameters and leofor er individual y • and Warnings before conMructlan commences. building component.Applicability or design peremetere antl proper,r �{/ (/', 1r 2.2t4 compression web bracing must be installed where shown+ incorporation of comps"."[is the responsibility of the bustling deal=".,. 1; G= Y 1 r +�! 3.Additional temporary bracing to Insure stability during construction 2.Design and t ID the top and bottom es,bracedds s De laterally braced at 7�T J ��.:i`_. Is the recpondbllny of the erector.Additional permanent bracing of 2 o c.and at 10 o e respectively unless throughout their length by ` Y DATE: 12/8/2015 the ovens structure is there continuous sheathing such as Arwood airedsheathing(TC)and/or drywall(BC) an(Bc). PA UL aponslbllity o/the bustling designer 3.Er Impact bridging or lateral bracing required where shown++ SEQ. : K 15 81017 4.No bad should be applied to any component until alter as bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any leads greater than B.Design assumes trusses are to be used In a non-corrosive environment. TRANS ID: LINK design leads be applied to any component. and are for°dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the S.DecNagee assumes nil bearing at as supports gnaw,,.Shim or wedge it EXPIRES: 12/31/2016. fabrication.handling,shipment and installation of components. c ry 7.Design assumeslb adequate tofaces is provided. December 8,2015 6.This design is furnished subject to the limitations set forth by e.Plates"has be located on both feces of iruea,ent placed w their center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits Indicate alae of plate In Inches. MTek USA Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector piste design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1013TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=10) 0 BC: 2x9 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-81) 50 TC LATERAL SUPPORT <= 12"OC. SON. 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 POP 0'- 0.0" -62/ 322V -29/ 9718 5.50" 0.52 KDDF ( 625) 1'- 9.2" -4/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -51/ 99V 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 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 7.50 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 3 --/ MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,RCDL=6.0, ASCE 7-10, r.1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads in the plane of the truss only. N A- OCD � CD _J I O *MAI 4WLIM 1 M-3x4 l y l n 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 .gip PR p�rFs� c.‘ �G1NEE. f2 ' 782PE tet"' JOB NAME : 5019-B POLYGON - SJ2 • Scale: 0.7074 .v . 11111 WARNINGS: GENERAL NOTES, unless other...noted CI I.Builder and erection contractor should be advised of a.General Notes 1.TNs design is based only upon the parameters shown and Is for an individual �/ -7 ••" GON ).• TruSsTruss: : S J2 end Warnings before construction commences. building component Applicability of design parameters end proper 'f�.p f" (yea �� 2.2i4 compression web bracing must he installed where shown«. incorporation of component is the responsib%Ity of the building designer. ij ;{ V 3.Additional temporary bracing to Insure stability during construction 2.Zesipn assumes the tap and bottom..,cholet to heroughlaterally braced et .�"4; �!` { '4 le the responsibility of the erector.Additional permanent bracing of T c.c.and a1 10'o.c.,00h cc eiy udees braced throughout their length by 'T continuous sheathing such es plywood citedshwthing(TG)and/or drywa.(BC). 1/y U L - DATE: 12/8/2015 the overs.structure is the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where shown«e i^7 SEQ.: K1581018 4.No bad should be applied toeny component unti ager all bracing and 4.Installation of trus�asthe espoonsisbili�tydol to nusn respective contractor. rctor.environment, fastener.aro compete and at no time should any bads greater than gn assumes design betas be appled to any component. and are for'thy condition.'of use. y.�y q f'� j ry �+ TRANS ID: LINK S.Design assumeshA bearing et ail supports shown.Shim or wedge it XPIRES: 21311201V 5.CompuTrus hes no control over and amimes no responsibility ler the necesu, fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 6.This design b furnished subject to me limitations set forth by B.Plates shall be located on both faces citrus.,and pso their center TPLWTCA in SCSI,copies of which will be furnished upon request. Anes coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Int./CompuTrus Software 7.6.6(IL)-E to.For basic connector pate design values see ESR-7371,ESR-t986(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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-76) 53 1-3=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 130V -25/ 68H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 POP 1'- 9.2" -20/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -54/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7.50 REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF 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" 2 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting J system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M 0 0 IN f O I INIC O' 1 3��� M-3x4 1 l y 2-00 1-11-11 PROVIDE FULL BEARING:Jts:1,3,2 ` 89782PE 17_, JOB NAME : 5019-B POLYGON - SJ2X Scale: 0.7737 ,' XII WARNINGS: GENERAL NOTES, unless otherwise noted: i,.' 4) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shaven and Is Br en mdlvldual d OREGON a". Truss: SJ2X and warnings before construction commences. building component.Appikabllityofdesign paremetarsand proper �'r 2Q �' 2.204 compression web bracing melba Installed where shown+. incorporation or component Is the responsibility of the bolding designer =T • e'5 �� .. r {}� 3.Additional hmporery bracing to Insure stability during construction 2 Design dawned the lop and bottom chords to be letogh braced at 7 J `, Is the responsibilityof the erector.Additional permanent bracing of 2 o.c.and at 10 o c respectively unless braced throughout iheh length by DATE: 12/8/2015 the overal structure is the responsibility f the buidin des ner continuous sheathing etch i b alywooe fired where e e shown tlrywaM(BC) �.J�' +t o g 9 3.2a Impact bridging or Miers bracing required tlrod Move a A I L SEQ.: K 15 810 2 0 4.No bad should be applied to arty oompnneni until after all bracing and 4.Installation of boas is the are onsibusty of the respective contractor. fasteners are compete and at no time should any keds greater than 5.Design assumes Innses are to be used Ina non-corrosive environment, TRANS ID• LINK design keds be applied to any component. and are for"dry condton'of tee. 5.Compuhas no control over and assumes no responsibility for the 6.Design assumes 041 besting at all supports shown.Shim or wedge If Tnra EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7. wary. Design assumes located oth'tone Is provided. December 8,2015 6.This design is furnished subject to the limitations eel forth by 8.Plates shall be located on both fere of truss,and placed w their center TPVW7CA In SCSI,copies of which will be fumthed upon request. linea coincide with bbl center lines. 9.Digits Indicate Wee of plata in Inches. MiTek USA,Ina./CompuTras Software 7.6.6(1L)-E 10.For basicconnector pate design values see ENR-1311,ESR-11938(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #1EBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-120) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 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 POP 0'- 0.0" -30/ 310V -43/ 136H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -47/ 153V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 5'- 11.7" -79/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.054" 12 3 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 7.50 I7 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. ,-I 0 0 c o M-3x4 l ci ,1 l 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 ' (' P R Qp /�+ 6o co "it 17 89782PE V r JOB NAME : 5019-B POLYGON - SJ3 • Scale: 0.5954 ^« ^,,,e WARNINGS: GENERAL NOTES, unless otherwise noted C,•' 40 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an individual / OREGON (rte �. Truss: S J3 and warnings before construction commences. building component.Applicability of design parameters and proper ///��• 2 2.214 compression web bracing must be installed mere shown i. Incerporetlon of component la the responsibility of the building designer. i!. A R y t= ` 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top end bottom unlesschobrads ced a be throughoutkterally braced et 7 �l '�J is the responsibility et me erector.Additional permanent bracing of 2 o c and at o.c.reepeciveiy braced their length by DATE: 12/8/2015 the overall structure is the r. nslbn ofdesigner. 3.continuous tIm^ce >vehasalinremee Mime)anmardrywaa(Bc). S'4 apo ry o buildingwsheathing bridging or such bracing required snare shown•r d• V SEQ.: K1581022 4.No load should be applied to any component unit ager an bracing and 4.Installation stgat� fftrusti thho sposibRtyyei thenresect�oeWeenractor. fasteners are complete and at no time should any mads greater than snit gra fssumos"dry t condition"^re use. TRANS ID: LINK design meds be en lo any component. II Design assumes hal bearing at all supports shown,shim or wedge if 5.CompuTnlehasno nosontrolover and assumes no responsibility for the EXPIRES: 12/31/2016 fabricetmn,handling,shipment and Installation of components. ceanass 7.Design ktessasumesaded on drainage isprovided. December 8,2015 S.This design is furnished subject to Me limitations set forth by S.Plates shah be loafed an both feces of trues,and placed so their center TPIMICA In BIS),copies of which e11 be furnished upon request. Anes coincide with joint center lines. a Digits indicate she of plate in orches. MITek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values rte ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2X4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-162) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 POE 0'- 0.0" 0/ 251V -58/ 175H 5.50" 0.40 ROOF ( 625) 1'- 9.2" -118/ 299V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -106/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 29 "on spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX BC PANEL LL DEFL= 0.007" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" f MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 12 (' MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 7.50 Design conforms to main indforce-resisting system and componentsand cladding criteria. Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. • N o f o 2 0Maall 01.1=.4_1 0 1 M-3x4 1 l l 1 1-00 2-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 ���ED R���� �GINEe4 0 89782PE• <` JOB NAME : 5019-B POLYGON - SJ4 Scale: 0.5080 WARNINGS: GENERAL NOTES, unless otherwls nolad C/ OREGON F�' 4') 1.Budder and erection contractor Mould be advised of all General Notes 1,This deelgn Is based only upon the parameters Mown and Is far en individual y 11! 1.1 REGO'V N., q. Truss: SJ4 and Warnings before constnwtioncommences. building component.Applioabllity at design paranaters end proper 150, �l/C//• • 2.a4 compression web bracing must be Installed where shown e. Inwrparatbn of component Is the responsibility of the building designer. "T A a.,v {(_ 3.Additional temporary bracing to insure stability during construction 2 a r.assumes the lop and bottom chords to be laterally braced at 7. �l/'Y Y '`J Is the responsibllly of Me erector,Additional permanent bracing of 2'a,c,and at 10 o a reoch a.plywoodly unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the responsibility f the boldin designer. continuous sheeting lateas adng required direr,)and/or lar dryweW(BC). • t'{ � ang o g g 3.In Impact bridging or th lateral brodng tyofthMore Moven a a /'{1 1 I.. SEQ.: K 15 810 2 3 4,No eneload should complete andd to any componentshould until after al bracing end 4.DesignInstallalb assumesn of trussess the gee toonslblsin ae respective contractor. fasteners are sampler, et no time any bade greeter than 5. are be used In a nor:-corrosive environment, TRANS ID: LINK design loads be applied lo any component. and are for cry conditionnue.. 5.compuTrus has no control over and assumes no responsiGllty Or the 6.Demme.assumes fun bearing at all supports Mawr,.shim or wedge It EXPIRES: 12/31/2016 2016. fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 6.This design Is furnished subject to the(imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPWWCA in BC81,copies of which will be furnished upon request. lines coincide with loin:centerlines, O.Digits Indicate alae of plata In Inches. MITek USA,Inc./CompuTrus Software 7,6.6(1L)-E 10.For basic connector plate design values we ESR-1371,ESR-11388(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 #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"0C. 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, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous 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 4 T 4 12 4.00 M-1.5x3 4 3 -f 5-1 N � NI Z 1 O fAI A 5 6 M-3x4 M-1.5x3 1-00 8-05-08 ,v0 PC3 c0 \A 'Nis-f0 1r 89782PE JOB NAME : 5019—B POLYGON — P1 ,, �,r'<. ` ' Scale: 0.5764 41111, WARNINGS: GENERAL NOTES, unless otherwisenoted C,.+" 41) 1.Bolder and erection contractor should be advised dell General Notes 1.This design is based only upon the parameters shown and A for an Individual A.y� 1' OREGON Truss: P1 and Miming*before construction commence.. building component.Applicability of design parameters and proper .:." r'N �". 2.2e4 compression web bradng must be Installed where Moven 5. Incorporation of component Is me nsponsibply of the building designer. f- VV wry 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop end bottom dross to be laterally rncsd at J t ` Is the responsibility of the erector.Adddbnal permanent bracing of 7 o.c.and at 10 o c respectively unless braced throughout their length by DATE: 12/8/2015 is t overall structure Is me responsibility f the building de continuous sheathing well a.pywood shoe at,.TG)and/or drywaa(BO). PIA U t epos y c ng signer. 3,Bi Impact bridging or lateral bredrg required where Mown r 1w SEQ.: Ki5 810 2 4 4.No load Mould be applied to any component untl after al bracing and 4.Installation of truss Is the responsibility of gra respective nentrador. fasteners are compete end at no lime should any bads greater than 5.Design assumes trusses ere to be used in a non-oorroaive environment, TRANS ID• LINK dei design loads be applied to any component. and are for"dry condition oras.. 5.CompuTnn has no control over and assumes no responsibility for the 5.Design assumes all bearing.t all supports Mown.Shim or wedge it EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7. Mary Design shall assumes enadequate both face is provided. en December 8,2015 B.This design is furnished subject tc the Ilmaationa set forth by 5.Plates sires be bated on bold laces dimes,end plead an their center TPIIWTGA m 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./COnipaTras Software 7.6.6(1L)-E to.For baste connector plate design values see ESR-1311,ESR-1958(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 #16,0TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-52) 69 3-5=(-264) 182 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-109) 89 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 I BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -85/ 491V -36/ 107H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 5.5" -91/ 397V 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. I,, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.399" @ 4'- 3.5" Allowed = 0.505" MAX TC PANEL TL DEFL = -0.467" @ 9'- 3.5" Allowed = 0.757" 8-01-12 0-/03-/12 MAX HORIZ. LL DEFL = 0.001" @ 8'- 1.7" 1 MAX HORIZ. TL DEFL = 0.001" @ 8'- 1.7" 12 4.00 v Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 9 -/ Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, , j (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. N I O 7 M1 . O I 2 IIIIII .15 O M-3x4 M-1.5x3 1 l y 8-01-12 0-03-12 l 1 y 1-00 8-05-08 � i) PR0peo -N '..,I N R rpm :9782PE 9<" JOB NAME : 5019-B POLYGON - P2 „do .•.r Scale: 0.5264 ►/ (� 4) WARNINGS: GENERAL,Tdtin sb, anotherwise e me' 7 OREG©N r, Truss: P 2 Bidder and g erection comreclor Mould be advised of all General Notes This design Isliebased.onlypl ca upon the esignpparameters shown and is for r Individual a U awl Warnings before construction commencop, building component.Applicability of design parameters and proper '!'yr �,/0 n© �p r 2.2x4 compression web bracing must be installed where shown 4. incorporation of component le the responsibility of the building tlealgner. V y+ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally braced at '9 4/3"r. 15 Is the rosponsiblitiy of the eredor.Additional permanent badng of 2 o.c,and at 10 h.c,respectively unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. continuous sheathing or latera l plywooe requiredsheatcore,..Mow drywagec) �"/1 t �� g g 3.In Impact bridging or lateral bradng .where Mown++ L SEQ. : K 15 8 10 2 5 4.No mad Mount be applied to any component will after ell bracing and 4.Installation of truss is the responsibility of the rospecthe comrador. fasteners are complete and at no time Mould any mads greater than 5.Design assumes trusses are to be used In e non-cmm+lve environment. TRANS I D: LINK design mads be applied to any component, and are for"dry condition-of use. 5.compuTnu has no control over and assumes no responsibility for the 8.Design assumes hill bearing at all supports Mown.Shim or wedge if EXPIRES: 12/31/2016 neceefabrication,handling,shipment and installation or components. 7.Design ssumes adequate drainage is provided. December 8,2015 8.This design is famished subject to the limitations set fadh by 8.Plates shall be located on both faces of truss,and placed so their center TPIM/TCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center line MiTek USA,Inc./Com uTfUs Software 7.6.6(1 L}E 0.Digits indicate alae of plate In inches. P 10.For basic connector plate design values see ESR-181 I,ESR-1988(MOW) Symbols Numbering System da General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. 1 I (Drawings not to scale) Damage or Personal Injury ry railM Dimensions are in ft-in-sixteenths. liTibh. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth, diagonal orx-bracing,is always required. See BCSI. TOP CHORDS 113131111.1362111111.11111 2. Truss bracing must be designed by an engineer.For 0-VI 6" wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. O 3. Never exceed the design loading shown and never F � Oa /11 stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building cm C6-7 C5-6O, designer,erection supervisor, p property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested prties. plates 0-V from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ifr Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft,spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■=if reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. NM Min size shown is for crushing only. iiii 1.7.7.1 r 18.Use of green or treated lumber may pose unacceptable � environmental,health or permance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing rfopictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek7ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MlI-7473 rev.01/29/2013