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Plans (57) 1.• SLC, v,c) MiTek MiTek USA, Inc. 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly s, avid Baxter, P.E., S.E. Sr. Structural Engineer ,�ti�,ED PROp MiTek USA c, NGINEF %%2 DB ' :9200PE• 9r yL 4,OREGON,‘t,, 1y 14, 204 12/06/2017 �RR1LL EXPIRES: 12-31-2019 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. '`(RSO PROFes, c, NGINEF9 4t' 83640PE yr 9 OREGON ii O Cay �q R"2 2 � o s.o ° N o Di•ya!j��a ture EXPIRATIO 1� I0-31-16 December 4,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R46042121 PL15-409_UPPER F01 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:37:57 2015 Page I ID:c53KNt9S8dZANgLpvMEnZkyCdl l-oa5Q8ukLNin0C8HaPg0ikYeyjkzbugDS4LsANFyCcwu 1-0.0 1.5x3 II 1 3x4= 5 2 Scale=1:13.2 IMM -: 0 d N I • Mr .-_f 4 =' 3 1.5x3 I I 3x4= 1-3-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=183/0-3-8,3=219/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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) �� P R°Fess � NGINEFR /O1, ct' 8 .40PE -57 r-- ORE4111, N .� �y�U4RY' 22 °° SOON ° Digital Signature I EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated o to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/tPll Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042122 PL15-409_UPPER F02 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:00 2015 Page I ID:c53KNt9S8dZANgLpvMEnZkyCdl1-C9mYmwm Dgd9b3b094yZPMBF WEyvT570umJ5q_ayCcwr 0-1-8 ( a ( H -1-(1_1_.9 �f 8-01 l 1-2-0 I &711 1-2-0 I f-11-131 Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 =5x8 II 5x6 I I 4x6 I I 5x6 I I 1 2 3 4 5 6 7 8 9 I10 11 I12 13 14 15 116 17 18 19 20 21 22 23 24 25 61 , \ / \ /\ At �� a m _ _ e� e� wg, - m Y--� ao N 11 d 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 5x6 I I 6x8 II 6x8=3x6 FP= 5x6 H 5x6 I I 3x6 FP=5x6 I I 6x6= 6x6- 1.5x3 = 6x6= 5x6 II 11-8-7 I 10-6-7 111-1-71 1 23-8-4 10-6-7 0-0.0.7-0 11-11-13 0-7-0 Plate Offsets(X,Y)- 133:0-3-0,0-0-01,135:0-3-0,Edoe1,141:0-1-8,0-0-81,142:0-1-8,0-0-81 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 Incr NO WB 0.29 Horz(TL) 0.06 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:208 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 41=1738/0-5-8,26=1460/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2053/0,3-4=-2053/0,4-5=3815/0,5-6=-3815/0,6-7=5351/0,7-8=-5351/0, 8-9=-5351/0,9-10=-6071/0,10-11=6071/0,11-12=5955/0,12-13=5955/0, 13-14=5690/0,14-15=5690/0,15-16=5173/0,16-17=5173/0,17-18=-4311/0, 18-19=4311/0,19-20=-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. <oc.,,O) PR 0Fes s 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)41 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ,-,IN. ANG)N 4- >O 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 QAC/ 8 ,,40 P E 9r be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. Air 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 7-6-0,and 177 lb / down at 16-0-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9'ORE e �� LOAD CASE(S) Standard �� CigRY 12 9.9�t? 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 OQ Q Uniform Loads(ptf) soo Vert:26-41=8,1-25=80 Concentrated Loads(Ib) Digital Signature Vert:9=-965(B)17=-177(B) 1 EXPIRATION DATE: 12-31-16 7 December 4,2015 PAIN, 1 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 MTe&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 building design. Bracing indicated a �L/�;�to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing (YI I!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/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042123 PLI5-409_UPPER F03 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:00 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-C9mYmwmDgd9b3bO94yZPMBF WNyzd530umJ5q_ayCcwr I 1-7-0 I I i-9-0 Scale=1:17.8 6x6= 3x6 II 3x6 I I 3x6 I I 3x6 II 3x6 II 1 11 2 3 4 12 5 13 6 a Alif I e 1 / \. I0 A A N 1 \aI \e► NI )d 10 9 8ib 6x6= 5x6 I I r- " 3x6 I I 6x6= 9-40 9-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 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 Ina- NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=-770/0,3-4=-1123/0,4-12=-1123/0,5-12=1123/0 BOT CHORD 8-9=0/1102,7-8=0/781 WEBS 5-7=-1068/0,5-8=0/476,4-8=-311/0,3-9=-463/0,2-9=-417/0,1-9=0/1082 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert:7-10=-10,1-6=-100 Efl PROF Concentrated Loads(Ib) '�� v.0 Vert:4=-132(F)3=-132(F)2=-132(F)11=276(F)12=132(F)13=132(F) ��-Gj �<JG1NE4- '27 Q 8 .40PE 9r -7:4.0R SON .. O O 0. y GARY 12,2 \- 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 1 December 4,2015 i a a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. INN,, Design valid for use only with MraelyS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/1MQuality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042124 PL15-409_UPPER F04 FLOOR GIRDER 2 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:01 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdII-hLKw GnrRwHShlbLeg4euOogeLBXgTc2?zgNW1yCcwq 1 1-10-4 1 1 1-9-0 1 0148 Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 = 5x6 II 4x6 II 5x6 II 1.5x3 = 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e ,,i \ _ /0\_/ 'Nez 27 \___/.4\E./N. ,/ IiJ m. 26 25 24 23 22 21 20 19 18 17 2x4 II 5x8= 4x6= 3x6 FP= 3x5= 3x5= 4x8= 3x4= 1.5x4 SP= I 23-11-12 23-11-12 1 Plate Offsets(X,Y)— 127:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 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 Ina 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 3-1Od(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. ��E(} P R pFFsd' 6)In the LOAD CASE(S) < section,loads applied to the face of the truss are noted as front(F)or back(B). ��5 ANG)N EF9 /0 LOAD CASE(S) Standard I, 444 -7 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Q � 40 P E r— Uniform Loads(plf) i Vert:17-25=-8,1-16=80 Concentrated Loads(Ib) / Vert:28=-20(B) 11111. y ORE . ,o 0 0,41 RV 12-2o�C? ,° SOON re,, ...,N40- 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 MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Miieks 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 tabricafion,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042125 PL15-409_UPPER F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:02 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-9XuJBcoUCEPJJvAYCNbtRcLt6IgkZ4TBEdax3TyCcwp I 1-2-12 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 L d N 7 t 4 3 1.5x3 I I 3x4= I 1-5-12 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 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. ��Ep P R OFFS ' �c\� L N ESR wo2 4t- 8 40 P E 9 >. r" A. dir y ORE •N �� 6, ARY12 O O O S00\`‘ N Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 c ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. MN' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated o to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T1.11 Qualify Criteria,DSB-89 and BCSI Building 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(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:02 2015 Page 1 I D:c53 KNt9 S 8dZA N g LpvM E nZkyC d 1 1-9X uJ B co U C E P J J vAYC N bt RcLr7I a iZzZB E dax3TyCcwp 0-1-8 H I 2-1-12 1 2-6-0 Scale=1:35.5 1.5x3 II 1.5x3 = 1.5x3 = 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x6 FP=1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • o a T a e 18 g 2, n 17 k e m d 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 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.12 13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.20 13-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:101 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=886/0-2-12,16=886/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1750/0,3-4=1750/0,4-5=2406/0,5-6=-2406/0,6-7=1835/0,7-8=-1835/0,8-9=-1835/0 BOT CHORD 15-16=0/945,14-15=0/2219,13-14=0/2219,12-13=0/2262,11-12=0/1076 WEBS 9-11=1334/0,9-12=0/940,6-12=-529/0,4-15=-581/0,2-15=0/998,2-16=1240/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. �g��tJG N k-`S/O 444 -7 Q (�OPE � -7 ORE•N .. 0 .140,1 12 2°QC, OO SOON Q Digital Signature EXPIRATION DATE: 12-31-16 1 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. 111,111., Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPl1 Quality Criteria,DSB-89 and SCSI Building Component Safety Informafion available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042127 PL15-409_UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:03 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-dkShOyo6zYXAx31km576zpt2v90_IXCKSHJUbvyCcwo 0-18 Scale=1:39.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 C a s L - II 42 ''l II N ii41. 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 I 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 I 12-0-0 I 13-4-0 I 14-8-0 1 16-0-0 I 17-4-0 1 18-8-0 1 20-0-0 I 21-4-0 1 22-8-0 123-11-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-40 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-40 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-11-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. <<- co P R()Press �c\� �NGINEF'9 /02 e 8 >,40PE 9r AO -v ORE *N �� y�UgRY,2 2 0 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 MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not NI, a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Crieda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042128 PL15-409_UPPER F08 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber Si Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:04 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-5w03clpkkrfl YDKwJoeLW1 QDgZMV 1 xCUhx327LyCcwn 2-0-0 I r—, 1 1-2-12 Q-tr8 Scale=1:42.9 3x6= 3x4 I I 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 : 26 d i i i iiii\ii,,,, /,/,„i i i i i 1&.\\.'4 I I I 1 ro N '//- '.... \i d � • ' .a.A1. to 24 23 22 21 20 19 18 17 16 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x6= 3x4=- 25-2-0 25-2-0 I 23-6-12 23-6t4 I 23-6-12 0-1-0 1-5-12 Plate Offsets(X,VI— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) 0.00 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.02 23-24 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:138 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 23-8-4. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)18 Max Gray All reactions 250 lb or less at joint(s)24 except 17=768(LC 1),17=768(LC 1),23=392(LC 3), 21=364(LC 3),20=363(LC 3),19=361(LC 3),18=296(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 16-25=-377/0,25-26=-377/0,15-26=377/0,13-14=0/286 BOT CHORD 16-17=-286/0 WEBS 14-17=-579/0,14-16=0/474 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 24-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). c��e`0) PR Open LOAD CASE(S) Standard G I N 6,6-,, 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,� � N �2 Uniform Loads(pit) "57 Vert:16-24=8,1-14=-80,14-15=180(F=100) CZ- 8 40PE r' Concentrated Loads(Ib) OF Vert:15=-272(F) -I ORE : Job Truss Truss Type Qty Ply POLYGON R46042129 PL15-409 UPPER F09 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:05 2015 Page 1 ID:c53KNt9S8dZANgLpvM EnZkyCd I1-Z6a RpdciM V9ntAMv7tW9a2 EzPgzhTm RidwbobfoyCcwm 004 Scale=1:14.0 1 2 3 4 5 6 7 e e e e e e o 16 II 'C'S b N N 15 u i o a II 1 1. 14 13 12 11 10 9 8 1-4-0 2-8-0 4-0-0 5-4-0 1 6-8-0 I 7-4-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:38 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 7-4-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)14,8,13,12,11,10,9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. <��~Go P R Oren coC?� ANGINE-4- wO w 9 cc' 8 *40PE ,r -v OR Or r.c) 0 -V&,CRY 12.'1, CI � 0 SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 if 1 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 M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DOB-89 and BCSI Building Component Suite 109 Safely Informalon 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 R46042130 PL15-409 UPPER F10 GABLE 1 1 Job Reference(option) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:05 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-Z6aRpdgMV9ntAMv7tW9a2EzPfzhSmRhdwbobfoyCcwm 004 1 2 3 4 5 6 Scale=1:12.8 e e e 14 0N d 13 e 1 e o e e- 12 11 10 9 8 7 1-4-0 I 2-8-0 I 4-0-0 5-4-0 I 6-2-12 1-4-0 1-4-0 1-4-0 1-4-0 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 6-2-12. (lb)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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 b PROpe, ��6 �tJG N EF9 wO 2 c- 8 I•4OPE 9r OP y ORE eN r.IV � O.S.��,4FtY t2 Z-, 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 MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MIT.. 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 overaN building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mel(' 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 Infomrafion available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042131 PL15-409_UPPER F11 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:06 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-1 J8p1 zr_GTvkoWTJRDgpbSVYXMxCVmGn9FY8CEyCcwl 0-1-8 HI 1-8-12 I I 1-6-8 2-0.0 1 Scale=1:38.0 354= 3x4 = 354 I I 4x4 = 3x4= 354= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 e IA ° 9 '& o m o • 2 ., \l / \ ZX ZN ZX ZX0 d N 2 m O O p R 21 20 19 18 17 16 15 14 3x6= 3x6 FP= 3x5= 355= 3x6= 354= 4x6=- I I 1-11-12 2-111-4 22-4-12 1-11-12 0-1-8 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.12 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.19 16-17 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.05 14 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:18-20. REACTIONS. (lb/size) 14=856/0-2-12,20=1364/0-5-8 Max Gray 14=880(LC 4),20=1364(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/346,2-3=0/345,3-4=-1381/0,4-5=-1381/0,5-6=2237/0,6-7=2237/0,7-8=-2294/0,8-9=2294/0, 9-10=2294/0,10-11=-1556/0,11-12=-1556/0 BOT CHORD 19-20=138/646,18-19=138/646,17-18=0/1900,16-17=0/2357,15-16=0/2017,14-15=0/881 WEBS 1-20=-484/0,12-14=1191/0,12-15=0/912,10-15=623/0,10-16=0/374,5-17=0/492,5-18=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). ��0D P R Opec, LOAD CASE(S) Standard SCJ �tAG I N EF9 /0 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 C? 2 Uniform Loads(plf) 9 Vee:14-21=-8,lb 1-13=-80 •40PE Concentrated Loads(Ib) y Vert:1=272(F) -v OREG•,o, 0 -v&,41 i2,`fr 0. OO SOONO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 1 p ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Qualify Criteria,DSB-89 and BCSI Budding 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 R46042132 PL15-409_UPPER F12 FLOOR GIRDER 1 1 Job Reference(ontionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:07 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-V VhCEJrc1 ml bPg2V?wB28f2lEmKXEJawNvHikgyCcwk 0-1-8 H I 1-2-12 1 p-8-41 2-0-0 1 Scale=1:43.4 1.5x3 = 3x6 FP= 3x6 FP= 1.5x3 = 4x6 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ; .. \,I ' '4.0 L , hil N\44!,4 ' 1 \ '1 L':-/NN--/°°"/ X / N: cc5' 26 r1 �� s - o ' Ezro 25 24 23 22 21 20 19 18 17 1.5x3 II 4x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x4 = 1-5-12 1- yr4 25-2-0 1-5-12 0-1-8 23-6-12 Plate Offsets(X,Y)— F1:0-1-8,0-0-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.09 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) -0.15 19-20 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.04 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:167 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 purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:24-25,23-24. REACTIONS. (lb/size) 17=622/Mechanical,24=2401/0-5-8 Max Gray 17=640(LC 4),24=2401(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/297,2-3=0/293,3-4=-839/24,4-5=-839/24,5-6=-1707/0,6-7=-1707/0, 7-8=-1707/0,8-9=-2057/0,9-10=-2057/0,10-11=-1891/0,11-12=-1891/0, 12-13=-1891/0,13-14=1210/0,14-15=-1210/0 BOT CHORD 22-23=0/1327,21-22=0/1327,20-21=0/1933,19-20=0/2024,18-19=0/1603,17-18=0/668 WEBS 2-24=-1393/0,1-24=-465/0,15-17=-890/0,15-18=0/720,13-18=-524/0,13-19=0/382, 8-21=-329/0,5-21=0/530,5-23=-678/0,3-23=0/857,3-24=-709/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-1-8,and 1230 lb �c 3 PR pF� ' down at 1-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6' 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �\CJ \AG I N E 7 wo LOAD CASE(S) Standard Q _,640 P E 9r 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p8) 40, Vert:17-25=-5,1-2=-150(F=-100),2-16=-50 Concentrated Loads(Ib) Vert:1>272(F)2=-1230(F) c.-- -v,„,_ORE .1r.� �'y0,4iRY122��0- OO SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 14111,, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Balding 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 R46042133 PL15-409_UPPER F13 Floor 5 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:c53KNt9S8dZANgLpvMEnZkyCdl1-zhFaSfsEEn4S9S1 gdiYeiHgtbubAh4zno3c21 FG7yCcwj 1 0-6-4 4x4 A 1-2-0 I I- 0-8-7 4x4-k 1-2-0 1 1 0-6-1 1 1—f 1 2 3 4 5 4x4= 6 Scale=1:12.9 J 7 ____ 13 d N k — 4x4 = 12 11 10 9 8 41* 4x4= 4x4= I 2-10-11 1 3-5-11 1 4-0-11 1 4-11-4 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)— 12:0-1-8,Edge1.14:0-1-8,Edgel,f5:0-1-8,Edael.f7:Edge,0-1-81,f10:0-1-8,Edgel,f12:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=209/Mechanical,7=204/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. ��,, .fl PR ores, �,\� NC'11VEF9 /0� CC' % <' 40PE or 9 ORE � '.� 0y2�gRY 12 1. 0 OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 1 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 111111., Design valid for use only with Mtrek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing !Ariel(' 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,BSB-89 and BCSI Buiding 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 R46042134 PL15-409 UPPER F15 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdII-zhFaSfsEn49S1gdiYeiHgtbskAfKzlQ3cZ1FG7yCcwj I ° 4 I I 1-2-0 I I 0 a7 1-2-0 I I 1-5-1 I 2-6-0 Scale=1:16.4 1.5x3 II 4x4= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4x4= 4 5 6 7 y • • 0 -\ N A D D D b 3x4= 13 12 11 10 9 8 1.5x3 II 1.5x3 I I 4x4= 4x4= 3x4= I 2-10-11 1 3-5-11 1 4-0-11 1 8-2-12 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)— 1.2:0-1-8,Edge),f3:0-1-8,Edge1,f9:0-1-8,Edae1,f10:0-1-8,Edgel,f13:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. �<C\N°G.PR ofiF6s c 8 >.40 P E 9c-- -I OR IF �� 0 .v0,1RY' 2 , 00 SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 808.7473 rev.10/03/2015 BEFORE USE. 1. Design valid for use only with MiTek®connectors.This design v 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 the design into the overall g building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mak' 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/1P11 Quality Criteria,DSB-89 and BCSI Building Component ////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 R46042135 PL15-409 UPPER F16 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:09 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-Supyf?ttYOHJf Cu6LDWD472uaxoiScDrDmopZyCcwi 0-1-8 H f 1-2-12 1 I p_5..42-0-0 1 Scale=1:42.8 4x5= 3x4= 3x4 I I 3x4= 3x4= 3x4= 3x6 FP=3x4 = 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 a 11\1/ \\,/, 14S\ / X ,•,•••••••/ \ss\ / \ \ii„. O li0.1 24 23 22 21 20 19 18 17 16 4x6= 4x6= 3x6 FP= 3x5= 3x5 = 3x5= 4x6= 3x4= 1 1-5-12 1-7r4 25-2-0 1-5-120-1-8 23-6-12 1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.21 19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.33 18-19 >867 360 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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). `�Qt, J P R OPE-, LOAD CASE(S) Standard C. GIIN4-- kv 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,.— et. Uniform Loads(plf) Vert:16-24=8,1-15=-80 ' 8 mil-OPE c-' Concentrated Loads(Ib) dr Vert:1=272(F) c.--. OR SON .. 0y�04RY. i 2��C? 00SOONO Digital Signature I EXPIRATION DATE:12-31-16 December 4,2015 c ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. N1- Design valid for use only with Mi rel&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Quality Criteria,DSB-89 and BCSI Buiding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042136 PL15-409_UPPER F17 Floor 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:10 2015 Page I ID:c53KNt9S8dZANgLpvMEnZkyCdl l-w4NKsLuVJhPAG8n4g31111gDD_HHRXbM3tWML?yCcwh 0-7-4 2.6.0 I 0-18 Scale=1:40.7 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 /1\ a 21 o \ O V NN V No. <4, \\\! A \ a o e m v7 Ntr 07 4 20 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 0-h8 23-11-12 0-1-8 23-10-4 Plate Offsets(X,Y)— 119:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4,19=1043/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. 0.0 cc � 9 8 .40PE I-- APP y ORE114 ,:) Ory-v& RY 12'V C, �° SOON O Digital Signature EXPIRATION DATE:12-31-16 J December 4,2015 t 1 ®WARNING-Verrty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111., Design valid for use only with Mfrek®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 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/TP11 Quality Criteria,DSB-89 and BCSI BuIlding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042137 PL15-409_UPPER F18 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-0Gxi4hu74?X1 uHMGEm G_IVDO3NciA_iWIXFvtSyCcwg 0-1-8 OW 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 - c - a - 9 - m 9 20 pi N 11l V V V 7 2, N _ e m D - 101 19 18 17 16 15 14 13 6x6= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23.8-0 23-8-0 Plate Offsets(X,Y)- (19:Edge,0-1-81,119:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.21 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.35 15-16 >803 360 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.07 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1032/Mechanical,19=1027/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1461/0,3-4=-1461/0,4-5=-2950/0,5-6=-2950/0,6-7=-3206/0,7-8=-3206/0,8-9=2235/0,9-10=-2235/0, 10-11=2235/0 BOT CHORD 17-18=0/2345,16-17=0/2345,15-16=0/3219,14-15=0/2862,13-14=0/1276 WEBS 11-13=-1581/0,11-14=0/1188,8-14=-777/0,8-15=0/426,6-16=333/0,4-16=0/750,4-18=-1095/0,2-18=0/1511, 2-19=1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Bearing at joint(s)19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. ��4ED P R pFFss �C'�0 NGINEFR /��' : -,640PE 9r 0, ir -I ORE�r.p 06,,'1"&„41 12 20a' 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 MB-7473 rev.10/03/2015 BEFORE USE. hill Design valid for use only with MiTebE connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:c53KNt9S8dZANgLpvMEnZkyCd11-sSV5H1 vlrJfuWRxTnUnDrjlbsn27vZNfXB?TPuyCcwf 0-1-8 HI 1-8-12 1 1 2-2-0 1 2-6-0 I Scale=1:38.5 1.5x3 = 3x6 FP= 3x6 FP= 1.5x3 = 5x6 II 4x6 II 2 3 4 5 6 7 8 9 10 11 12 L 0 d b a r`r -74. 7 20 6 ° ° a s 19 18 17 16 15 14 13 1.5x3 I I 3x6 FP= 3x8= 3x5= 3x4 = 1 1-11-12 2-114 22-4-12 1 1-11-12 0-1-8 20-3-8 Plate Offsets(X,Y)— [1:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 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 Ina- NO WB 0.23 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:143 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 13=811/0-5-8,18=3148/0-5-8 Max 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=-1649/154,45=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 � E) P R Op 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). �.., �1 G I N RFR /0 LOAD CASE(S) Standard CC 8.: 40 P E 29r 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 -- Uniform Loads(plf) Vert:13-19=8,1-2=180(F=100),2-12=-80 Concentrated Loads(Ib) Vert:1=608(F)2=-1200(F) v O 9 ORE •N 0 .1V„1 RY t 2 '1-o c9 OO SOON O Digital Signature 1 EXPIRATION DATE:12-31-16 December 4,2015 6 p ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mit., 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 applicabi ity 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 Miller` 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 Quality Criteria,DSB-89 and SCSI Bufding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F20 Floor Supported Gable 1 1 R46042139 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 vlrJfuWRxTnUnDrjlcun45vcQfXB?TPuyCcwf Scale=1:18.7 1 2 3 4 5 6 7 8 9 10 J L° ° J J L° d d N ry' O O O O O O o OI F 20 19 18 17 16 15 14 13 12 11 I 11.48 11-48 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code IBC2012l1-P12007 (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 REACTIONS. All bearings 11-4-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (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. <c�ti� P R oFFss/2 ��\� �NG)NEF9 8��40PE �r y OR SON r.c3 Oy0 U'�Ry 12 ZOI53 C? 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 MITEK REFERANCE PAGE MI47473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based onlyupon parameters shown.and is for an individual building component,not LS 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/fPit Qualify Criteda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Inlomtion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 ra Citrus HeiaMs,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042140 PL15-409_UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-Kf3TVNwNccol7bVV LBISNwIkjBQZe3VpmrkOyKyCcwe 1.5x3 I I 0-7-12 2-6-0 1J5x3 II 1 2 4x4= 3 Scale=1:13.0 Li N. L d N 5 4 4x4= 3x4= 0i1-Ft 3-4-12 I 0-1-8 3-3-4 Plate Offsets(X,Y)— f5:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012(TPI2007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=144/0-1-8,5=144/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <��Ep P R OFFS, ��5 NAG CC �40PE �r ar C.-- ORE '.411, o 0�y'W(1�RY 12 `fe, kg �LI SOON ,....,\4. Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t __ I WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek©connectors.This design is based on upon parameters shown,and is for an individual building component,not �' a truss system.Before use,the building designer must verity 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/IPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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 I ID:c53KNt9S8dZANgLpvMEnZkyCdl1-Kf3TVNwNccol7bWMLBISNwlkeBNge_npmrkOyKyCcwe 1 1-3-12 I 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 7LL L7 e _ dN. N .0i, N. 7No.. dN B e 1. 1. 1.. 10 9 3x4 = 3x5= 3x5= 3x4 = 'OP 14-3-12 0-1-8 14-2-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. G0.0 5 NE E C�? A � 8 +40P -tiOi;;; RE iN r..0C & 2 CIy 12- OO1 Digital Signature EXPIRATION DATE: 12-31-16 ! December 4,2015 t / lor WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Wield®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 Milek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualtiy Crtieda,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 R46042142 PL15-409_UPPER F23 Floor 7 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:14 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-ordriix?Nwwcll5rvvphw8ru 1 bgwNOAy_VUZUmyCcwd ��1 2-6-0 I 0-H8 Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 ii 20� � .4111111P17 ' 14 N I e- a lir IIVV - - 19. 0/ mi 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5 = 3x8 = 3x4= I 21-6-12 21-6-12 Plate Offsets(X,Y)— It:Edue,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=937/0-2-12,12=937/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=949/0,1-2=-414/0,2-3=-414/0,3-4=2170/0,45=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. R '<<-\- R, P oFFss C��Co ANG I N4- o, 19 40 Q ,.'.4� 0PE 9r' -4,_OREG�r.. C' '04 RY 12 2��c, O0 SOON ° Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 / mit ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Bolding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042143 PL15-409_UPPER F24 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:15 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-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 e a 9 a 8 8 e a o —IL_ e a 9 La . 38 d d N N M 37 0 o a o 0 0 0 0 Fe o 0 0„ o e o e 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1 1-4-0 I 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 I 9-4-0 1 10-8-0 1 12-0-0 I 13-4-0 1 14-8-0 I 16-0-0 1 17-4-0 1 18-8-0 I 20-0-0 2C1-4-112 1-4-0 1-4-0 1-4-0 1-40 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 04-1+2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:97 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 20-4-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Uplift All uplift 100 lb or less at joint(s)19 Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,32,31,30,29,28,27,26,25,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 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. ,<°?, PROF FSS co NGINEF6) /O1, Q 8 .40PE 9r y ORE .N '.s Oy�U'i RY 12,Z��C? 00 SOON O Digital Signature 1 EXPIRATION DATE: 12-31-16 ) December 4,2015 1 / ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with M7ekl9 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 MifekE is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Buiding 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 R46042144 PL15-409_UPPER F25 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:15 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-G1ADw2yd8E2TNvf2TcKwSLN5L?6k6zA5D9D70DyCcwc 0-1.18 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 0 0 0 0 0 0 0 0 0 0 0 e• 0 0 0 e o m 38 d d A s 37 XxxxxxxxXxxxXxx" XX/ / >x / A ,,, ,, xxXX xxXxxxxxxxX7\XXXX xxXxxxx�9 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= I 1-4-0 1 2-8-0 I 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 I 14-8-0 1 16-0-0 I 17-4-0 1 18-8-0 I 20-0-0 1 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) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 21-6-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. <o\'`.., .-0 P R oFFss ��\ c, ,..,. 9 ��2 Q :� 8 40PE 9r dir s y ORE I!/ 06y,0AIRY 12 2O�t;� SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 I mil a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate lb's design into the overall e building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekg is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Cdferla,DSB-89 and BCSI Building Component Suite 109 Safety Infomration 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 R46042145 PL15-409_UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:3816 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-kEkb70yGvXAK 3EE0Jr9?ZwDXOKOrFJFSpzgYfyCcwb 1 1-0-4 1 2-6-0 0.1H8 Scale=1:41.5 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 a 21 d V \! NN rree'NN.3 o A e -V ,m, I77 e. \-e, 20. 19 18 17 16 15 14 133 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 0111-8 24-4-12 0-1-8 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1062/0-5-4,19=1062/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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 31 nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. X0,0 PR()Fess �c.'c, tJG N R9 /'c) cc- : ,640PE �r 0 4r y ORE '.� may,-, RY 12 2Oa� ll 111: 1 O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 + 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A81-7473 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 on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety 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 R46042146 PL15-409_UPPER F27 Floor 2 1 Job Reference Optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DQIzLkzugrlAcCpQa1 NOYmTQ9olBaprOgSiE55yCcwa 1-7-4 2-3-0 t'18 Scale=1:23.3 1.5x3 II 1.5x3 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 = 1 2 3 4 5 6 7 "/' 1" . . o _ — - — I 13 7 --407 , d I o N d 11 a o 12 1 10 9 3x4= 3x5= 3x5 = 3x4 I 13-5-12 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 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=582/0-5-4,11=582/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. 4\(- PROre ss ct- 8 :i40PE 9c--- OF v ORE :� N. O)yOU4RY t2 `ZOIC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i e a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1911 Quality Criteria,DSB-89 and BCS1 Bugding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042147 PL15-409_UPPER F28 FLOOR SUPPORTED GABL 24 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 0 Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DQIzLkzugrlAcCpQa1 NOYmTSUooGatAOgSiE55yCcwa 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 F • 4 1.5x3 I I 3x4= pp 1-3-8 0-b-3 1-3-8 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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 lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=64/1-3-11,3=64/1-3-11,3=64/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. • �� ED PR OFFss c, NGiNFF9 io2 e 8 )40PE 9_, ORE �N 0,0�4RY12 2O�t4 soon Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and b 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 b 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/IP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042148 PL15-409_UPPER F30 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DQIzLkzugrlAcCpQa1 NOYmTS7ooLatAOgSiE55yCcwa 1.5x3 II 1 4x4 = 2 Scale=1:13.3 L d N 1 4 3 1.5x3 II 4x4 = III 0-9-12 I 0.fM 0-9-12 Plate Offsets(X,Y)— I1:Edge,0-1-81,13:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <0?, PR opFss wc*. �co tJGINEF,9 /22 : t640PE v1' S" I -v ORE.r.� 0 'V0/I RY 12 2��CI 00 SOON O • Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111, Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTok' 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 BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042149 PL15-409_UPPER F31 FLOOR SUPPORTED GABL 1 1 Job Reference(ptionall 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 E MOd8kud4_?dE C7VJ KQYv6SndYyCcwZ 1-0-8 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 L _ o , d N ♦ ♦ ♦ ♦ .♦ 4 ♦ •• 1.5x3 I I 3x4= 1-3-8 I 0-d-3 1-3-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=64/1-3-11,3=64/1-3-11,3=64/1-3-11 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��0p PR OFFss ��0 c GINRFR /p 2 cZ 8 .40PE 9r Air -I ORE •N �� 2 O 0•y &'�RY-1 2 �C? 00 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.1W0312015 BEFORE USE. Design valid for use only with Mirek®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/TPD Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citms 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 Si Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-hcsMY4_WR9Q1EMOd8kud4_?dLC7VJKuYv6SndYyCcwZ 1 2 3 4 Scale=1:13.0 — — — L d A — — — r 8 7 6 5 1 3-7-0 1 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incl YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��o) P R Oress cc40PE -9r dr ir (:-.57,,,.ORE ,s. �y "'41RY 12 20�� ° SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 8111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7eke 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information,available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042151 PL15-409_UPPER F33 FLOOR SUPPORTED GABL 1 1 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_WR9Q 1 EMOd8kud4_?cfC7RJKQYv6SndYyCcwZ 1-4-0 1. x3 II • 3x4 = 2 Scale=1:13.2 0 0 d d N N • 1.5x3 II 3x4= 1-7-0 02 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=80/1-7-2,3=80/1-7-2,3=80/1-7-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. • <(5t, PR opFss NGINEE• e 8 .40PE of • y OR ON '.� 1 e UgRY 12 2OaC' SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10103/2015 BEFORE USE. Design valid for use only with 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 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 properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI//P11 Quality Criteria,DSB-89 and BCSI Building Component Safety InformatIon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss 'Truss Type Qty Ply POLYGON R46042152 PL15-409_UPPER F34 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:19 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-9p0kIQ?8CSYurWzpiSPsdBYoncTg2ngh8m BK9yCcwY 7x10 II 1 2 Scale=1:13.3 4 3 7x10 II 0-7-4 0-0-2 0-7-4 Plate Offsets(X,Y)— 11:Edae,0-1-81,F4:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 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 IBC2012fTP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-7-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=26/0-7-6,3=26/0-7-6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PR oFFss 4,4 NGINEFR 2 8 .40PE 9r" Ale or • - OR •N 'o 0 .V0..4 RY 12 C? OO SOON Digital Signature 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. 1- Design valid for use only with MiTekrg 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 Marek' 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/D.11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042153 PL15-409_UPPER F36 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:19 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-9pQklQ?8CSYurWzpiSPsdBYntcTk2ngh8mBK9yCcwY I 1-1-4 I 1.5x3 I I 1 3x4= 2 Scale=1:13.2 - o d N er I- 1.5x3 I I 3x4= I 1-4-4 o-d-2 1-4-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 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 IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=68/1-4-6,3=68/1-4-6,3=68/1-4-6 FORCES. (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, P R OFFss co NGINEF9 /� w cc. 7.... 9r y ORE o 0/y��q RY 12 `ZOIC? O SOON Digital Signature I EXPIRATION DATE:12-31-16 ) December 4,2015 t r WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 Milele is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042154 PL15-409_UPPER F38 Floor Supported Gable 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-d?_6zm?mzmglTgY?F9w59P5zpOp_nDwrNQxuhQyCcwX 1-0-0 1.5x3 II 1 3x4= 2 Scale=1:13.2 N • 4 � ' 1.5x3 I I 3x4= 1-3-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 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. PR OEFss w�\� �‘AGI NEF9 Wog 8OPE 9�' -vOREoN Oh•O��RY 12 2o�' - O SOO\I Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Inforation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 m Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042155 PL15-409_UPPER F50 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:20 2015 Page 1 ID.c53KNt9S8dZANgLpvMEnZkyCdll-d?_6zm?mzmgITgY?F9w59P5yzOpunDwrNQxuhQyCcwX I 1-5-0 I 1.5x3 I I 1 3x4= 2 Scale=1:13.2 0 0 • d d N N .•ss s. 1.5x3 I I �'• 3x4= 1-8-0 1-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=85/1-8-0,3=85/1-8-0,3=85/1-8-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <0E\03 PROF es,s, 'Z" 40PE 411, 9r ip yORE sr '.� 00 4RY12Z� �C? 00 sOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10103/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M�Tek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Cdteda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042156 PL15-409_UPPER F51 Floor Supported Gable 1 1 Job Reference(optional/ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:20 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCd I1-d?_6zm?mzm gfTgY?F9w59P5ziopzn DwrN QxuhQyCcwX 1-0-12 1.5x3 11 1 3x4= 2 Scale=1:13.2 0 o d 0 N N 4 ♦ ♦ e. 1.5x3 II 3x4= I 1-3-12 l 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-12 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. 0) PROF co NAGINE- /0 ct 8 t•40PE f- OP -7 ORE •N r.dir � 0 '4V,4 Z Y i V c, 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 1 , a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mfrekih 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 b fo prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Inloafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rm Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042157 PL15-409_UPPER F53 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-5BYUA600k4ocSg7BptRKicd80P9G WgA_b4gREsyCcwW 1.5x3 11 1 4x4= 2 I Scale=1:13.3 L tom' 4 3 1.5x3 I I 4x4= 0-11-0 0-11-0 Plate Offsets(Xy)- [1:Edge,0-1-81,f3:Edoe,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 0.03 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 Inc: YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-11-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=44/0-11-0,3=44/0-11-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <(-9 PR oFFss 4.1 \AG)N4. Q 8 4O P E 9r- J y ORE 4110 Cay-N&11 RV 12 2 a\4 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �Q Design valid for use only with MiTekd 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 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 Safety Infonallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 n Citrus Heights,CA 95610 .Job Truss Truss Type Qty Ply POLYGON R46042158 PL15-409_UPPER F54 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-5BYUA600k4oc5g7BptRKicd8AP9H WgA_b4gREsyCcwW 1.5x3 II 4x4 = 2 Scale=1:13.3 ' N a 4 3 1.5x3 11 4x4= 0-9-0 0-9-0 Plate Offsets(X,Y)— I1:Edae,0-1-81,(3:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC20127PI2007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=34/0-9-0,3=34/0-9-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��Ea P R OFFS' ,C?�0 NG1NeF9 d 640PE 9r • -9' Mir ORE • � 06, 44gRY 12 O�� SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and its 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 info the overall building design. Bracing indicated k to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire+k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component ////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 Gable 1 1 PL15-409_UPPER F55 Floor Supported Job Reference(ootionall Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-5BYUA60Ok4oc5g7BptRKicd8jP9EWgA b4gREsyCcwW 1.5x3 II 3x4= 2 Scale=1:13.2 d ........ 4 3 1.5x3 I I 3x4= 1-1-12 1-1-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 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 Ina' YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012frP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=56/1-1-12,3=56/1-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8 .40PE y ORE eN cz, pyo 04 RY 12 2,. O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ! B a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI'fPll Qualify Criteria.DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System ener Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) offsets are indicated. I Damage or Personal Injury Ira= Dimensions are in ft-in-sixteenths. 11.4k, 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. Q'1/16" NIMIIIMEMIM2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves „olhilpilti ,, 4 may require bracing,or alternative Tor I bracing should be considered. 1-� O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ 7-8 6-7 5-6 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0 'na' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each 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 1,6 ,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. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. �� 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. bill. 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(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. m rrok 9 BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek , . USA Inc 7777 Greenback Lane,Suite 109 Citrus Heights,CA 95610 Telephone 916-676-1900 Fax 916-676-1909 February 22,2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: I, Marcos Hernandez and MiTek USA,Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber&Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30,2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org f©r current license updated renewal status. If you have any questions, please contact me at 800-772-5351. Sincerely, +Gttii4, &7 OD 44.7 ,t2 44 co, 0. . 11 , EXPIRES: - 9 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations mit MiTeW 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. X0,0 PR()Fes c' cc 89782PE �r 4' OREGON c3 h' PAULR\,4 lExper4cr. 131121` • December 8,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 1.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. ' LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. , M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for D BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-06-12 7-06-12 T 1' T 12 12 IIM-9x9 7.50 F Q 7.50 3 l 0 0 M-3x4 M-3x4 y y y �. e v PRQ, ss 1-00 15-01-08 1-01 � ,LrCo �yO1NEtC,c� /��9 `� 89782PE r JOB NAME : 5019-B POLYGON Al . Scale: 0.9416 "''y WARNINGS: GENERAL NOTES, unless otherwise 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 for an Individual /r' l.J fl,OREGON ......"'s a,� Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper `- n V ��- 2.2x4 compression web bracing muslbe Installed where shown 4. Incorporation of component la the responsibility of the building designer. 51�.9�'*y V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom seechoa tbe laterally braced et *TA� A r i Y ., Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at IN c.c.respectively unless braced throughout their length by l DATE: 12/8/2015 the overall structure lathe re Ibl continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n/p LI 1 `. epona RN of the bulltling designer. 3.24 Impact bridging or lateral bracing required where shown*n �1 SEQ. : K 15 8 0 9 4 7 4.No load should be applied to any component until after all bracing end 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS ID: LINK WIN()loads be applied to any component. end are or"dry condition.of use. " 5.CompuTrus has no control over and,ssimes no responsibility for the S necessary. esign assumes NII beefing et all supports shown.Shim or wedge II EXPIRES: 12/31/2016 fabrication,handling, ry edlsujectodinslallednns/compoheyts. 8.Design oneothlfcele provided. December 8,2015 8.This design is furnished subject to Ihq limitations eel forth by B.Plates shell be located on both feces of case,and placed w their center TPI/`TCA In BCSI,copies of which v/elbe furnished upon request. lines coincide with Mint center linea. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-01-08 GIRDER SUPPORTING 6-00-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=(-209) 1326 6- 2=( -26) 371 BC: 2x6 KDDF #16flTR 2- 3=(-1161) 253 6- 7=(-208) 1316 2- 7=(-492) 142 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1161) 253 7- 8=(-208) 1316 7- 3=(-208) 989 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1668) 297 8- 5=(-209) 1326 7- 9=(-992) 192 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 15'- 1.5" V 4- 8=( -25) 371 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 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/ 12710 -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 for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.026" @ 7'- 6.8" Allowed = 0.710" MAX TL CREEP DEFL = -0.053" @ 7'- 6.8" Allowed = 0.947" MAX HORIZ. LL DEFL = 0.009" @ 14'- 8.0" MAX HORIZ. TL DEFL = 0.015" @ 14'- 8.0" 7-06-12 7-06-12 f T T 4-03-05 3-03-07 3-03-07 4-03-05 Design conforms to main windforce-resisting f f ,r system and components and cladding criteria. 12 12 Wind: 190 mph, h=21.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-4x6 7.50 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" 3 �� Truss designed for wind loads 11100 044inthe plane of the truss only. M-3x9 4 l 4 il pko mm= l l0 COMIIMIIMIIIMIMIIMII.MIMIMIMO r -a O M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4 1o J• i l l l l 4-01-09 3-05-03 3-05-03 4-01-09 P rlO ,'A 15-01-08 l ��" NAGj(s4 `ttS> <G R �w : 782PE JOB NAME : 5019-B POLYGON - A2 .r1'..,.e,►�'� Scale: 0.3698 WA lir I.Builder O. hRAe NOTisb, unless otherwise epanametnoted: $4 OREGON , Truss• A2 1.Builtler antl erection contractor should be advised of all General Notes 1.This design is based only upon the parameters mown and is m.en individual h and Warnings before construction commences. building component Applicability or design parameters and proper (, 2.2s4 compression web bracing must be Installed where Mown r, Incorporation of component Is the responsibility of the building designer. ��y9 '(„^ 3.Additional temporary bracing to Insure stability during combustion 2.Design assumes the lop and bottom chorda to be laterally braced at 74Ry ".0. S '4 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c,respectively unless braced throughout their length by ..+y` `(�' DATE: 12/8/2015 the overall structure Is the responsibility f the building tleal continuous sheathing such as plywood aheathing(TC)andior drywall(BC). �, n U U �.y) spona ty o g goer. 3.2t Impact bntlging or lateral bracing required where Mown r a i4 SEQ. : Ki 5 8 0 9 4 8 4.No load should be applied to any component until after all bracing and 4.installation of buss 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 bads be applied to any component and are for"dry condition"of use. 5.CompuTrusScenecontroloverendassumesnoresponsibilityforthe 8.Design assumes full bearing atall supportschown.Shim enwedgeif EXPIRES: 12/31/2016 fabrication,handling, necessary. shipment and innitstie of components. 7.Design assumes adequate drainage Is provided. December 8,2015 6.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 TPIANICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTnos Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 20-05-18 GIRDER SUPPORTING 35-09-00 FROM 7-00-00 TO 20-00-00 1- 2=( 0) 60 2-10-(-1590) 6376 10- 3=( -478) 200 14- 8=( -816) 142 2x6 KDDF #1&BTR 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: 208 KDDF #1&BTR3- 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 ROOF #1&BTR A; i LL = 25 PSI Ground Snow (Pg) 5- 6=(-10450) 2790 13-14=(-2884) 11174 5-12=( -586) 2898 2x4 KDDF STUD B; TC UNIT,LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V- 7=( -9390) 2442 14-15=(-2506) 10196 12- 6=(-1066) 278 2x6 KDDF #2 C; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 14'- 5.5"77- 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" 6'- 9=( -9480) 2360 6-14=(-2548) 758 BC UNIT 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 BRG AREA TC CpNC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CNC 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 29"OC UON. FOR 1 20'- 5.5" -1852/ 7713V 0/ OH 5.50" 12.34 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1 OVERHANGS: 12.0" 0.0" I,BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ,AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" ( 2 ) complete trusses required. MAX LL DEFL = -0.125" @ 11'- 9.7" Allowed = 0.977" Join together 2 ply with 3"x.131 DIA GUN 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 2x6 top chords, MAX HORIZ. LL DEFL = 0.030" @ 20'- 2.8" J� MAX HORIZ. TL DEFL = 0.049" @ 20'- 2.8" 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, X�/ webs. 'I 9" oc in 2 row(s) throughout 2x6 . (J(\ / Design conforms to main windforce-resisting system and components and cladding criteria. ** For hanger specs. - See appxov3.11p144 8-06-02 2-06-12 3-09-15 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 'f 1' 1' 'I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(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=l.6, f 1' +320# ' +320# ' T Truss designed for wind loads 12 12 in the plane of the truss only. 7.50 1 'Cl 7.50 M-4x8 M-5x10 M-0x8 M-3x8 v1ol000r5 6 7T2WWI I CR M-3x5 M-6x8M-5x12 9 -/ 3 T9 _ Aif i C oA AI-1\\\B / I 10 11 12 g 13 14 ff 15 **16 io .5x3 M-4x10 0.25' M-3x8 =:M-8x8 M-8x10 M-3x8 :-.14-10x10(S) b y y l y l l lCIN VA" P Qfifi 3-01-14 2-04 3-03-11 3-00-03 3-01-15 2-04-06 3-01-07 y y I * .` 0,401 NE�c.�, , 1-00 20-05-08 . 89782PE �. JOB NAME : 5019-B POLYGON - I,IB1 J�''� Scale: 0.2597 1 r 1�y��ii" \ „ •'A WARNINGS: GENERAL NOTES, unless otherwise noted: ' OREGON ^4) s,� 1.Builder end erection contractor sho d be advised of all General Notes 1.This design is based only upon the parameters shown and is bran IndNidual '( `.(_ Truss: B1 and Warnings before conslryction minencss. building component.Applicability of design parameters and proper j`- fl. L_ 2.2a4 compression web bracing must einstalled where shown*. incorporation of component lathe re poneblidy of the building designer. Ili) / v..l[?" V�. 3.Additional temporary bracing to insu a Raba/during construction 2.Design assumes the top and bottom chorda to be laterally braced at ♦ '"�1-1 I la the responsibility f the erlclor.A dllbnal t bracing f 2.o.c.and at 10'o.c.respectively unless braced throughout their length by Ily o permanen g o continuous sheathing such as plywood eheathing(TC)andior drywall(BC). ' A V 1 t L DATE: 12/8/2015 the overall structure R the rapponsi Ihy of the building designer. 3.27 Impact bridging or lateral bracing required where shown** 4.No load should be applied to any co ponent until alter all bracing and 4.Installation of truss la the responsibility of the respective contractor. SEQ.: K l 5 8 0 9 4 9 fasteners are complete end et no tints should any loads greater then 5.Design assumes trusses are to be used lea non-corrosive environment, design loads be applied to any component. and are for"dry condition"or use. TRANS ID: LINK 5.Commit ruahas nocontrol over and assumes no responsibility for the 8.Design assumes ullbeetlngale%suppodashooe Shimorwedgeif EXPIRES: 12/31/2016 necessary. fabs n,handling,shipment and Installation of components. 7. gn assumes adequate drainage is provided. December 8,201 5 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIANfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate 585 of plate in inches. MITelt USA,Ina./CofnpuTlus Software 7.6.6(1 L)-E 10.For basic connector plate design vaivas see ESR-1311,ESR-1988(MITak) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 10.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&15TR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, gilliii ., 0 1p DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.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. NI-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-11-04 7-11-04 T T f 12 IIM-4x4 12 7.50 Q 7.50 3 iiiI0 o / / j o M-3x4 M-3x4 b I y 1-00 15-10-08 �, P R p' w c� ti�Gt N& q ��P 9782PE c' JOB NAME : 5019—B POLYGON — C1 4 � • Scale: 0.9395 �. WARNINGS: GENERAL NOTES, unless otherwise noted' �� 40 Truss: Cl1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is Mr an individual • and warnings before construction commences. building component.Applicability of design parameters and proper ' . 2/. 2.2x4 compression web bracing must be Installed where shown x. incorporation of component h the responsiblllty of the building designer. .{J V /� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom unlesschobraced tbe laterally braced at 7 vi.k�t _ Is the responsibility of the erector.Additional permanent bracing of 2'o.o.and ateathin.respectively throughout their length by 1 ,,<Z".- 3. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �, t DATE: 12/8/2015 the overall structure lathe responsibility of the building designer. 3.2x Impact bridging Sr lateral bracing required where shown w 0 PAUL. SEQ. : Ki 5 8 0 9 5 0 4,No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no bine should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design mads be applied to any component. and are for condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,hentlling,shipment end installation of components. necessary. T.Design assumes adequate drainage is provided. December 8,2015 B.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their canter TPIAA'lCA In SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. uTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. MiTek USA,Inc./Com V ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&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=1 -98) 917 WEBS: 2x4 KDDF STAND 3-4=(-661) 189 7-4=(-211) 196 LOADING 4-5=(-877) 243 TO LATERAL SUPPORT 6= 12"OC. UON. LL'( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 60 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -83/ 666V -117/ 110H 5.50" 1.07 KDDF ( 625) ** For hanger specs. - See approved plans I5HITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 10.5" -129/ 789V 0/ OH 5.50" 1.26 KDDF ( 625) d EQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 1 MAX LL DEFL = -0.015" @ 7'- 11.3" Allowed = 0.748" MAX LL DEFL = -0.002" @ 16'- 10.5" Allowed = 0.100" 1 MAX TL CREEP DEFL = -0.003" @ 16'- 10.5" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.090" @ 12'- 3.1" Allowed = 0.471" i 7-11-04 7-11-04 0' MAX HORIZ. LL DEFL = 0.008" @ 15'- 5.0" MAX HORIZ. TL DEFL = 0.013" @ 15'- 5.0" 4-01-06 3-09-14 3-09-14 4-01-06 T T 1 T T 1 12 12 Design conforms to main windforce-resisting 7.50 IIM-4x4 Q 7 50 system and components and cladding criteria. I 3 4.0" Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I ,.t-,.....r (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. IIIIIIIIItillIll 1 M-1.5x3 I M-1.5x3 2 9 1 lD � ,..o O J.- 7 0 o M-3x9 M-3x8 M-3x4 to • 1 l y 7-11-04 7-11-09 �f, 0); PRO� 9 b 15-10-08 y 1-00 l ‘..\Ca1N4' /p2 ,_...-"Cl- 89782PE �r JOB NAME : 5019-B POLYGON - C2 Scale: 0.3985 ' V. 00,r \.4 :". . WARNINGS: GENERAL NOTES, unless otherwise noted: V .• •4) I.Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon Be parameters shown end Is for en Individual ,' OREGON • q^° �. Truss: C2 end Warnings before censtrucllan commences. building component.Applicability of design parameters and proper (-t 2.254 compression web bracing must be installed where shown*. incorporation or component is the responsibility m the building designer. ,,.1 �q 3.Additional temporary bracing lb Insure stability during constructionir 2.Design assumes the top and bottom unlesschobraced to be hterelly braced at �}' Y y. Is the responalblAry of the eredlor.Atli ltbnal permanentr 2'o.c.and Cl ea hin such ply braced throughout their length by 1. permanen bracing o continuous sheathing such as pcwood sheathing(TC)and/or drywall(BC). P. /l t L. \ NI DATE; 12/8/2015 the overall structure is the responsible y or the building designer. 3.2a Impact bridging or lateral bracing required where shown** �•1 1... SEQ.: 1<1580951 4.No toad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time,should any loads greater than 5.Design assumes trusses are to be used in a non-oorrosive environment design loads be appiied to any tompo'nent. and are for"dry condition'of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes Nu bearing at all supports shown.Shim or wedge EXPIRES: 12/31/2016 fabrication,handling, every shipment and laxaattio s se myth by a. 7.Design ha t assumes adequate drainage is provided. December 8,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces or truss,and placed w their center TPIM'TCA In BCSI,copies of which vii be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ine.ICompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wee) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 15-10-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDIF #103TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1121) 221 1-5=(-213) 869 5-2=(-107) 591 4-7=(-794) 176 BC: 2x6 ROOF #1&BTR 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=(-181) 837 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 173.4)+DL( 137.9)= 311.4 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -294/ 1185V -48/ 96H 5.50" 1.90 KDDF ( 625) NOTE: 2x4 BRACING AT 24"00 UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -225/ 1067V 0/ OH 5.50" 1.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. Single member as shown. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 Hangers attached to the bottom chord MAX LL DEFL = -0.007" @ 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" A 4-07-11 1-04-05 00 For hanger specs. - Se A approved plans 1' 1' MAX HORIZ. LL DEFL = 0.002" @ 5'- 10.3" 2-06-13 1-10-06 1-06-13 MAX HORIZ. TL DEFL = 0.003" @ 5'- 10.3" 1' '1 T 12 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 M-3x6 load duration factor=1.6, Truss designed for wind loads 4 -/ in the plane of the truss only. M-3x5 l0 AA4idØi 1 Irilli ■®i 1 1�1 5 6 7 0 M-5x10 M-1.5x3 M-6x8 M-1.5x3 • J• l 1 l 2-05-01 1-10-06 1-08-09 l ) ` ' 89782PE r JOB NAME : 5019-B POLYGON - CGIRD 2 ' ' Scale: 0.5100 v' a WARNINGS: GENERAL NOTES, unless otherwise noted:Is -V '^ E5 Truss: us CGIRD t, uilder end erection contractor should be advised of all General Notes 1.This designbased only upon the parameters shown end Is for an individual ( and Warnings before construction commences. building component.ApplicebllMy of design parameters and proper ()AEGON n 2.2a4 compression web bracing must be installed where shown e. Incorporation of component k the responsibility of the building designer. Alny e V �. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom unless braced to be laterally braced at1 :.T �(�j_ Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respecas ly throughout their length by ` V continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). ' .. U L C;\...4 DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where Mown r• !'{ SEQ. : K 15 8 0 9 5 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS I D: LINK design mads be applied to any component. and are for'dry condition'of use. 5.CompuTrus has Ira control over and assumes no responsibility for the 8.Design assumes NII bearing el all supporta ehown.3him or wedge 11 EXPIRES: 12/3112016 fabrication,handling, ssery. shipment and limitations of components. 7.Design assumes adequate drainage In provided. December 8,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates Mall be located on both faces of teres,and placed so their center TPIIVeTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerlines. 9.Digits indicate she of plate In Inches. MITek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1371,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08- 0 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12644) 2882 11-12=( -212) 1026 11- 1=(-8834) 2014 7-16=(-1384) 6212 2x6 KDDF #1&13TR Ti, T3 1 2- 3=(-14722) 3366 12-13=(-3012) 13592 1-12=(-3256) 14410 16- 8=( -510) 2158 BC: 208 KDDF #1&BTR LOADING 3- 4-(-12498) 2880 13-14=(-3304) 14900 12- 2=(-6542) 1502 8-17=(-1034) 270 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=1-15116) 3480 14-15=(-3298) 14734 2-13=(-1082) 264 2x4 KDDF #1&BTR A; TC UNIF'I LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 8.0" 13- 7=(-11482) 2668 15-16-(-3296) 14734 13- 3=(-1570) 6938 2x6 KDDF #2 B; BC UNIFI LL( 500.0)+DL( 360.0)- 860.0 PLF 0'- 0.0" TO 13'- 8.0" II- 7=( 0) 0 16-17=(-2232) 10140 13- 4=(-3476) 800 2x6 KDDF STAND C BC UNIFY..LL( 0.0)+DL( 20.0)- 20.0 PLF 13'- 8.0" TO 20'- 8.0" V- B=(-13464) 3100 17- 9=(-2222) 10102 4-14=( -532) 2396 ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 4'- 0.0" V 8- 9=(-12318) 2782 14- 5=( -404) 558 TC LATERAL SUPPORT <= 12"0C. UON. 9-10=( 0) 60 15- 5=( -620) 2750 BC LATERAL SUPPORT <- 12"OC. UON. I ADDL: BC CONC LL+DL= 1067.0 LBS @ 4'- 9.0" 5-16=1-4606) 1074 I ADDL: BC CONC LL+DL= 3533.0 LBS @ 14'- 8.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR '.LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -2373/ 10493V -114/ 70H 5.50" 16.79 KDDF ( 625) 20'- 8.0" -1732/ 76030 0/ OH 5.50" 12.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 0.0" 12.0" NAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. **HANGER BY OTHERS TO APPLY ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 2 ) complete trusses required. CONC.LOAD(S)EQUALLY TO ALL MEMBERS. Caution: Note bearing area requirements. Join together 2 ply with 3"0.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL - 0.133" @ 8'- 10.4" Allowed = 0.987" fi . MAX TL CREEP DEFL = -0.361" @ 8'- 10.4" Allowed = 1.317" 9" oc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 webs, I MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" \�/ 9" cc in 1 row(s) throughout 2x4 webs. _ 20'- M0-09-06 MAX HORIZ. LL DEFL =MAX HORIZ. TL DEFL = 0.070" @ 20'- 2.5" I 'f---1 3-05 2-06-11 6-09-01 7-11-04 '( T T 1' 1' Design conforms to main windforce-resisting 3-05 2-02-09 2-11-04 3-09-08 2-03-10 2-04 3-03-10 system and components and cladding criteria. T T T f T T T T T 12 M-3x4 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4X106 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 17 ' 7.50 load duration factor=l.6, /1 Truss designed for wind loads M18H5-7x143 7 M18HS-5x16 in the plane of the truss only. M-3x5 M-3x4 ** For hanger specs. - See approved plans q 5 T3MI M-2.5x4 or equal at non-structural diagonal inlets. ,M-10x10 MM 4441140" M18HS-7x19 M-MIN 3x5 f 1 z - - T1 A /iir A A M-5x16 o g I a to 11" 'n 12 13 14 15 16 17 0 M-3x10 M-8x10 0.25' M-3x10 M-8x10 M-1.5x3 0 MSHS-9x18 M-12x14(5) * * +1o$7# ,, y +3$33# y y Y 'f<(-� P Ek.).0 3-01-08 2-04-05 3-09-06 3-01 3-02-12 2-04 3-01-14 y y y R1�INF� l� 20-08 1-00 3. �C? � ,,,,,_."-4.1 ;9977�8�22PPE <' JOB NAME : 5019-B POLYGON - !D1 Scale: 0.2669 '"',---'�•��j✓' //��• WARNINGS: ' GENERAL NOTES, 051.55olherwisenotect K/' �'`� 43 1.Builder and erection contractor ah Ip be advised of all General Notes 1.This design k based only upon the parameters shown and is for an individual 9�OREGON ftiN �. Truss: D1 and Warnings before construction ncea balding component.Applicability of design parameters and proper A 1.2s4 compression b bracing must Installed where shown« incorporation of component is the responsibility or the building designer. �1.05) e7� GA G GG"" 3.Additional temporary bracing to Incurr alobaly during construction 2.Design assumes the top and bottom chorda to be laterally bread at 77 'l1 ii Is the responsibility f its erector.A Itbnal permanent bracing of T oc.and at 10 o c ro00s as plywood unless braced throughout their length by DATE: 12/6/2015 the overall structure is the responsibility 1 the building deli continuous sheathing such es plywood aheathing(TC)ander drywall(BC). PA U L p Mty o 9 gner. 3.Iv Impact bridging or lateral bracing required where shown++ SEQ.: Ki5 B 0 9 5 3 4.No bed should be applied to any codlpanent until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete end st no time should any loads greater than 5.Design assumes trusses are to be ueetl Ina noncorrosive environment, design bade be applied to am/component. and are for"dry condition"of use. TRANS I D: LINK 5.Compalrus has no control over end pawmee no responsibility for the 6.Des ign assumes lull bearing al all supports shown.Shim or wedge if fabrication,handl) ryEXPIRES: 12/31/2016 lie shipment and of component.. 7.Plates assumes adequate drainage is provided. December 8,2015 6.Thle design is furnished subject to the endatbna set forth by 8.Plates shell be located on both feces of truss,and placed so Meir center TPIIWTCA In SCSI,copies of which',gibe furnished upon request. lines coincide with joint center lines. 8.Digits Indicate size of plate In Inches. MITek USA,IOc.ICompuTrus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1371,ESR-1868(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-09-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 206 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-10=(-1395) 3725 3-10=( -199) 491 8-14=(-5112) 2146 2x4 KDDF #1&BTR Ti 2- 3=(-4654) 1667 10-11=(-2808) 6926 10- 4=( -466) 1604 14- 9=( -346) 253 BC: 206 KDDF SS LOADING p 3- 4=(-4727) 1739 11-12=(-3219) 7831 10- 5=(-3316) 1508 WEBS: 2x9 KDDF STAND; LL = 25 PSE Ground Snow (Pg) 4- 5=(-4016) 1515 12-13=(-2895) 6988 5-11=( -104) 797 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7252) 2881 13-14=(-1852) 4414 11- 6=( -725) 484 TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 0.0" TO 35'- 9.0" V 6- 7=(-7539) 3023 6-12-( -436) 358 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 35'- 9.0" V 7- 8=(-5167) 2081 12- 7=( -126) 824 BC LATERAL SUPPORT <= 12"0C. DON. 8- 9=( -54) 55 7-13=(-2265) 1066 TC CONC LL( 250.0)+01( 70.0)= 320.0 LBS @ 6'- 0.0" 13- 8=( -473) 1834 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1020/ 3034V -69/ 135H 5.50" 4.85 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 35'- 9.0" -1239/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 2: Heel to plate corner = 1.50" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.164" @ 35'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 5-11-11 29-09-05 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 f +320# T 1' 1' '1 1 12 7.50 M-7x8(5) M-4x10 M-4x8M-3x8 4 6 6 0.25" M-5x10 M-3x6 y7 8 9 -/ rm00,7-1.5.3 mw �"° WA u + I + a : A 0-,A o 0 upm NA of 10 11 -I 12 13 **14 --/ o M-3x10 M-4x12 0.25" 0.25" M-5x6 M-4x12 M180S-7x14(1) M18HS-7x14(S) J, b y y y ta,�0 PR OFF So 5-05-14 7-07-04 7-05-08 7-05-08 7-09 y <0, 4GIt4 F� w 1-00 35-09 {V .9782PE 91- JOB NAME : 5019-B POLYGON - E1 . ,,, Scale: 0.2026 WARNINGS: GENERAL NOTES, unless otherwise noted: i 4'1 ) - Truss• El Builder and erection coniredorshould beadvised Stall General dotes This design isbacetlontyupon Ueparameters shown and lebranlndNltlual 'V 4/6, ( r"s q and Warnings before construction commences. building component.Applicability of design parameters and proper V 'ti: ' 2.2a4 compression web bracing moat be Installed where Chown« Incorporation of component Is the responsibility of the building desgner ,,,may s j„ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al ,7' +''F11/ A 6 :t is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,rospectivery unless braced throughout their length by {i A•, I `�/ DATE: 12/8/2015 the overall structure Is the responsibility OMB building designer. continuous sheathing such a°plywood required here s and/ortlrywell(SC). it i A U S4, 4.No bed should be applied to any g a 3.I Impact bd1105 or lateral bracing required where Mown E K 15 B 0 9 5 9 pp r component oma soar all bracing M 4.Inalalletlon of truss Is the responsibility of the respective conireGor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design mads be applied to any component end ere tar•dry nendRien"of use. 5.Compurrus has no control over end assumes no responsibility for the 8. neeesse asoma°lull Dearing at all supporta Mown.shim or wedge If EXPIRES: 12/31!2016 fabrication,handling,shipment end Installation of components. 'y' 8.This design is furnished subject to the limitations set forth by 8.Designsshall b el adequate tondrainagefal° usa,and d. December 8,2015 8.Plates be located e both feces of truss,antl placed so their center TPI/WrCA In BCS!,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./Compurrus Software 7.8.6(1 L)-E 70.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DRF/Cg=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15-( -21) 191 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10-) -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 950 LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 IC LATERAL SUPPORT <= 12"OC. UON. �, L ( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"OC. UON. ', DL ON BOTTOM CHORD = 10.0 PSF 6- 7-(-2656) 659 15-16=) -52) 67 6-13=( -20B) 121 TOTAL LOAD = 92.0 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-( -495) 179 14- 8=) -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED8-15=(-1773) 473 L MITER STORAGE DOES NOT APPLY DUE TO THE SPATIAL R QUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" I LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 161H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 9.2" 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. I 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 duration £Enclo(All Heights), sed, Cat.2, Exp.B, MWFRS(Dir), .6, 3-11-07 4-00-04 5-01-01 5-03-08 5-03-08 5-03-08 5-01-01 1-08-11 Truss designed for wind loads T f ' 1 ' f f f in the plane of the truss only. 12 12 7.50 � Q 7.50 M-5x6(S) M-4x6 M-9x6 M-3x4 0.25" M-3x4 M-3x5 4 6 �, 7 B \M-4x9 4 g o M-1.5x3 3 + o 0 , t o - r MM & \/\/\/ o 1 12 L__+ 13 14 15 **16 0 I M-3x5 M-3x6 M-3x4 M-3x9 M-3x4 M-4x8 0 M18HS-3x18(5) M-1.5x3 1 1 1 1 1 J' l 1• (} P R QACL. 7-07-07 6-09-02 6-07-06 1 6-07-06 6-09-02 1-04-07 �4Y .'N 4:61 1 20-00 • 15-09 1 r �N '9 91,. 1-00 35-09 Ct 89782PE r • JOB NAME : 5019-B POLYGON E2 Sale: • 0.1795 W • GENERAL NOTES, unless otherwise noted: w /'��'�T /'. 8�,• • '7 I Builder 9,L OREGON Ac t.Bulltler and erection contractor ahoWd be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en IndNldual Truss: E2 and wamings before constNctlon cc rumencea. building component.Applicability of design parameters end proper (L..' 4. 2.2x4 compression web bracing must>e Installed where shown*. Design essuincorporatioof component la the responsibility of the building designer. •'+� �„IL"f A b f 3.Additional temporary bracing to mare stability during construction 2.Design+ssumes the top end bottom chords to be laterally braced al y_T t,' \`(/ Is the responsibility of the erector.Ad Mona'permanent bracing of 2'continuous and et ea hino.crespectively as sty unless braced(7C)throughout their length).by V conlinueue sheathing such as plywood sheelhing(TC)andlor tlrywall(BC). AA J DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown** v SEQ.: K 15 8 0 9 5 5 4.No load should be applied to any colnponent until after all brewing end 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no tine should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and or"dry ion"of TRANS ID• LINKtlesionloads beepplledtoany component. Design assumes full 5.CompuTrue has no control over end assumes no responsibility for the 6.Design sea asumee bearing at at supports shoes Shim or wedge if EXPIRES: 1 2/31/201 6 spare y necessary. GJd �.! v 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 11111119t10118 set forth by 8.Plates shall Na located on both feces of truss.and placed so their center TPIAVICA in SCSI,copies of which.wlg be furnished upon request. lines coincide with)Dint center lines. 9.Digits Indicate eye of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 191 BC: 2x9 KDDF #16BTR SPACED 29.0" 0.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) 496 13-14=)-661) 2481 5-12=) 0) 313 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 8- 9=) -382) 175 7-19=) -840) 223 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -945) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 1816 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 9.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 9.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" Design conforms to main windforce-resisting 9-11-11 22-00-10 3-08-11 system and components and cladding criteria. T f f Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-11-07 3-09-12 5-03-08 5-03-08 5-03-08 5-03-08 5-03-08 1-06-03 T f I f f f f J (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), II load duration factor=1.6, 8-00 1-09 Truss designed for wind loads T T T . in the plane of the truss only. 12 12 7.50 F77 Q 7.50 M-4x6 M-5x6(5) M-4x6 M-3x4 0.25" M-3x4 M-3x5 4 • 5 6 7 8 �, kl. of �o-4x4 M-1.5x3 3 \/\/\/N, cft 0 I rn O I C 0 O 1 11 12 13 14 15 **16 Io M-3x5 M-3x8 M-3x9 M-3x9 M-3x9 54-4x8 M18HS-3x18(5) M-1.5x3 * l 1 l l l y 5� �v0 P QF�Cs,6 y 7-07-07 6-09-02 6-07-06 y 6-07-06 6-09-02 1-04-07 l 20-00 15-09 1 �� .yG1NE�c? p2� 1-00 35-09 f� :9782P E v JOB NAME : 5019-B POLYGON - E3 .0 +00' Scale: 0.1745 ..,/ WARNINGS: GENERAL NOTES, unlessotherwlse noted: V 1\'�l 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters shown and Is for an individual " - OREGON h Truss: E3 and Warnings before construction commences. buiMing component.Applicability of design parameters and proper /. 2 2.2x4 compression web bracing must be installed where shown*. Incorporation of component is the responsibility of the building designer. +Q �./e7[y.v �L �'� 3.AdMional temporary bracing to Insure stability during construction 2 Design assumes the lop and bonom charsa m be laterally braced at ` 'A fT�+ :7 _+ la the reaponalblNty of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c,respectWely unless braced Throughout their length byir V DATE: 12/8/2015 the overall structure is the responsibility f the buildingdesi ner. continuous sheathingbridging or such De plywood required sheathing(TC)s antl/or tlrywell(BC). /++AU l � p tY o c 3.2s Impact bridging or latent bracing requlretl where shown** �"1 I..�. SEQ.: K1580956 4.No road should be applied many component until afterall bracing and 5.4.Designallation oftru sisthhearelo sibe ukeytlInty of taenonp SIll non-corrosive rrment, fasteners are complete and at no time should any loads greater thanand afossumes y condition.'are use. TRANS I D: LINK design loads be applied m any component. s.Design assumes full bearing at all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the ,eery. EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. December 8,2015 5.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPISVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sue of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For bask connector plate design values see ESR-1311,ESR-7988(MiTek) 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #36BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2399) 517 1- 9=(-506) 1918 9- 2=( 0) 226 12- 7=( -8) 513 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-1949) 517 9-10=(-507) 1916 2-10=(-361) 189 7-13=(-1624) 905 WEBS: 2x9 RIDE 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=(-950) 136 TC LATERAL SUPPORT <= 12"OC. VON. I', LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1169) 406 12-13=(-248) 903 4-11=( -90) 116 BC LATERAL SUPPORT G= 12"OC. VON. ',! DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1933) 428 11- 5=( 0) 363 TOTAL LOAD = 42.0 PSF 7- 8=( -83) 93 5-12=(-852) 236 6-12=( -91) 469 NOTE: 2x4 BRACING AT 24"OC VON. 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" 2.91 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" -190/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.072" @ 35'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 11-11-11 16-00-10 7-08-11 T 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 4 4 T f 4 T T 12 12 7.50 M-4x6 M-4x6 3 M-3x4 M-3x4 Q 7.50 4 5 M-3x5 M-3x9 '', \/, z + + M-1.5x3 B 0 I 0 0 0 0 iti $ wmm m 0 1** 9 10 O 25 11 12 ±*13 o M-3x5 M-1.5x3 M-3x8 M-3x6 M-3x5 Rry n M-5x6(5) •�t.V Qp�5 J, J. J. J. Oft e, 5-06-04 8-09-09 8-04-09 y 7-04-07 *+coo 4 NAGI N E'E. 'ic, 35-09 ° 89782PE 'P.__ JOB NAME : 5019-B POLYGON r E4 �,.# ' • Scale: 0.1778 WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contranln should be advised of all General Notes 1.This designs based only upon the parameters shown and is for an individual " OR E GC)N ma(::„IC"Truss: E9end warnings before construction commences. building component.Applkebiliyofdesignparametersandproper1111111/ ed 2.204 compression web bracing,must be'needled where drown*. incorporation of component b the responsibility of Me building designer. �/ (]� 3.Additional temporary bracing tO Insure stability during construction 2.Design assumes the top and bosom chords to be braced at p�('y '1 1)/ '` a✓;,`C� is the responsibility of the erecto,.Additional permanent bracing of 2'o.c,and at 10'ac.respectively unless braced throughout their length by ^T `��/ DATE: 12/8/2 015 the overall structure is the responsibaly SIMS building designer, continuous shggior such l bs acing re aired here s owrandor tlrywal#SC). A 3.lx Impact bridging or th lateral bracing required where shown*s A SEQ. : K 15 8 0 9 5 7 4.No load Mould be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no timed should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design mads be applied to any component. and are or dry common"of use. B.CompuTrus has no control over and a�esemea no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. EXPIRES: 12/31/2016 th7.Design shallassumes aded on il,drainagelis provided. December 8,2015 8.This design is furnished subject to the',IlmBetlons set forth by 8.D Plates shell be adequate at both faces of trues,and placed so their center TPIANTCA In SCSI,copies of which u8l be furnished upon request. lines coincide with joint center lines. 9.Sigh indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x4 KDDF #1&HTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1994) 632 11-12=(-581) 1928 2-12=( -361) 175 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 LOADING 3- 5=(-1572) 581 13-14=(-484) 1682 12- 5=( -458) 148 TC LATERAL SUPPORT <= 12"0C. 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. ION. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 476 13- 6=( O) 397 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 6-14=( -860) 269 8- 9=(-1433) 518 8-14=( -83) 478 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 14- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 499 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 2118 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) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 12-00-10 9-08-11 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f T ,r f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-02-15 5-06-09 2-02-08 3-03-06 5-05-19 3-03-06 2-02-08 3-09-02 3-09-02 load duration factor=l.6, T f f f f f f f f f Truss designed for wind loads in the plane of the truss only. 12-00 7-09 1' T 4 T q 4 12 M-4x6 12 7.50 3 M-3x4 M-3x4 M-9x6 5 6 Q 7.50 M-3x5 M-3x9 a • 2 !.., +• \/ M-1.5x3 o t o 0 0 d ,1. B nr ,. w .. I I M-3x5 M-1.5x3 M-3x8 0.25-3 M-3x8 M-3x5 **1s o M-5x6(5) '1wO PRQ, J• 6-01-03 ,L 5-06-04 y 8-04-09 y 8-04-09 y 7-04-07 y 1�� `' '' s� l F 35-09 ,I• W «9782PE �r JOB NAME : 5019-B POLYGON - E5 Scale: 0.1778 • -� WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: ES I.Builder and erection contractor should be advised of all General Notes 1.This design is based onyupon the parameters shown and isfor anIndividual '? •'EGON s" end Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown*. incorporation of component la the responsibility of the building designer. ,.�y �j 3.Addklonal temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chortle to be laleralty bread at ],[y ^I R 1.� '/♦ % Is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 1U o.c.respectively unless braced throughout their length by v r 7 4 �` DATE: 12/8/2015 the overall structure is the res onslblM coMlnuoue sheathing such as plywood sheathing(TC)and/or drywall(BC). F'A U 4 p ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown** SEQ.: 1<1580958 4.No load should be applied to any component until eller all bracing and 4.Installation°Items is the responsibility of the respective contractor. fasteners ere complete end at no time should eny beds greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied bany component. end are for"dry condition.ofuse. Design 5.Compvgrua has no control over and assumes no responsibility for the 8 necessary. seamen mil bearing el all suppose shown.Shim or wedge if EXPIRES 1213112th 1$ ry fabrication,handling,shipment and installation of components. 1,, B.This design is furnished subject to the Negations set forth by 7.PlatDeses shall el adequate drainage is a prusise December 8,2015 8.Plates be located on both feces of truss,and placed so their center TPUWICA In BCSI,copies of which will be furnished upon request. linea coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 1LE 7.6.6 - 8.Digits indicate size of plate in inches. P ( ) 10.For basic connector plate design values see EBR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x4 KDDF #1&HTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 LOADING 3- 5=(-1572) 581 13-14=(-484) 1682 12- 5=( -458) 148 TC LATERAL SUPPORT <= 12"OC. UON. ' LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=1 -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 476 13- 6=( 0) 397 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 6-14=( -860) 269 8- 9=(-1433) 518 8-14=( -83) 478 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 14- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1629) 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 BAG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) M-1.5x4 or equal at non-structural 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) vertical members (uon). ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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" I MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting 15-11-11 i 8-00-10 11-08-11 system and components and cladding criteria. 6-02-15 5-06-04 2-02108 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, 1' f ,II lI i ` I ` 1' ,1' f (A1Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=l.6, 12-00 I7-09 Truss designed for wind loads 4 T I -4x4 M-4x4 T 'j in the plane of the truss only. 12 /i f 12 7.50 17' 1,00111.1111 . "':17.50 M-4x6 M-4x6 M-3x4 M-3x4 w • 3 5 6 - M-3x5 M-3x4 \/ 2 + M-l.ax3 0 0 1 o .. rara n v 6 W 0 1** 11 12 0.25'3 14 **15 to M-3x5 M-1.5x3 M-3x8 M-3x8 M-3x5 ; y )' M sxi'(s) y y �Ne N�FFs 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 .1' 6 ry-7Q.yp�+9 •A_ y 35-09 �� .97 021 E _F9� JOB NAME : 5019-B POLYGON E6 • Scale: 0.1778 r I,('�J,`Q-""�' ill WARNINGS: GENERAL NOTES, unramothenCsenoteet V �-C/"y y-}nI I.Builder and erection contractor should be edvlaed of all General Notes 1.This design Is based only upon the parameters shown and Is for an indbidual 57 EGON (.4:`, s,�, Truss: E6 and Warnings before construction cgmmenoes. building component.Applicablley of design parameters and proper 2 �( 2.204 compression web bracing mast tel Installed where shown+. mcorporatron of component Ia me responsibility of the building designer. •'�A t#R Y 6 3.Additional temporary bracing to lnsufe stability during construction 2.Design assumes the lop and bottom chords la be lalerolN bracotlat /J N.4` Is the responsibility of the erector.Additional permanent bracing of continuous alheatien rasp as ply unl d sheathing(TC)tagh dlor d out it la ll(BC. / ((�� (� V the overall structure is the responsibility of buildingr such acwg required en rywe( ) I"•'Ii Lit_ T'� DATE: 12/8/2015 Oona ty o designer. 3.2a Impact bridging or lateral bracing required where shown++ 4.No bed should be applied to any component until after ell bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 15 8 0 9 5 9 fasteners ere complete end et no time should any mads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, 6 assumes 541 bearing et all supports shown.Shim or wedge if TRANS I D• LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTms has no control over and assumes no responsibility for the necasseEXPIRES: 12/31/2016 ry fabrication,handling,lung,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 6.This design is famished subject to the limitations set forth by 6,Plates shall be located an both faces of truss,end placed so their center TPIIWICA In BCSI,copies of which MI be furnished upon request. lines coincide 09th loin)center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICompuTres Software 7.6.6(1L)-Z 10.For bask connector plata design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 850 1-11=(-742) 1946 11- 2=( 0) 226 15-10=(-109) 88 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1944) 861 11-12=(-743) 1945 2-12=( -361) 158 WEBS: 2x4 KDDF STAND 3- 4=(-1588) 769 12-13=(-802) 1859 12- 3=( -226) 676 LOADING 3- 5=( 0) 0 13-14=(-745) 1676 12- 4=( -457) 287 TC LATERAL SUPPORT <= 12"0C. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-1776) 898 14-15=(-409) 903 4-13=( -100) 136 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 8=( 0) 0 13- 7=( -24) 433 TOTAL LOAD = 42.0 POE 7- 8=(-1188) 620 7-14=( -860) 450 8- 9=(-1433) 692 8-14=( -156) 480 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 95 14- 9=( -119) 508 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 692 BOTTOM CHORD CHECKED FOR A 20 POE 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 POE. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -398/ 1508V -161/ 213H 5.50" 2.41 KDDF ( 625) M-1.5x4 or equal at non-structural 35'- 9.0" -438/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) vertical members (uon). ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.106" @ 12'- 0.0" Allowed = 1.742" MAX TL CREEP DEFL = -0.185" @ 17'- 3.1" Allowed = 2.322" 0-06-10 0-08-10 MAX HORIZ. LL DEFL = -0.048" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" 17-11-11 4-00-10 13-08-11 6-11-09 11-00-02 T 10-00-05 7_09 '1 Design conforms to main windforce-resisting 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' fT '1' I '' ' 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12-00 7-09 load duration factor=l.6, T f 5 6 f f Truss designed for wind loads 12 in the plane of the truss only. 12 7.50 Q 7,50 M-4x6le.,...IJFA,,..... ............. ....,. .t147 '. M-3x9 M-3x9 I` -9x6 111111111111111111111111111111111 M-3x5(5) M-3x5 9 M-3x9 M-1.5x3 .00•••••••71 0 o 0 0 1** 11 12 13 14 **15 to M-3x5 M-1.5x3 M-3x8 0.25" M-3x8 M-3x5 qp ryry(^� M-5x6(S) ' ) r"fl O/ ry J' b l l l 1cj� NGIN -9 �'L J• 6-01-03 5-06-04 8-09-09 6-09-09 7-09-07 y 35-09 ' :9782PE JOB NAME : 5019-B POLYGON - E7 ' y• Scale: 0.1653 - 72 ANS WARNINGS: GENERA/NOTES, unless Otherwise noted: �.y •� ('�/'� Truss: E 7 I.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 , yr4/ •.-EGON N s:� • and Warnings before construction commences building component.Applicability of design parameters end proper 1,4 (yx ` 2.2x4 compression web bracing moat be In5talletl where Shawn*. incorporation of component the responsibility of the building designer. 9,5, 1Ry AG •C^' <C`7s� 3.Additional temporary bracing to Insure•lability during constructmn 1.Design assumes the top end bottom chorda to be laterally t their et l "7 :J Is the responsibility of the erector.Additional permanent bracing of T os.and at I dA.respectively unless braced throughout their length by t DATE: 12/8/2015 the overall structure is the responsibility f the building designer. continuousx Ipatsheathing such bracing plywoodsheathing(TC)required whreshown 5r tlrywall(BC). �,fp t '4 \ P tY° 3.2x Impact bridging or lateral e where *e5 PA IV 1. SEQ.: K1580960 4.No load should beapplktltoany component until after all bracing and 4.Installation of truss Is the responsibl%tyoftherespective contractor. fasteners ere complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the B.Design assumes full bearing etell suppaneshown.Shim orwedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of°rnpon nes. 7.Design assumes adequate drainage Is provided. December 8,201 5 B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. B.Digits indicate siztoflakedin inches. MiTek USA,Inc./Com uTrus Software 7.6.6(1L)-E in For basic conector ppee design val eincval ues see ESR-1311,ESR-7988(Meld This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-12=(-2996) 7974 12- 3=( -856) 2506 17- 8=( -68) 410 2x4 KDDF #1EBTR Ti ',i 2- 3=( -9520) 3430 12-13=(-2676) 7082 3-13=(-1056) 428 8-18=(-1088) 664 BC: 2x6 KDDF 016BTR I.I LOADING 3- 4=( -7016) 2662 13-14=(-3808) 9418 13- 4=( -986) 2792 18- 9=( -608) 1884 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -5936) 2290 14-16=(-4880) 11904 13- 5=(-4142) 1790 9-19=(-2924) 1364 2x4 KDDF #16BTR A TC UNIF L ( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( -9596) 3840 15-17=( -334) 816 5-14=( -530) 1646 19-10=( -802) 2592 TC UNIF L ( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 42'- 0.0" V 6- 7=(-11768) 4796 17-1B=(-4378) 10522 14- 6=(-2778) 1236 10-20=(-5980) 2524 TC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 42'- 0.0" V 7- 8=(-10878) 4438 1B-19=(-3598) 8582 6-16=( -276) 994 20-11=( -332) 238 BC LATERAL SUPPORT <= 12"00. UON. 8- 9=( -9990) 4058 19-20=(-2186) 5128 15-16=( 0) 120 TC.,CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=( -6398) 2588 16- 7=( -394) 952 10-11=( -50) 54 16-17=(-4166) 10190 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-17=(-1199) 726 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" ' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1243/ 3576V -70/ 135H 5.50" 5.72 KDDF ( 625) ' 42'- 0.0" -1454/ 3533V 0/ OH 5.50" 5.65 KDDF ( 625) ** For hanger specs. - See approved plans ( ) complete trusses required. ' At ach 2 ply with 3"x.131 DIA GUN -!,- na is staggered: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9, no in 1 row(s) throughout 204 top chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/160 98 oc in 2 row(s) throughout 2x6 top chords, .AI 9 no in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" )()( 9 nc in 1 row(s) throughout 204 webs. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.463" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.861" @ 19'- 1.3" Allowed = 2.739" MAX BORIZ. LL DEFL = -0.136" @ 41'- 6.5" MAX HORIZ. TL DEFL = 0.214" @ 41'- 6.5" Ali NOTE:Design assumes isture content does not exceed 19% attime of manufacture. Design conforms to main wi ndforce-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) a exposed to wind, 2-09 3-02-1 Esy-06 4-03-15 5-01-04 5-10-07 5-06-15 5-06-15 5-10-07 Truss designed fore wind loads sp in the plane of the truss only. 12 7.50 M-7x8(5) M-5x6 M-3x8 M-3x5 M-3x4 0.25" M-3x5 M-3x10 M-1.5x3 °e 5 6 7 )'�� 9 10 11 -/ M-3x63 s � \,N/\ o ko M-3x6, o o I d, 1 13 19 0 6 "17 BB _ ' M-6x8 M-3x10 M-3x5 0 15 17 16 19 **20 of o M-1.5x3 M-7x18 0.25" M-3x5 M-3x10 0 2X WEDGE M-7x10 M-7x8(5) W/(2) M-2.5X4 TYP. ��,.O P R F5 6I 43.75 f41 lz y y y y l k l l l NEINik, / J.o-os-oa 2-05-08-00-064-05-11 1 0 06 oa 4-02-03 l 5-0H04 7-07 ze-oo 7-05-04 7-08-12 l 2T� y y `r 897$2PE r 42-00 JOB NAME : 5019-B POLYGON I- F1 Beale: 1/B" g14\/\ ; .''.:\.4f!".:' ;, L, WARNINGS: GENERAL NOTES, unless otherwbe noted'. 7� OEGON /r 1.Bulkier end erection contractor should be advised of ell General Notes 1.This design k based only upon the parameters shown and la for an Individual I .� A V �Truss: F1 and Warnings before conshuWon commences. building component.Applicability of design parameters end proper ,, V2.zx4 compression web bracing mast 61 installed where shown., mcorporetmn of component k me responarogny of the bmldmg designer.3.Additional temporary bracing to insure stability during cnnsiructbn 2.Design assumes the top end bottom chards to be Iaterolly brood atf" U� CION iIa the responalbilkty of the erector.Atlditlonsl permanent bracing of 2'o.c.entl et 10'o.c.respectively unless braced throughout their length by !^ 1 DATE: 12/8/2015 the overall structure Is the res onslbII f the building designer. continuous sheathing or eter l b aciplyng re uir a where s a shown drywen(ac). p N a g liner. 3.zx Impact bridging or lateral bracing required where shown.. SEQ.: El5 8 0 9 61 4.No bed should be applied to any component until after all bracing end 4.Installation of less Is the responsibility of the respective contractor. fasteners are complete end et no time!should any bads greeter then B.Design assumes lessee are to be used In a non-corrosive environment, J 1 TRANS ID: LINK aemgnbeds bespited toer osepeprenl. and are for"dry condition"cruse. EXPIRES: 12/31/2016 5.leepuTrue he.no control over end assumes no responsibility br the S Decegaaa^'assumes full bearing al ell supports shown.Shim or wedge If fabrication,handling,shipment end In„allettan of components. December 8,2015 7.Petassumes adequate drainage otace to provided. 6.This design is Nmlehed subject to the'limitations sal forth by S.Plateser shell be located on ft ed both!ecce of truss,end placed so their center TPIIWrCA In SCSI,copies of Mich will be furnished upon request. lines coincide with joint center lines. B.Diggs Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software+7,6.6-SP1(1 L)-E 10.For basic 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 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2278) 499 1- 8=(-447) 2006 2- 8=(-303) 246 6-11=(-1611) 404 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2- 3=(-2046) 506 8- 9=(-295) 1618 8- 3=( -65) 577 11- 7=( -54) 55 WEBS: 2x9 KDDF STAND 3- 4=(-1346) 451 9-10=(-238) 1215 3- 9=(-759) 300 LOADING 4- 5=(-1360) 448 10-11=(-215) 762 9- 4=(-284) 1027 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+UL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1406) 366 9- 5=(-330) 228 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -59) 75 5-10=(-271) 177 TOTAL LOAD = 42.0 PSF 10- 6=( 0) 628 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -236/ 1508V -286/ 338H 5.50" 2.41 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -231/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.088" @ 13'- 3.6" Allowed = 1.742" MAX TL CREEP DEFL = -0.171" @ 10'- 2.6" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.041" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.065" @ 35'- 5.5" 20-00 15-09 T f f Design conforms to main windforce-resisting 6-10-14 6-05-11 6-07-07 6-07-07 6-07-03 2-06-06 system and components and cladding criteria. f f f I I 1 I Wind: 140 mph, h=25.401, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-9X6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 Q 7.50 load duration factor=1.6, Truss designed for wind loads 4.0" in the plane of the truss only. 4 ,(-,( OS% M-5x6(5) .25" 000000000010/ M-3x9 3 6 JY, M-1.5x3 M-4x4 /Nk,,,. • M-1.5x3 7 • o o o o 4. 1** de rh I M-3x5 8 9 10 **11 o M-3x4 0 -5" M-3x4 M-3x4 �r n � M-5x6(S) 'G PPV 1 y J• F. A� s .1' 10-02-10 9-09-06 9-09-06 5-11-10 y �"� �� 4�f�A 35-09 �" 8•782PE -b�V JOB NAME : 5019-B POLYGON - E8 ' .?. • Scale: 0.1653 ��• WARNINGS: GENERAL NOTES, unless otherwise noted: .,yr 40 Truss EB I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end la for an Individual $ OREGON dN,J end Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown r. Incorporation of component is the responsibility of the building designer. ,.a15;te 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom unless braced to be laterally braced at 7 � ', � Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively a,sly throughout their length by a DATE: 12/8/2015 the overall structure Is the responsibility of the buildingtlea continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). �'A (�.� designer. 3.2x impact bridging or lateral brecing where shown++ A \ SEQ.: K1580962 4.No load should beapplied toany component until after all bracing and 4.Installation of truss is the responsibility ofthe respective contractor. fasteners are complete and at no time should any loads greater man S.Design assumes busses are to be used In a nonNorroelve environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Deece en assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12 31!2©16 fabrication,handling,shipment end Installation of components. nary. 6.This design Is furnished subbed to bythe limiationaset forth 7.Designassumesadequateondrainageistprusser d. December 8,2015 8.Plates be boated on both feces of truss,and placed so melt center TPIMRCA In 8151,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrte Software 7.6.6(1L)-E to.For bask connector plate design values see ESR-I311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-14=( -645) 3765 3-14=( -231) 315 12-20=(-2031) 8907 2x6 KDDF #1&BTR T3SPACED 24.0" O.C. 2- 3=( -4614) 849 14-15=( -546) 3540 14- 4=( -144) 417 BC: 2x6 KDDF #1&3TR; I 3- 4=( -4404) 864 15-16=( -615) 4047 4-15=) -498) 393 2x10 KDDF #1&8TR B3 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 7-17-1 -339) 888 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( 0) 0 20-13=(-3498) 16005 9-17=( -459) 2364 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( -5265) 1173 17-10=(-3723) 927 uDDL: BC CONC LL+DL=10493.0 LBS @ 42'- 1.5" 10-11=( -8313) 1800 10-18=( -900) 4176 11-12=(-11709) 2547 18-11=(-4695) 1113 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12-13=(-19137) 4221 11-19=(-1278) 5541 ALL FLAT TOP CHORD AREAS NOT SHEATHED .IVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 19-12=(-6885) 1659 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIE. 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) 46'- 3.0" -2551/ 11586V 0/ OH 5.50" 18.54 KDDF ( 625) ( 3 ) complete trusses required. Join together 3 ply with 3"0.131 DIA GUN JT 13: Heel to plate corner = 1.50" nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, --4--- 9" oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ei HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY 9" oc in 3 row(s) throughout 2x10 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 TO AL MEMBERS.PROJECT ENGINEER TO REVIEW AND INSURE �/�0( 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.x X x MAX TL CREEP DEFL = -0.000" @ -1'- 0.0" Allowed = 0.133" f V V 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 T T 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 T f4-11-12/ 5-07-13 0-1f1':,01 /Q1 3100-1 -06-D9 Wind: 140 mph, h=24.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I 4 ' 1' 1' �Iy1 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 1' ,( ,(- '( in the plane of the truss only. 12 M-9x6 6 M-3x8 8 M-4x6 12 7.50 pM-5x6(S) ./5� 1'.i 7 Q7.50 0.25" 4 OM-3x6M-5x8(0) 0.25" M-1.5x31/AL ','. <.1 3 M-9x12 z „,„, „AIL p '.,, ef._ 3 0 0 4 15 1 7 1B 1• 0 p 1 M-3x4 M-Yx4 0.25" M-1.5x3 M-:x8 0.25" -9x10 1 0 0 M-7x8(S) M-12x14(0) M-4x6 O PR O/.< M � �493# , C1NEF �' a2 k y y y 'y y , y < 1,..,. 7-06-14 6-07-10 6-07-10 6-00-153-02-9900-)43-01-0 , ick G P EC„ 1-00 46-03 JOB NAME : 5019-B POLYGON - F1GIRDSale: 0.0881 r •''.' Alf WARNINGS: GENERAL NOTES, unless otherwise noted: `.'-'9, ^ryy<' I.Builder and erection contractor shootd be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual EGO V /.„,'• Truss: FIGIRD and Warnings before constructionmenses. building component.Applicability 01 design parameters and proper n- 2.b4 compression web bracing must Installed where shown+. incorporation of component Is the responsibllRy of the building designer. +'7, �#, �*j..v. A 5 3.Additional temporary bracing to Insu a stability during construction 2.Design assumes the lop and bottom chords to be laterally brand at s 1 7 IS Me 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 a resp structure Is the nae Itlli of building dee continuous sheathing such as plywood sheathing(TC)and/or drywall(BE). J"'p I 1{. '` porta h o g igner. 3.2x impact bridging or leleral bracing required where shown++ a V s..+ 4.No load should be applied to any component until eller et bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K 1 rJ 8 0 9 6 3 fasteners are complete and al no tine should any loads greater than 6.Design assumes trusses are to be used In a non-corrosive environment, ' TRANS I D: LINK design loads be applied to any component. and are ssumescondlba of use.supports wedge 5.CompuTrus has no control over and assumes no responsibility for the 6.Design full bearingat all au rte shown.Shim or if EXPIRES: 12/31/2016 scary. l,� p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December8,2015 6.This design b furnished subject to line limitations set forth by 8.Plates shall be bowled on both feces of truss,and placed so their center TP1IVTCA In BC51,copies of wtrichwill be furnished upon request. lines coincide with joint center lines. H.Digits indicate size of plate in inches. MITek USA,Ino./CompuTnas Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 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 #16ETR 2-3=(-2506) 578 5-6=(-752) 3200 2-6=(-1330) 334 WEBS: 2x4 KDDF STAND LOADING 3-4=(-2108) 510 6-7=( -48) 102 6-3=( -234) 1040 LL = 25 PSF Ground Snow (Pg) 6-4=( -668) 2986 TC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT 0= 12"OC. UON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -815/ 3691V -64/ 128H 5.50" 5.91 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 0.0" -767/ 3443V 0/ OH 5.50" 5.51 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUNrY' MAX LL DEFL - -0.019" @ 3'- 1.0" Allowed = 0.404" nails staggered at: MAX TL CREEP DEFL = -0.038" @ 3'- 1.0" Allowed = 0.539" 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.004" @ 8'- 10.3" 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. TL DEFL = 0.007" @ 8'- 10.3" 5-11-11 3-00-05 ** For hanger specs. -(see approves pians f 'f Design conforms to main windforce-resisting 3-02-13 2-06-06 3-02-13 system and components and cladding criteria. f f ( f Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), 7.50 17 M-4x6 load duration factor=l.6, 3 -.M-4x4 Truss designed for wind loads in the plane of the truss only. 4 ee M-3x5 2 f c 0 0 I ro ko AAA Ci2 ill O I 1�� 5 6 7 o M-5x10 M-3x6 M-6x8 M-3x8 1 b l J. 3-01-01 2-06-06 3-04-09 9-00 '�' :9782PE 1" JOB NAME : 5019-B POLYGON - EGIRD „/ -•i • Scale: 0.4311SAW WARNINGS: GENERAL NOTES, unless otherwise noted: (z* EOR E�.7VN Truss: EGIRD 1. uilder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper 15' ^9:1q../ rt. 2.2x4 compression web bracing must be installed where shown e. Inwrporellon of component Is the responsibility of the building designer. „ti"J _ 1 Ry Ab 4' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced al 7 '"l :7 Is the responslblbry of the erector.Add:tional permanent bracing of 2'o.c.and at 1t1'o.c.respeGNely unless braced throughout their length by ta}, continuous sheathing such as plywood sheathing(TC)and/or erywall(BC). .�,,t i` \ DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** L,�l.. SEQ. : El5 8 0 9 6 4 4.No bed 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 loads greater than 6.Design assumes busses are to be used in a noncorrosive environment, TRANS ID• LINK design bads be applied to any component. and are tot dry sosd:tios of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.DeLISnassumes NIIbearing etell supports shown.Shimorwedge If EXPIRES 12/31/2016 fabrication,handling,shipment and installation of components. xry. T.Plaess aamelocaeduate onbathfacelo truss,d. December 8,2015 8.This design is furnished subject to the Ilmbellona set forth by 8.Plates shah be located on both feces of Truss,and placed so their center TPIANICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.61 L-E 10.For ba indicaten Bator plateininches.values( I B. Dints basis casize of plate design see ESR-1317,FSR-1958(MITak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS SII TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR; j LOAD DURATION INCREASE = 1.15 1- 2=) 0) 60 2-12=(-1828) 3516 12- 3=( -153) 600 17- 8=) 0) 282 2x6 KDDF #16BTR T2, T3 !, SPACED 24.0•' 0.C. 2- 3=1-4339) 1862 12-13=(-1375) 2769 12- 9=( -505) 772 8-18=(-1340) 916 BC: 2x9 KDDF #16BTR ! 3- 4=(-3911) 1774 13-15=(-1565) 3953 4-13=( -264) 326 18- 9=( -143) 889 WEBS: 2x9 KDDF STAND; !, LOADING 4- 5=(-3016) 1226 14-16=) -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 2x4 KDDF #1613TR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2542) 1097 16-17=(-1368) 3664 13- 6=(-1663) 541 10-19=( -83) 283 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3946) 1524 17-18=1-1368) 3664 6-15=( -52) 499 19-11=( -725) 1602 TOTAL LOAD = 42.0 PSF 7- 8=(-3870) 1424 18-19=1-1023) 2490 14-15=( 0) 72 11-20=1-1802) 843 TC LATERAL SUPPORT 0= 12"0C. UON. 8- 9=1-2546) 999 19-20=( -69) 78 15- 7=( -116) 100 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( -387) 227 15-16=1-1412) 3747 10-11=( -437) 230 7-16=( -452) 311 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=( -105) 295 NOTE: 2x4 BRACING AT 24.00 UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 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/ 1819 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 !, oc i COND. 2: Design checked for net(-5 psf) uplift at 24 " spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739•' MAX HORIZ. LL DEFL = -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 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. .( 7-11-11 12-07-11 19-07-10 1-09 2-07-0�P-05-052-11-02f 6-00-05 '-01-04 7-03-13 7-03-13 6-06-07 1f 06-11 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ` ` ` ` ` (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 1 ` load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 7.50 IP' M-5x6(S) Q 7.50 Truss designed forwind loads in the plane of the truss only. M-4x6 =M-4x4 M-3x4 M-3x8 M-3x8 M-4x6 5 E 7 B 9 0 Ti i31M-7x8 M-3x4 -, 4 M-1.5x3 3//` + + + + o B I M M-3o x8 12 13 r 15 r •_ f:. 1 `' M-3x10 0 14 16 17 18 19 20 11 M-5x10 ,4,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. 43.75 M-5x6(S) 12 . 0 P R o r `lCsc S,, l y l ), y y l \A��4" y05-08 5-00-06 6-07-14 -01-04 7-02-01 7-00-05 7-03-13 1-02-14 �y :9 '4.1 1-02-05-08 11-06-08 28-00 y :9782PE -b17 ' '9782PE - 42-00 JOB NAME : 5019-B POLYGON - F2 Scale: 0.1487 V 's,�11 WARNINGS: GENERAL NOTES, unless otherwise noted, 9,,, ••EGO' `("}. Nr, 1.Builder and erection contractor shout be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual „() (j/ ` Truss: F2 and Warnings before censbudion commences. building component Applicability of design parameters and proper 7 2.254 compression web bracing must be Installed where shown t. incorporation of component Is the responsibility of the building designer. (- `4`7 S.Additional tem bracing to Insure stebilit during construction 2.Design assumes the top end bosom chorda to be laterally braced at 'f BA ` porary g Y rg con 2'o.c.end at 19 o.c.respectively unless braced throughout their length by B UL Ie the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown a s SEQ. : K 15 8 0 9 6 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is me responsibility of the respective contractor. fasteners are complete end at no time,should any beds greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are for"dry condition"of use. EXPIRES: 12/31/2016 �„O TRANS I D: LINK design loads be epplied to any component. 5.Compuirus has no control over and Assumes no responsibllily for the 6.De ssii ssa ssumes full bearing at ell supports shown.Shim or wedge If febrloaten,handling,shipment end installation of components. 7 December 8,2015 8.This designis furnished sub ct to the.limitations set forth by7.Phallessbe boded on odthi face Is rusetl. h e.Plates shall be located on bolo facer of ,and placed so their center TPL'WTCA In SCSI.copies of which cdll be furnished upon request. Ones coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inn./COmpuTrus Software+7.6.6-SPI(IL)E 10.For basic connector plate design values see ESR-1311,ESR-19B8(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 TO: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-14=(-1912) 3516 14- 3=( -186) 600 20-10=( -171) 889 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-4339) 2012 14-15= 1461 2769 14- 4= -495) 772 10-21=(-2522) 968 BC: 2x4 KDDF #1&BTR (- ) ( 3- 4=(-3911) 1904 15-17=(-1719) 3953 4-15=( -264) 258 12-21=( -73) 216 WEBS: 2x9 KDDF STAND; LOADING 4- 5=(-3016) 1381 16-18=( -69) 165 15- 5=( -372) 1200 21-13=( -663) 1602 2x4 ROOF #1&BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( O) 0 18-19=(-1414) 3664 15- 7=(-1663) 568 13-22=(-1802) 776 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2542) 1232 19-20=(-1414) 3664 7-17=( -34) 499 TOTAL LOAD = 42.0 PSF 7- 8=(-3946) 1675 20-21=(-1014) 2490 16-17=( 0) 72 TC LATERAL SUPPORT <= 12"00. UON. BC LATERAL SUPPORT <= 12"00. UON. 8- 9=(-3870) 1511 21-22=( -67) 79 17- 8=( -198) 141 LL = 25 PSF Ground Snow (Pg) 9-10=(-2546) 1006 17-18=(-1496) 3747 10-12=( -387) 262 8-18=( -452) 347 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 0 18- 9=( -153) 245 NOTE: 2x4 BRACING AT 24"00 CON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( -437) 265 19- 9=( 0) 282 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-20=(-1340) 466 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -315/ 1891V -99/ 182H 5.50" 3.03 HOOF ( 625) �' For hon 42'- 0.0" -286/ 1754V 0/ OH - 5.50" 2.81 KDDF ( 625) ger specs. - See approved plans ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.333" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.153" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" 9-11-11 28-03-10 3-08-11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 9-11-11 ,( 10-07-11 19-07-10 ,(1-09� 2-05-05 2-09-01 5-01-04 7-03-13 2-09-b1 f Design conforms to main windforce-resisting �{f system and components and cladding criteria. 2-07-0 f-07-0/ f4-00-05 T T 7-03-13 T T 4-06-07 T 1-U4-10 Wind: 140 i mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I T T I I I I ,r I I I 12 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 12 load duration factor=l.6, 7.50 p Q7.50 End vertical(s) are exposed to wind, • M-5x6(S) 1 Truss designed for wind loads M-4x6 -M-4x4 M-3x4 M-3x8 M-3x8M-9x6 in the plane of the truss only. e,, 12 7 e 9 10 \Z��M-8x8 M-3x9 +� M-1.5x3 + + + sr 3 I o B M o M-3x8 o A o 9 15 r 17 = _ . Ra:si P 2 M-5x10 M-3x10 0 16 18 0 25�P 20 a zz h+ 0 o M-1.5x3 M18HS-3x18 M-3x5 M-8x8 2X WEDGE M-5x10 M-5x6(5) . M-1.5x3 3.75 W/(2) M-2.5X4 TYP. r.5R 12 r++ 2-05-08 5-00-06 6-07-14 5-01-04 7-02-01 7-00-05 7-03-13 1-02-141 \ 'e, ""� k7,,,C� y J• y ), 2-05-08 11-06-08 ze-oo y ...,_"'"41 89782PE f 1-00 42-00 JOB NAME : 5019-B POLYGON - F3 .;,, Scale: 0.1317 �y WARNINGS: GENERAL NOTES, unless otherwise noted: ,I OREGON �N Truss: F3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based onh upon the parameters shown and is for an Individual and Warnings before construction commences. building component.Applbebllhy of design parameters end proper 1h Giq CS.y A6 <,'" 2.254 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ,r/ r l `� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at /'f" a.:,A Is the responaibllity of the erector.Additional permanent bracing of 2'o.c,end sheathing o.c,reeph ply unless s braced throughout(heir e::(B by /'•J DATE: 12/8/2015 the overall structure latheresponsibility of the building designer. continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 4.Ne toed should be ::ed to any 3.25 Impact bridging or lateral bracing required where shown++ SEQ. : K 15 8 0 9 6 6 applied y component until eller all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and a no time should any roads greater than s.Design assumes trusses are to be used m a non-corrosive environment. �/ r } 12/31/2016 {ry/,ry.{ �y/� �+ TRANS ID: LINK design bads be applied to any component, and are for"dry condition"of use. EXPIRES. IG7J /201V 5.CompuTrus has no control over end assumes no responsibility for the 8.Design e assumes full bearing at all supports shown.Shim or wedge H fabrication,handling,shipment and installation of components. Design ry. December 8,2015 nec6.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate drainage Is provided. B.Plates shall be located on both feces of truss,and placed so their center TPWJTCA In BCSI,copies or which will be furnished upon request. lines coincide with joint center line. 5.Digits Indicate ske of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6-SP1(1 L)-E 10.For basic connector plate design values see ENR-1311,ESR-158B(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 #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1626) 3680 13- 3=(-460) 1175 8-19=( -432) 234 BC: 209 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-4490) 1788 13-14=(-1461) 3282 3-14=(-765) 914 19- 9=( -138) 659 WEBS: 2x9 KDDF STAND; 3- 4=(-3059) 1206 14-15=(-1063) 2532 14- 4=( -34) 313 9-20=(-1130) 427 2x9 KDDF STUD A LOADING 4- 5=(-2602) 1106 15-17=( -845) 2395 4-15=(-498) 375 10-20=1 -247) 612 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2140) 1019 16-18=1 -32) 92 15- 5=(-408) 1120 20-11=( -30) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 1090 18-19=( -798) 2417 15- 6=(-755) 272 11-21=(-193B) 743 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PIE 7- 8=(-2478) 1072 19-20=1 -676) 2080 6-17=(-102) 504 21-12=1 -110) 126 8- 9=(-2275) 968 20-21=1 -932) 1080 16-17=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-1922) 721 17- 7=(-262) 82 NOTE: 2x9 BRACING AT 24"OC UON. FOR I 10-11=(-1732) 764 17-18=(-806) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 11-12=( -83) 102 7-16=1-232) 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.198" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.379" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.109" @ 91'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 91'- 8.5" 11-11-117-08-11 NOTE:Design assumes moisture content does 22-03-10 not exceed 198 at time of manufacture. 2-09 4-06-02 4-08-09 2-00-05 5-01-04 5-03-14 5-00-06 4-09-14 3-11-09 3-09-02 Design conforms to main windforce-resisting T ' 1 1 ' ' 1' 1' '1 '1 1' system and components and cladding criteria. 12 12 M-5x6(S) ind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-4x6 M-3x4 M-4X6 '''Cl 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 M-3x4 M-3x9 0.25" 0 load duration factor=1-6, 6 8 9 End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only- M-3x9 1 4 + + + M-1.5x3 z -/ M-3x6 3 0 k.o0 M-3x8 -, -^m ;aa' A rn1 ,-... -41. 13 19 15 r 17 _ e>e y - -/t1 M-3x4 M-3x8 0 16 1B 20 **21 of M-5x8 , M-1,5x3 M-6x8 0.25' M-3x8 _ 11-4x4 0 4 3 75 2X WEDGE M-5x8 M-5x6(S) {{{{�� ryry/'�/I�� 12 W/(2) M-2.5X9 TYP- :[,.s+ I--filJ/'t`S y y y y ), y J, y 1, ct G1N L �' 2-05-0 8 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 28-00 7-08-04 7-04-07 y C, a�l� t l 2-05-08 11-06-08 y :9782PE 9c" 1-00 I 42-00 JOB NAME : 5019-B POLYGON - F4 Y lilt Scale: 0.1538 17 'EGONn WARNINGS: GENERAL NOTES, unless otherwise noted: yA G d �'r 1.Builder and erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown end Is for an InclAiduel �� f Truss: F4 and Warnings before censtr8ctlon commences, building component.Applicability of design parameters and proper 7 '41 7 2.254 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility ar the building designer. 3.Additional tem bracing to Ins NebIIH during ;ruction 2.Design assumes the top and bottom sherds to be laterally braced at P, /1 u` temporary S u�e y g cone c a.c.and el 10'o.c.respecasey unless braced throughout their length by y"1 (... Is the responsibility or the erector.A dSlonal permanent brewing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where altown a SEQ.: Ki5 8 0 9 67 4.Na toed should be applied to eny component until alter ell brewing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, EXPIRES: ty, `y try /n0 y+ TRANS I D: LINK design beds be applied to any aoe anent. and areassumeescendbeeyrrgion"of u se. p� wedge i-{ 2/J /G V 5.T b/o thus has no control over and nutmeg no re bili)for the 8.Design ceId beano tall supports,Hawn.Shim or w.d H December 8,2015 sponai y allay, tab...,needling,shipment and Installation of components. 7.Design assumes adequate drainage Is prwlded. 8.This design Is furnished subject to tire Iimaations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAWfCA in BCS:,copies of which MI be fumished upon request, lines coincide with joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Inc./CompuTfus Software c7.6.6-SPI(1L)-E 10.For basic connector plate design values see ESR-1311,E58-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( O) 60 2-15=(-1774) 3680 15- 3=(-505) 1175 10-22=(-1131) 476 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4490) 2009 15-16=(-1593) 3262 3-16=(-768) 450 12-22=1 -241) 614 WEBS: 2x9 KDDF STAND; 3- 4=1-3059) 1370 16-17=(-1160) 2532 16- 4=( -42) 313 22-13=1 -111) 628 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1282 17-19=(-1016) 2395 4-17=(-499) 314 13-23=(-1936) 874 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-20=( -38) 92 17- 5=(-459) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2140) 1162 20-21=( -937) 2417 17- 7=(-755) 324 BC LATERAL SUPPORT <= 12"01. CON. TOTAL LOAD = 42.0 PSF 7- B=(-2397) 1260 21-22=( -812) 2080 7-19=( -94) 513 8- 9=(-2478) 1218 22-23=( -506) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1106 19- 8=(-275) 78 NOTE: 2x4 BRACING AT 24"OC VON. FOR 10-12=1-1422) 828 19-20=(-949) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 0) 0 8-20=(-232) 248 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 894 20- 9=( -60) 126 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 103 9-21=(-432) 237 OVERHANGS: 12.0" 0.0" 21-10=(-141) 671 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See a d lans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) pprove p 0'- 0.0" -339/ 1888V -166/ 223H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -303/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) 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 = 0.215" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed= 2.739" 13-11-11 18-03-10 9-08-11 MAX HORIZ. LL DEFL = -0.118" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 4-06-02 2-02-08 5-01-04 5-00-06 2-02-08 3-09-02 2-09 f 4-06-02 0-0S-05 5-03-14 /-09-19I l'3-09-02 T f NOTE:Design assumes moisture content does 1' 1 f 1' 1 1 ,( . ' f I not exceed 19% at time of manufacture. 12 12 Design conforms to main indforce-resisting 7.50 M-5X6(5) Q 7.50 system and componentsand cladding criteria. M-.x4 11 M-4x6 M-4x6 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 0.25" M-3x4 (All Heights), Enclosed, Cat.2, Exp.e, 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-3x64 M4-1.5x3 Ait. -> cr o /'/-- M-3x8 - 6 o o rn - 15 16 17 19°4•..."'‘"'1".... � is -74 o M-3x4 0 19 0 21 2 M-5x8 l M-3x6 M-1.5x3 M-�x8 0.25" M-73x8 =M-4x123 0 0 2X WEDGE M-5X8 W/(2) M-2.5X4 TYP. 43.75 M-5x6(S) ‹... ..0. � P 12 1""""13r ) ) ) ,1 k ) ca\ , , y ....rGINEL tS'+ y y 05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 y C 4;,`" F'9 q.e . 1-0-05-08 11-06-08 28-00 -d^' y `•C' 89782PE - 42-00 JOB NAME : 5019-B POLYGON - F5f ytl' it:1 • Scale: 0.1288 ..- 40 _ WARNINGS: GENERAL NOTES, unless otherwise noted: T OREGON qK, T TrussF5 Builder and erection contractor should be advised of all General Notes This design is based only upon he parameters shown and is for es individual ��/ and Warnings before construction commences. building component.Applicability of design parameters and proper r("s 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 lop end bottom cholla to be laterally braced at PA ULWI Is the responsibility of the erector.Additional permanent bracing of 2'continuous and et 10'o.c.ra plywoody unless brewed throughout their length by DATE: 12/8/2015 sheathing such as heathiirens)and/or drywall(BC). the overall structure is the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown♦+ SEQ. : K 15 8 0 9 6 8 4.No load should be applied to eny component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater Man 5.Design assumes trusses are to be used ina noncorrosive environment, EXPIRES: 12/31/2016 TRANS I D: LINK design loads be applied m any component. and are for"dry condition"of use. I.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 8.Design assumes Npp llbearingetallcuodashown.Shlmorwetlgelf December 8,2015 necessary. fabrication,handling,shipment and Installation of components. 7.Passumes adequate tondrainage is provided. 6.This design is furnished subject to the limitations set rods by 8.Plates shall be located on both feces of Iruae,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software+7,6.6-SP1 1 L E 9.Digits indicate size of plate In Inches. P ( )' 10.For bask:connector plate design values see ESR-1311,ESR-1868(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS SII TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=7-1929) 3685 15- 3=( -552) 1176 10-22=(-1130) 582 BC: 2x9 KDDF #166TR SPACED 24.0" O.C. 2- 3=7-4490) 2234 15-16=(-1732) 3286 3-16=( -771) 487 12-22=( -280) 616 WEBS: 2x9 KDDF STAND; 3- 4=(-3059) 1543 16-17=(-1272) 2532 16- 9=( -50) 313 22-13=( -190) 625 2x9 KDDF STUD A LOADING 4- 5=(-2602) 1457 17-19=(-1203) 2395 9-17=7 -499) 301 13-23=(-1938) 1007 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-2140) 1288 18-20=( -45) 92 17- 5=7 -599) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"00. SON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=7 0) 0 20-21=(-1103) 2417 17- 6=( -755) 478 BC LATERAL SUPPORT <= 12"00. SON. TOTAL LOAD = 42.0 PSF 6- 8=1-2397) 1447 21-22=( -982) 2080 6-19=( -99) 522 8- 9=(-2978) 1398 22-23=( -580) 1080 18-19=) 0) 74 LL = 25 POE Ground Snow (Pg) 9-10=(-2275) 1274 19- 8=7 -287) 79 NOTE: 2x9 BRACING AT 24"OC VON. FOR 10-12=(-1422) 912 19-20=(-1125) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED I BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=7 0) 0 8-20=7 -232) 288 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1015 20- 9=( -84) 145 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 106 9-21=7 -432) 232 OVERHANGS: 12.0" 0.0" 21-10=7 -135) 684 BEARING MAX VERT MAX HO RZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -412/ 1888V -166/ 229H 5.50" 3.02 KDDF ( 625) vertical members (ton). 92'- 0.0" -387/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) as For hanger specs. - See approved plans SII '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" 15-11-11 14-03-10 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 .T 3-05-07 9-09-19 7-09 MAX HORIZ. LL DEFL = -0.128" @ 41'- 8.5" 9-06-02 2-02-13 -04-03 5-00-06 4-00 3-09-02� MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 2-09' '9-06-02 ' 1109-63 ' 5-03-14 ' 1-60106 1'3-09-02 T f 1' 1 f 1 'f( ? , f f NOTE:Design assumes moisturecontent does not exceed 19% at time of ms nufacture- 12 -M-4x4+ 12 7.50 M-3x4 7 M-5x6(S) 11 '7.50 Design conforms to main windforce-resisting `-M-4x9+ system and components and cladding criteria. M-9x6 M-3x4 M-3x4 M-4x6 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 0'25rr 2MWFR5 Dir), 6 8. 9 10 (All Heights), Enclosed, Cat.2, Exp.B, loa tion M-3x5(5) '4/\AL,_ Enddvertical(s) are arexposed to wind, M-3x6 Truss designed for wind loads M-3x9 / in the plane of the truss only- /1 AM-1.5x3 9 M-3x6 �'� 3 0 I M-3x8 a: o 0 1 "�15 Sx6 M-3x9 0 7 19 e zo z1 zz . z3 �`I I I M-1.5x3 M-6x6 0.25" M-3x8 _M-4x4 0 0 2x WEDGE M-3x6 M-5x8 77/72) M-2.5X4 TYP. {'�� ..G13.75 M 5x6(5) ��,9„ .0 PROFE6, 12 C y y ,L ), 1 y y ), y ,�cb NGINE,F pA_ 2-05-08 9-06-02 4-07-19 2-06-01.5 5-01;109 7-08-04 7-08-09 7-09-07 y �, "vp 1.2-05-08 11-06-08 I 28-00 y c4 89782PE c-' 1-00 42-00 JOB NAME : 5019-B POLYGON F6 0111 Scale: 0.1248 Csty / WARNINGS: GENERAL NOTES, unless otherwise noted: . i - OREGON /,� q- 1.Builder and erection contractor shout be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,.� R Y 1 `C�4 Truss: F6 and Warnings before construtnon conreenoes. building component.Applicability of design parameters and proper 2.2x4 compression web braving must be installed where shown+. incorporation of component Is the responsibility of the building designer. ', 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be IaleralN braced et p.A U L � Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f'� DATE: 12/8/2 015 the overall structure is the re.onsibipty afthe continuous ridggior etch l bs aciplyng e mere s)eat sr drywelkBC). p building designer. 3.2s Impact bridging or lateral bracing required where shown.. Ss' Ki5 8 0 9 6 9 4.No bad should be applied to any coreponent until ever at bracing end 4.Installation of toss is the responsibility of the respective contreGor. 4' fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used ins noncorrosive environment, y'�/� �^+ 12/31/2016 F�/r] �+ design bad,be applied to dry compOnent. and are for"dry condition"of use, EXPIRES: 1 2/31/201 6 TRANS ID: LINK 5.CompuTrushasnocentraloverandassumesnoresponsibilitybrthe e.Design assumes roll bearing at ell auppodsshown.Shim orwedge if December 8,2015 necessary. fabrication,handling,shipment and idstalletien of components. 7.Designassumes aded adequate ace is provided. is 8.This designfurnished subject to Ih6 limitations set forth by e.plateslatesshall be Son ltruss,both latae of trues,end placed so their center TPIMrtCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTres Software+7,6.6-SPI(1 L)-E ie.For basic connector plate design values see ESR-7317,ESR-1958(511Tek) 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: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-2112) 3701 15- 3=( -608) 1181 11-22=(-1130) 759 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=(-9990) 2456 15-16-(-1896) 3300 3-16=( -773) 512 12-22=( -342) 614 2x9 KDDF STUD A 3- 4=(-3059) 1710 16-17=(-1913) 2535 16- 9=( -55) 313 22-13=( -245) 623 LOADING 4- 5=(-2602) 1622 17-19=(-1392) 2395 4-17=( -499) 301 13-23=(-1938) 1144 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1427 18-20=( -54) 92 17- 5=( -737) 1120 23-14-) -110) 127 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=(-1308) 2417 17- 6=( -755) 624 BC LATERAL SUPPORT 0= 12"00. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2397) 1636 21-22=(-1173) 2080 6-19=( -147) 525 8- 9=(-2478) 1622 22-23=( -657) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-11=(-2275) 1481 19- 8=( -292) 91 NOTE: 2x4 BRACING AT 24"00 UON. FOR 10-12=( 0) 0 19-20=(-1344) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1425) 1012 8-20-) -232) 341 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13-(-1732) 1133 20- 9-( -117) 169 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14") -83) 106 9-21=( -432) 253 OVERHANGS: 12.0" 0.0" 21-11=( -156) 697 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x9 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -484/ 1888V -167/ 225H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -472/ 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 "00 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 17-11-11 10-03-10 13-08-11 MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" fMAX LL DEFL = 0.261" @ 19'- 1.3" Allowed = 2.054" 7-09-13 10-01-14 T 6-05-07 9-09-14 7-09 MAX TL CREEP DEFL = -0.379" @ 19'- 1.3" Allowed= 2.739" 4-06-02 2-02-13 1-01-09 f3-10-03 5-00-06 3-09-02 MAX HORIZ. LL DEFL = -0.190" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 2-09 f f 4-06-02 T 1.3-11-11 f----f 5-03-14 f 14242 f3-09-02T f T T T T T T T f f---f T T 12 12 NOTE:Design assumes umes moisture content does not exceed 19% at time of manufacture. 7.50 F7 7 10 Q 7.50 Design conforms to main windforce-resisting M-3x4 M-5x6(S) system and components and cladding criteria. M-4x6 M-3x4 M-4x6 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 6 M-8 X9 0925" 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), l 11 load duration factor=1.6, M-3X5(S) .. End vertical(s) areexposed to wind, M-3x9 M-3x6 Truss designed forwind loads in the plane of the truss only. + M-1.5x3 M-3x6 + 4 -/ 3 cr io M-3x6 of 613. 5 16 -fro Cr '`` M-3x9 0 17 1918 20 zl 22 z,. 0 to M-5x8 o M-3x8 M-1.5x3 M-6x8 0,25" -M-4x4 M-3x8 2X WEDGE M-5x8 M-5x6(5) d 3.75 W/(2) M-2.5X4 TYP. 12 l l l l J' l l CO ' .2-05-04-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 rl' O2�8 l �'2-05-08 11-06-08 28-00 ' :9782PE l 1-00 42-00 l ,I► -.OF JOB NAME : 5019-B POLYGON - F7 .,/ s Scale: 0.1299 .may OREGON nk' WARNINGS: GENERAL NOTES, unless olnerwke noted, 7 OREGON ©NN am. Truss: F7 Builder and erection contractor should be advised of all General Notes This designre based only upon the parameters shown and is for an lndhitlual �a� �l �` and warnings before construction commences. building component.Applicability of design parameters and proper .1„5,♦�_ .F.� 4, f. 2.204 compression web bracing moat be Inelelktl where shown�. incorporation of component Is the responsibility of the building designer. ,1 3.Additional temporary bracing to Insure stability during construction 2.Design ad III the top and bottom chorda 10 be laterally braced al PA U I_ Is the responslbilily of the erector.Additional permanent bracing of 2'e.c.end a1 10'o.c.respectively unless braced throughout their length by /-" DATE: 12/8/2015 continuous eheammg such as plywood ,mg(TC)and/or drywall(BC). the overall structure Is the responslbiHty of the building designer. 3.2.Impact bridging or lateral bracing required where shown++ SEQ. : K 15 8 0 9 7 0 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respectee contractor. fasteners are complete and et no time should any loads greater men 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"Ouse. B.DEXPIRES: 1231/2016 5.CompuTrus has no control over and assumes no responsibility for the ecease assumes NII bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. ^' December 8,2015 B.This design re furnished subject to the limitations set forth by T.Design assumes adequate drainage Is provided. 8.Plates shall be located on both faces of trues,and placed so their center TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. MiTek USA,Inc./Com uTrus Software+7,6.6-SP1 - B.Digits indicate size of plate in Inches. 1 LE p ( ) 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1030) 2436 3-12=( -236) 300 BC: 2x4 KDDF #1&13TR SPACED 24.0" O.C. 2- 3=(-2811) 1135 12-13=( -831) 2148 12- 4=( -134) 436 WEBS: 2x4 KDDF STAND I 3- 4=(-2627) 1142 13-14=( -598) 1740 4-13=( -581) 423 LOADING 4- 5=(-2066) 1050 14-15=( -616) 1480 13- 5=( -334) 771 TC LATERAL SUPPORT <= 12"OC. UON. I1( 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"0C. UON. DI ON BOTTOM CHORD = 10.0 PIF 5- 7=(-1700) 995 7-14=( -478) 263 TOTAL LOAD = 42.0 PSF 7- 9=(-1527) 928 9-14=( -266) 674 8- 9=( 0) 0 14-10=( -152) 195 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1880) 990 10-15=( -484) 321 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1825) 815 15-11=( -609) 1540 :OTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-16=(-1713) 856 EVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 0.0" .HE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I 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. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.129" @ 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" 0-07-06 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 7-00-09 system and components and cladding criteria. 'I' '' T '''f 1' T f T ' Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 18-00 N1-3x4 13-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ff N1-3x4 B fTruss designed for wind loads 12 14-19x6 6 M-3x9 M-4x6 12 in the plane of the truss only. 7.50 `� 7 . Q 7.50 M-5x6(S) /` M-2.5x4 or equal at non-structural diagonal inlets. 0.25"71 M-3x4 et 0 M-1.5x3 3 i + + M-3x6 1 -r c 0 1 0 o o a' 12 r3 'f _ 15 *16 1 o M-3x6 M-3x4 l4-Sx�6(S) M Sx8(S) -M-4x9 M-1.5x3 n PR�`c`. - QF�SA, y y y y y y ,5 (c,N fi q OA_ 9-01-03 8-06-04 11-00-02 6-07-12 6-08-12 �'.. o ©ry C -`tea 1 0 42-00 y �' 89782PE C"� JOB NAME : 5019-B POLYGON '- F8 --- ' '""` . Scale: 0.1398 WARNINGS: GENERAL NOTES, unless otherwise noted. Ca 1.Builder end erection contractor should be dvised of all General Notes 1.This design is based only upon the parameters shown and is for an Intk/Muel VA_OREGON E OI V c:;•,-.' s.� Truss: F8 and warnings before conalructlonrgmmencos. building component.Applbablliryofdesign parameters and proper 'If4//� 1Z,. �^(. 2.2v4 compression web bradg t must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. "� VA 12? 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at a l NI Is the responsibility f the erector.Addllbnel t bracing f 2'o.c.and at 10'o.c.respectNely unless braced throughout their length by �'], p tyo permanen go continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL `'\ DATE: 12/8/2015 the overall structure Is the responsibility of building designer. 3.2v Impact bridging or lateral bradng required where shown♦* SEQ.: î 15 8 0 9 7 1 4.No toed should be applied to any cceponent until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no tine should any loads greater than 5.Design assumes tresses are to be used In a noncorrosive environment, TRANS ID• LINK design toads be applied to any aempenent. and gne ass'drysfullben•ofase. 5.CompuTruahasnocontroloverandleasumesnoresponelblleyforthe B.Dee.g assumeafullbearingelellsupportsshown.Shimorwetlgei1 EXPIRES: 12/31/2016 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 S.This design la furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANICA in SCSI,copies of which win be furnished upon request. g lines se coincidenlujoint incenter eueotltellilines. Inches. MITek USA,Ino./CompuTras Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19813(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1343) 2636 3-13=( -123) 200 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1683 13-14=(-1671) 3469 13- 9=( -509) 1102 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1634 14-15=(-1054) 2498 13- 5=(-1337) 707 LOADING 4- 5=(-2360) 1441 15-16-) -852) 2151 14- 5=(-1462) 1192 TC LATERAL SUPPORT 6= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 16-11=(-1078) 2439 14- 7=(-1254) 1979 BC LATERAL SUPPORT 6= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3945) 2430 7-15=(-1312) 1020 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1383 15- 8=(-1162) 1918 B- 9=(-2159) 1310 15- 9=( -791) 505 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1433 9-16=( -134) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1441 16-10=( -278) 337 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" -487/ 2057V -319/ 318H 5.50" 3.29 KDDF ( 625) M-1.5x4 or equal at non-structural 46'- 3.0" -402/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 0-06-13 MAX LL DEFL = 0.368" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.544" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" 26-03 20-00 fMAX 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 �9-08 5-07-11 5-00 5-03-05 6-06-04 6-06-04 6-11-07 MAX HORIZ. TL DEFL = 0.147" @ 45'- 9.5" 4 4 4 TT 1 T T T T 10-0 fDesign conforms to main windforce-resisting 12 12 M-4x6 system and components and cladding criteria. 12 7.50 177 7.50 F77 4.0" Q 7.50 Wind: 190 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-5x6(5) Truss designed for wind loads M18HS-5x16 3.1 in the plane of the truss only. 6 M-9x6 7 0.25" M-9x6 4 i +1 M-3x5(5) M-1 5x3 + 1.5x3 + + 3 NN / o o 0 a3 -....„24.,,,, ry II 1/ -3x8 0.25" M-5x6 0.25"' M-3x4 M-3x8 moi ii),,..c) P R O,re o y M-5x8(S) 1 M-5x8(s) l l �Co��"T�..tC„ 1N '&*. /0 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 C..., ^�pr� C W�r J•1-00 46-03 1-00 ��:l 891 82PPE r JOB NAME : 5019-B POLYGON - F9 Scale: 0.1216 a.',.V. f 0;''e." • OW WARNINGS: GENERAL NOTES, unless otherwise noted' (J40 Truss: F9 1.Builder and erection contractor should be advised of all General Notes I.This design b based only upon the parameters drown and Is for en Individual '' OREGON r" and Warnings before construction commences. building component.Applicability of design parameters and proper L rP Nr 2.7x4 compression web bracing must be InNalled where shown+. l oorporellon of component is the responsibility of the building designer. 1/5) ,,.[j t �. 3.Additional temporary bracing to Insure stability during consWctlon 2.Design and at 1 c the top and bosom chortle to d t laterally braced length :.7 Is the responaml6y of the erector.Additional permanent bracing of 7'o.c, at sheathing o.c,reepectsply unless braced throughout their length by 'T i DATE: 12/8/2015 the overall structure le the responsibility or the building designer. continuo.xImpa tigr suchras ecing requirede a where s and/or tlrywell(BC). n, 4 \ 4.No load should be lied to anycomponent until seer aN bracing3.2x Impact bridging or lateral bracing where shown++ 1.-. SEQ.: K1580972 applied timand 4.Installation of buss Is the responsibiltyofthe reapectoecontractor. fasteners are complete and at no time shouN any mads greater than 5.Design assumes trusses are to be used In a noncorroalve environment TRANS ID: LINK design toads be applied:c any component. and are for dg condition Of 5.Compurrue has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge N EXPIRES: 12/31/2016 necessafabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. December 8,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both laces of truss,end placed so their center TPIANtCA In BCSI,copies of which will be furnished upon request, lines coincide wah joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CDmpuTrus Software 7.6.6(1 L)-Z tO.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS I TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1240) 2616 3-13=( -130) 210 BC: 2x4 KDDF #1&BTRSPACED 24.0" O.C. 2- 3=(-3051) 1568 13-14=(-1506) 3437 13- 4=( -461) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1515 14-15=( -964) 2480 13- 6=(-1350) 630 LOADING 4- 5=( 0) 0 15-16=( -802) 2141 14- 6=(-1462) 1058 TC LATERAL SUPPORT <= 12"OC. UON. iL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1339 16-11=(-1030) 2439 14- 7=(-1101) 1943 BC LATERAL SUPPORT <= 12"OC. DON. 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=1 -136) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1373 16-10=1 -278) 339 :OTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 IVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" HE 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 KDDF ( 625) M-1.5x9 or equal at non-structural 46'- 3.0" -380/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) vertical members (uon). I ICONS. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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" / T f f f MAX HORIZ. TL DEFL = 0.146" @ 45'- 9.5" 5-01-03 4-08 3-10-04-09-07 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 4 1 4 T f t T 4 4 T 10-00 Design conforms to main windforce-resisting f 'f system and components and cladding criteria. 12 12 M-9x6 12 7.50 7.50 17.77 4.0" Q 7.50 Wind: 140 mph, h=25.4ft, TCD4.2,BULE6 .S, ASCE 7-10, (All Heights), Enclosed, Cp• 8 '6( 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 5 0.25" M-4x6 4000000°*/. 4 6 e.' +1 s + ! + /*M-1.5x3 M-1.5x3 I 3 + o 0 C 1,-- 73 / 13( 14 •f 5 16 _1` 2 44' �� P Reis ii -3x8 0.25" M-5x6 0.25" M-3x4 M-3x8 1 of {' 1 M-5x8(S) 1 M-5x8(S) y y 0 0 .<0 NGINE fi s,/0 y y 9-07-07 6-00-15 10-0'16-10 9-06-05 10-05-11 y b ,� ' '� 1-00 46-03 1-00 `x' :9782PE j' JOB NAME : 5019-B POLYGON - IIF10 •,10011F . Scale: 0.1216 I ill WARNINGS: GENERAL NOTES, unless otherwise noted' 4,1 �,w EG^N 1.Builder end erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown end is for en Individual t Cf /� Truss: F10 and Warnings before construction co mences. balding component.Applicability of design parameters end proper /. fV 'CZ' 2.2x4 mmpressbn web bracing must InslaNed where Mown+ incorporation of component Is the responsibility of the baling deNgner. 1. VA L.y{, . G „ 3.Additional temporary bracing o Incur slabllfty during constructionir 2.Design assumes the top and bottom unlesscholer to be laterally braced at ♦! "i s1�- :7 Is the respona161Nry of the eretlor.Ad ibnal permanent bracing of 7 o c and at 10 o c respectively as ply braced throughout their length by DATE: 12/8/2015 the overall structure is the ro sibl of the baldingdesigner. continuous sheathinginsuch l b acing re tired here s endror drywall(BC). +�A l 'l� apon N 3.2s Impact bridging or lateral bracing required where shown++ �'1 4.�. SEQ.: Fl5 B 0 9 7 3 4.No load should be applied to any con1penent until after all bracing and 4.Installation of truss b thhe respO s iEy of the non pe tiivve elve contractor. Wieners are complete5. are end at no time should any beds greeter thenDesign assumes design loads be applied to any camlMnent. end are for"dry condition"of use. TRANS ID: LINK 5.Compurrushas nocontrol over and Walmesnoresponsbnwybnhe 6.Deslgneeaumea 41 beeringataRwpportsshown,shimorwedpeif EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end Installation of components. 7. Design hassumes adequate othfagelo provided. December 8,2015 8.Thee design Is furnished subject to thy limitations set forth by e.Plates shell be located on both feces of truss,end placed so their center TPIIWTCA in BES!,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate she of plate In inches. MiTek USA,enc./CompoTrus Software 7.6.6(1 L)-Z to.For basic connector plate design values see ESR-1311,EOR-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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2579 3-12=) -197) 297 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 4=( -450) 1093 3- 4=(-2851) 1250 13-14=( -829) 2453 12- 5=(-1355) 596 LOADING 4- 5=(-2351) 1130 14-15=( -725) 2126 13- 5=(-1462) 850 • TC LATERAL SUPPORT <= 12"00. 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"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2119) 1230 6-14=(-1274) 830 TOTAL LOAD = 42.0 PSF 7- 8=(-2138) 1151 19- 7-) -999) 1886 8- 9=(-2780) 1268 14- 8=( -790) 509 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3041) 1278 8-15=( -140) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-) 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 SQ.IN. (SPECIES) 0'- 0.0" -343/ 2057V -316/ 3160 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 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'- 8.4" 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" MAXHORIz. LL DEFL = 0.088" @ 45'- 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 T 10-00 Design conforms to main windforce-resisting f Q system and components and cladding criteria. 12 12 M-4x6 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 177 7.50 ¢,0" '737.50 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 7 ,h( load duration factor=l.6, Truss designed for wind loads M-5x6(5) in the plane of the truss only. M-9x6 3.1 0.25" M-9x6 M-5x10 4 s +I *M-1.5x3 M-1.5x3 + + 3 o ,ff- c l� l o kV 15 -_ 1 1, � � � Pp 2 0 pFI -3x8 0.25" M-5x6 0.25" M-3x9 M-3x8 �Sy' 0M-5x8(5) M-5x8(S) y y y y9-07-07 6-00-15 10-06-10 9-06-05 10-05-11.1, y 1-00 1y0 � ttiNG/tON:FR si© 46-03 JOB NAME : 5019-B POLYGON - F 1 1 ` ,,..„�/r M Scale: 0.1216 WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON /� Truss: F11 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Mown and Is for an individual "! OREGON Ke•• Q end Warnings before construction commences. building component.Applicablldy of design parameters and proper V 2.2x4 compression web bracing must be installed where shown�. Incorporation of component is the responsibility of the building designer. ,,.ay (/J- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chards to be pterally braced at j 9 `+'I ;,,1 Y ..0' f is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.reapactWely unless braced throughout their length by •�'I/'�' t 7 `�/ DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood resheathing(TC)uiredes own•tlryvrell(BC). ' /1 UL 4.No load should be applied to any 3.2x Impact bdtlging or lateral broctng required where Mown r• SEQ.: K 15 8 0 9 7 9 pP y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment TRANS I D: LINK design loads be applied to any component. and are for"dry condition'Ouse. 5.CompuTrua has no control over and assumes no responsibility for the a nne esn assumes lull bearing at all supports shown.Shim or wedge II EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. wry' 8.This design is furnished subject to the limitations set forth by T.Plates s domes acted on both Page to trusts,an d. December 8,2015 8. o shall be E,jnin an Doth laces of truss,and placed sa their center TPIM�CA In BCSI,copies of which will be furnished upon request. lines coincide with joint enter lines. MITek USA,Inc./CompuTrua Software 7.6.6(1 L)-Z 9.Digits Indicate alae of plate In inches. 10.For basic connector Pete design values see 019-1311,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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 69 1-3=(0) 0 BC: 2x9 KDDF #1&BTRSPACED 24.0" O.C. TC LATERAL SUPPORT <- 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"01. 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" -9/ 202V -25/ 68H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 10.9" -119/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 POP Ground Snow (Pg) (LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, 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'- 1.9" Allowed = 0.339" ,f MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 7.50 17. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11/111 load duration factor=l.6, Truss designed for wind loads ' in the plane of the truss only. oi 141 o-, 0 N lD P II 1* 00503 0 M-3x4 Jr Jr 6-00 (�i `PROVIDE FULL BEARING;Jts:1,2,3 I ('�ce{0 � j NGINE-�c� '1ge- 8.782PE T" I. JOB NAME : 5019-B POLYGON H BJ2 • Scale: 0.5893 ��' ` `� � '^ • WARNINGS: GENERAL NOTES, unless otherwise noted: ,K,dr� OREGON I,4) I.Builder and erection ahoud Sc edvised of ell General Notes 1.This design h based only upon the parameters shown and is for an iedtadual l O R.ElG CNV ryv Truss: BJ2 end Warnings before construction ccmenencea building component.Appticebllity of design parameters and proper //f'� QQ� 2.2a4 compression web bracing moat x Installed where shown*. Incorporation of component k the responsibility of the building designer. VA j y X 6 ..- 17/? 3.Additional temporary bracing to Om a stability during construction 2.Design assumes the lop and bosom chorda to be laterally braced al '"1�y ll 1 4 _.+ Is the responsibility 1 the erector.Addllbnel I bract f 2'o.c,and at ee cc,respeceNeN unless braced throughout their length by (y V spona tyo permanent bracing continuous sheathing such es plywood shealhing(TC)and/or drywall(8C). PAUL ` DATE: 12/8/2015 IM overall structure is the respensibtity of the building designer. 3.25 Impact bridging or laterel bracing required where shown•. SE El5 8 0 9 7 5 4.No bed should be applied to any component until eller all brewing and 4.Installation of truss is the responsibility of the respectNe contractor. Q• fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, end ere for'dr TRANS I D' LINK design roads be applied to any component e condition.ring use. S.CompuTrushas nocontrol over and assumes noresponsibility krthe 8.Design assumes log bearing elcisuppaesshone shlmorwedgeI? EXPIRES: 12/31/2016 ry um fabrication,handling,shipment and lnctelletlen of components. 7.Design assumes adequate drainage is provided. December 8,2015 6.This design i9 furnished subject to the imitations set form by 8.Plates shag be located on both bees of truss,and placed so their center TPI/WTCA In SCSI,copies of wdrist,wIfl be furnished upon request. lines coincide with Islet center lines. 9.11905 Intllcete size of plate in inches. MITek USA,Inn./CorepuTrus Software 7.6.6(1 L)-E 10.For basis connector plate design values see ESR-1311,ESR-1908(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/Cit=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1096) 2579 3-13=( -145) 277 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2- 3=(-3051) 1341 13-14-(-1275) 3391 13- 4-) -446) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1279 14-15-) -841) 2456 13- 6=(-1356) 592 LOADING 4- 5=( 0) 0 15-16-) -732) 2127 14- 6=(-1462) 868 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1157 16-11=) -962) 2439 14- 7=( -883) 1901 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3887) 1964 7-15=(-1276) 840 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1238 15- 8=(-1008) 1887 8- 9=(-2138) 1159 15- 9=1 -740) 508 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PIF Ground Snow (Pg) 9-10=(-2780) 1277 9-16-) -139) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1286 16-10-) -277) 343 BOTTOM CHORD CHECKED FOR A 20 POE 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/ 3160 5.50" 3.29 KDDF ( 625) 46'- 3.0" -349/ 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 = 0.316" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.534" @ 15'- 8.4" Allowed = 3.022" 0-07-08 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" l'-'. MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 10-04-11 5-03-11 10-06-10 20-00 MAX H061Z. LL DEFL = 0.089" @ 45'- 9.5" 5-01-03 4-08 5-00-03 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 MAX BORIS. TL DEFL = 0.195" @ 45'- 9.5" 4 T 44 1' 4 T T 4 T 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 [ 4.0" ''' l 7.50 Wind: 140 mph, h=25.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 44( load duration factor=l.6, \ M-5x6(5) Truss designed for wind loads 3.1 in the plane of the truss only. M-4x6 7 0.25" M-4x6 M-5x10 9 5 6 +I M-1.5x3 M 1.5x3 .......00000•000007M-1 y 0 0 4. 1` T 5 12 � � cp PRO,�r , of -3x8 0325" M-5x6 0.25'5 M-3x9 M-3x6 1 0 CaINE / y y 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 y l w: ^�p.y�y 'fip 1-00 46-03 1-00 �- :9782PE 82 E JOB NAME : 5019-B POLYGON - F12 i• -..' Scale: 0.1216MIR J WARNINGS: GENERAL NOTES, unless otherwise noted' V (y�'7(�/'� ^' �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 1!A OREGON V g= s.,,,. Truss: F12 and Warnings before construction commences. building component.Applicability of design parameters and proper IIs' Cie ''( 2.2s4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. V [�y G" 3.Additional tem bracing to Insure stability during lructbn 2.Design assumes the top and bottom chords to be laterally braced el � !'1 porary g y g cone 2 o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheet whereC)and/or drywall(BC). p/1 1 1 4 ?' DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required shown•v z"1 ll 4 SEQ. : K 15 8 0 9 7 6 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design bads be applied to anycomponent. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at I supportsshoen.Shim or so dge if EXPIRES: 12/31/2016 N• fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 0,2015 6.This design Is furnished subject to the limitations sat forth by 8.Plates shall be located on both feces of truss,and placed as their center TPI/W1CA In SCSI,copies o/which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR I LOAD DURATION INCREASE = 1.15 1-2=1-109) 88 1-3=10) 0 BC: 2x9 KDDF #16BTR , SPACED 24.0" 0.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 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 266V -90/ 107H 5.50" 0.93 KDDF ( 625) TOTAL LOAD = 42.0 PSF 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 5'- 11.7" -84/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.103" @ 3'- 7.2" Allowed = 0.425" MAX TC PANEL TL DEFL = -0.105" @ 3'- 9.8" Allowed = 0.638" 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" ,r MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 Design conforms to main windforce-resisting 7.50 2 -1 system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 4/0 , 0 , kb 0 PMI i 1 MEMO 3 0 M-3x9 1 y 6-00 ('� Op e,,FULL BEARING;Jts:l,3,2 I �^r( V P R press Hca � •••'I N EF/9 �Q?, `�' :9782 P E JOB NAME : 5019-B POLYGON !- BJ3 ,,, ..Ir► Scale: 0.5397 ,,/ AIN WARNINGS: GENERAL NOTES, unless otherwise noted: .o OREGON //,�,..,, 1.Builder and erectioncontractor should be advised of all General Notes 1.This design Is based only upon the parameters shown ands for an individual 5% Truss: BJ3 and Warnings before strugtlonconmences. building component.Applicabileyofdesign parameters and proper 4r� ry: T 2.2t4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. ,,,ey� A V �. 3.Add%lona)temporary bracing to Imp stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at TT '1 Is the responelbl%ry of the erector.Additional permanent bracing of T o.m and at 10'on.respectively unless braced throughout their length by i DATE: 12/8/2015 the overall structure Is the responsibility of the buildingdesigner. 2xcontinuousIactsheathing sten as plywood tit sheathing(TC)s andior arywen(SE). AA \ 3.2x Impact bridging or lateral bradng requited where shown,+ SEQ.: K 15 8 0 9 7 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for sordition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing et all supports shows.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 6.This design Is furnished eubleet to thy limitations set forth by B.Plates aha%be located on both faces of truss,and placed so their center TPIIW7CA In BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. I MiTek USA,#1c./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 46-03-00 GIRDER SUPPORTING 9-00-00 FROM 0-00-00 TO 4-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-13=(-1574) 7952 3-13=( -90) 578 18-10=(-4174) 1008 2x6 KDDF #I&BTR T2 2- 3=( -9828) 1982 13-19=(-1576) 8196 13- 9=( -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 2010 KDDF SS B4 LL = 25 PSF Ground Snow (Pg) 4- 5=( -7944) 1596 15-16=(-1428) 8280 14- 5=( -666) 3594 11-20=(-1436) 6234 WEBS: 2x4 KDDF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 46'- 3.0" V 5- 6=( -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) 5456 6-15=( 0) 194 2x6 KDDF #2 B BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 4'- 0.0" TO 46'- 3.0" V 7- 8=( -4720) 1034 18-19=(-1734) 8946 6-16=(-3868) 792 8- 9=( -4732) 1026 19-20=(-2670) 12806 16- 7=( -466) 2880 TC LATERAL SUPPORT <= 12"01. 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. SON. 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"0C 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 KDDF ( 625) OVERHANGS: 12.0" 0.0" 46'- 3.0" -2062/ 9764V 0/ OH 5.50" 15.62 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: JT 2: Heel to plate corner = 2.75" 9" oc in 1 row(s) throughout 2x4 top chords, JT 12: Heel to plate corner = 9.50" 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 2010 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 206 webs. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" CONC.LOAD(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 3-04-0Z-09-QP-09-15 6-00-03 5-08-07 5-06-11 6-04-03 6-05-15 2-11-0334-02-12f Design conforms to main windforce-resisting ( .( .( ,( ,( ,( system and components and cladding criteria. 12 12 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 7 50 M-4X6 'q7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads 8 in the plane of the truss only. M-5x6(5) 3.� M-3x5 0.25" M-4x8 M-6x10 6 +t A M-3x6 ', + o-3x6 M-1.5x33 ` + + M-4x8 1p `- M18HS-3x18 ,c o �A o ii 3x10 M-6x8 14 0525" M-3x6 0.25" M-3x8 0.25" zo I 0 M-3x8 0 M-7x8(S) M-7x8(S) M-12x14(S) O PROF- �0" 40.0 ♦3443# 18H y yy y y y 0 y y 4t-5-10-04 2-07-10 6-04-04 5-06-11 5-10-03 6-07-11 6-05-15 2-10-07 4-00 1-00 46-03 :9782PE r JOB NAME : 5019-B POLYGON - F13GIRD • i/• Scale: 0.1050 . . • INWARNINGS: GENERAL NOTES, unless otherwise noted' Truss: Fl3GI RD 1.Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters shown and k for an Indrvmual 17 * EGON hn and warnings before construction commences bulamg component.Applicability of design parameters and proper C}. 2.2x4 compression web bracing must be installed where shown e. Incorporation of component k the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at '?. = �.\� 1 2 fes" Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respeGNety unless braced throughout their length by T'it.- f� l _1t1 / DATE' 12/8/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p,4 M. .S D' K 15 8 0 9 7 8 4.Ne load should be applied to any component until eller all bracing 3.2s Impact bridging or lateral bracing required where shown•+ Q• : ponen g and 4.Installation of trues 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 non-corrosive environment, TRANS ID: LINK design loads be app6 d to as component and are for"dry condition of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Deeeseassumes lull bearing at all supports shown.Shim or wedge If EXPIRES: t2431!2016 fabrication,handling,shipment and installation of components. ry 6.Thlsdesign Isfumkhedsubject tothe limitations set forth by 8.Detest°ign °a mesatlequatedra1facenage'o trus5,an December 8,2015 B.Plates shall be located on both faces of truss,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center Imes. MiTek USA,Inc./Com uTrus Software 7.6.6 - 9.Sigh indicate sOe of plate In Inches. 1t. E p ( ) 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/Cg=1.00 TC: 2x4 KDDF #1&BTR '', LOAD DURATION INCREASE = 1.15 1-2=(-167) 153 1-4=(0) 0 BC: 2x4 KDDF #1&BTR ! SPACED 24.0" O.C. 2-3=( -76) 31 TC LATERAL SUPPORT <= 12"OC. UON. '� LOADING BC LATERAL SUPPORT <= 12"OC. UON. :Id 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) o TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 237V -54/ 146H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -176/ 339V 0/ OH 1.50" 0.43 KDDF ( 625) 7'- 11.7" -15/ 4V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX TC PANEL LL DEFL = 0.061" @ 2'- 9.3" Allowed = 0.427" 73 -/ MAX TC PANEL TL DEFL = -0.058" @ 2'- 11.9" Allowed = 0.641" ', MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 'I �l MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 7.50 177 '11 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, '� Truss designed for wind loads in the plane of the truss only. rn O I 4 I C O ul cr. fi I 1►� 4 -! M-3x9 l 6-00 y 1-11-11 1 0 PROF (PROVIDE FULL BEARING;Jts:l,9,2,3 `, Cn /^_1 NCE. V, JOB NAME : 5019-B POLYGON - BJ4 • -�'' Scale: 0.5074 -:*07 WARNINGS: GENERAL NOTES, unless otherwise noted. 44 !•s[-/'v OIT1 e� 7 Builder and erection 1 cbr should be advised of all General Notes 7 This design A based only upon the parameters shown end A for an Indbedual E l7 N V r' Truss: BJ4 and Warnings before construction commences building component Applicability of design parameters and proper f� (L 2.244 compression web bracing must be Installed where shown v. Incorporation of component la the responsibility of the building designer. " /4- *"./„t` [}4,/. V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at -/ l l I _` Is the responsibility of erector.gibbons!permanent brach f 2'o.c.and al 70'o.c.respecasply unless braced throughout their length by (^'� V pons ty o # g o continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). PAUL L C s� DATE: 12/8/2015 the overall structure le the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown 4 a 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibllty of the respectte contractor. SEQ.: K 15 B 0 9 7 9 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used m a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility ibilit for the 6.Desasumectallbeeringetslsuppodeahown.Shimorwedgeif EXPIRES: 12/31/2016 spurs ynecessary. fabrication,handling.shipment and Installation ofcompanents. 7.Iosig sauces ad ate drain i rouided December 8,2015 6.This design b furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of truss,end placed so their center TPIIW1CA in SCSI,copies of whichw411 be furnished upon request. lines coincide with joint anter lines. 9.Digits indicate size of plate in Hches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see E5R-1311,ESR-1988(Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-225) 208 1-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -90) 90 TC LATERAL SUPPORT <= 12"01. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -69/ 185H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -199/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -48/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'OND. 2: Design checked for net(-5 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. h gpsf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.691" 3 -/ MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" '' MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 2 in the plane of the truss only. 0 o r fo o1 CP gi 0 O I 1=N 4►� 0 M-3x4 y y �t 0 PRact. 6-00 3-11-11 'PROVIDE FULL BEARING:Jts:1,4,2,3 I (-,„,.N Co _a G"I N * ".41.6 r0 '` . 89782PE t-- JOB NAME : 5019-B POLYGON - BJ5 . ..,,,,,. Scale: 0.4382 NWWARNINGS: GENERAL NOTES, unless otherwise noted: /-,, Truss: BJ5 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 5' OREGOitz, N rs and Warnings before construction commences. building component.Applicability of design parameters and proper Xr 2.2a4 compression web bracing must be Installed where shown incorporation of component Is the responsibility of the building designer. ,�,,{.z�� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al lJ,6? 4 N 1I 1 5 is the responsibility of the erector.Additional permanent bracing of T o.c.end at 10'o.c,rsuch cc sty unless braced throughout their length by J� r DATE: 12/8/2015 the overall structure lathe responsiblhN of the building designer. continuous sheathing such as pwood required ing(TC)and/ordrywaii(Sc). PA U.L 0 S E K 15 8 0 9 8 0 4.No load should be applied to any component until alter all bracing 3.So Impact bridging or lateral ponsibracing where shown++ Q• ponan g end 4.Design as of trues Is the re to be se of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In°noncorrosive environment, TRANS ID: LINK design hada be applied foany component. and are for'drycondition"of use. 5.CompuTruahas nocontrol over and assumes noresponsibility for the 8.nestCBs ry saumeafullbeeringetagsupportschose.ablerorwedgeit EXPIRE -�2/ 1/2016 fabrication,handling,shipment and installation of components. 6.This design is belched subject to the limitations set forth by T.D8t" aaumelo adequateothi ace ioprovided. December 8,2015 B.Plateess shall be locatedon both faces of truss,and placed so their censer TPIANTCA in SCSI,copies of which colli be furnished upon request. Imes coincide with joint center lines. }E 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(Mask) 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: 2x9 KDDF #166TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-48) 101 6-5=( 0) 18 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-178) 29 5-7=(-89) 167 5-3=( 0) 99 WEBS: 2x4 KDDF STAND lI 3-9=( -29) 34 3-7=(-175) 88 LOADING TC LATERAL SUPPORT <= 12"01. 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" -50/ 350V -29/ 97H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -89/ 81V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 95V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" 3-1141 MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" 1 'I MAX LL DEFL = 0.000" @ 5'- 4.0" Allowed = 0.078" 12 MAX TL CREEP DEFL = 0.000" @ 5'- 9.0" Allowed = 0.105" 7.50 CMAX HORIZ. LL DEFL = -0.006" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.008" @ 5'- 4.0" 4 -1 Design conforms to main windforce-resisting M- '' system and components and cladding criteria. ^x6 Wind: 140 mph, h=20.4ft, TCDL=9.2,BCOL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),�p I load duration factor=1.6, o Truss designed for wind loads I N in the plane of the truss only. Ap..............._ 4. _„, ,..,.., o M-1.5x3 al Int o o N1 3x4 0 0 J. M-3x9 -3x5 2-03-12 3-00-03 0-08-01 y ; 3' l 1-00 2-05-08 6-00 3-06-08 �'L (([yyy',',,yyjyjj jjj�� (PROVIDE FULL BEARING;Jts:2,9,7 I �Co N &-0 feV 4t. :997782PE v' JOB NAME : 5019-B POLYGON CJ2 .,r.� • Scale: 0.5646 WARNINGS: GENERAL NOTES, unless otherwise noted: lir P•' �OREGON a-�/�/"�(+I y�4) 1.Builder and erection contractor sholld be advised of ell General Notes I.This design h based only upon the perimeters shown and is for an Individual OF EC3OI V y.s Truss: C J2 and Warnings before construction oo,nenoes bundmg component.Applicability of design parameters end proper !, �. 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of Me bulking designer. ,I[]`�. lI. 3.Additional tem bracing to In stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced el r l 7 ,AN'temporary g y nB cont 2•c.c,and at 10'u.c,respectiveN unless braced throughout their length by PA {� Is the responsibility or the erector.A alone!permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). PA! 'L [- DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•e s v 4.No bad should be applied to any cgmponenl until eller at bracing and 4.Installation of truss is the responsibility of the respectNe contractor. SEQ.: K 15 8 0 9 81 fasteners are complete and et no time should any wads greater man s.Design assumes trusses are to be used k a non-corrosive environment, TRANS ID: LINK design mads be applied my dnagnassumes`ondbe rig"of aut s.Compurrua has no control over and assumes no responsibility tor the B.Dace vin bearing tall supports spawn.Shim or wedgen EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to t e limitations set forth by 8.Plates shat be located on both facet of(rues,end plead so their center TPIOrcTCA in SCSI,copies of whit wit be furnished upon request. line coincide with joint center linea. 9.Diges indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For beak connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-134) 187 6-5-( 0) 18 BC: 2x9 KDDF 111&BTR SPACED 29.0" O.C. 2-3=(-270) 59 5-7=(-228) 313 5-3=( 0) 50 WEBS: 2x9 KDDF STAND 3-4=( -65) 53 3-7-(-327) 238 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 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" -95/ 393V -43/ 136H 5.50" 0.63 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 4.0" -9/ 190V 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/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" 5-11-11 MAX LL DEFL = 0.019" @ 2'- 3.8" Allowed = 0.259" MAX TL CREEP DEFL - -0.019" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.019" @ 5'- 4.0" 12 9 -1 MAX HORIZ. TL DEFL - 0.015" @ 5'- 4.0" 7.50 O � Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), ti load duration factor=1.6, ,-I Truss designed for wind loads M-4x6 'O in the plane of the truss only. 0 3 M fp:, Il ' 7 IIIPM2611 -10 O �', to 1 m ro M-1.5x3 Io 0.-=..oM63x4 M-3x4 M-3x5 l 1 l l 2-03-12 3-00-03 0-08-01 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Gts:2,7,4 ' (ThPRO, JOB NAME : 5019-B POLYGON - CJ3 a- .100, Scale: 0.5115 'r, WARNINGS: GENERAL NOTES, unless otherwise noted: t OREGON Truss: CJ3 1.Builder and erection contractor should be advised of all General Notes 1.This design A based only upon the parameters shown and is for an individual 7 OREGON /w�� and Warnings before construction commences. building component.Applicability of design parameters and proper f nV 2.2x4 compression web bracing moat be Installetl where shown+, incorporation of component la the responsibility of the building designer. ,.[J - it 3.Additional temporary bracing to Insure stabilfty during construction 2.Design assumes the top end bottom chorda to be laterelly braced at T� Y ", Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.reapectNely unless braced throughout their length by DATE: 12/8/2015 the overall structure is the responsibility of the building tleel continuous sheathing such as plywood sheathing(TC)and/or tlrywell(BC). AA+ ,` P y' B goer. 3.2x Impact bridging or lateral bracing required where shown++ A U 1. SEQ.: K15 8 0 9 8 2 4.No load should be applied to any component until after an bracing and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at n°time should any mads greater than 5.Design assumes trusses are to be used In a non-corroswe environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. B.CompuTma hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. necessary. EXPIRES: �� l/Gry �� 7.Design assumes adequate drainage la provided. December 8,2015 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIINTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ino./CompuTma Software 7.6.6(IL)-E 10.Far bask connector plate design values sea E5R-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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -82) 187 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-270) 59 6-8=(-141) 313 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-174) 98 3-8=(-327) 147 LOADING 4-5=(-119) 0 TC LATERAL SUPPORT <= 12"OC. SON. 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 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 355V -51/ 196H 5.50" 0.57 KDDF ( 625) 5'- 4.0" 0/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -208/ 416V 0/ OH 1.50" 0.53 KDDF ( 625) 1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-111-11 MAX LL DEFL = -0.011" @ 2'- 3.8" Allowed = 0.254" T 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'- 4.0" MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 7.50 17 4 Design conforms to main windforce-resisting 0 system and components and cladding criteria. ,-,-t Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), o load duration factor=1.6, I Truss designed for wind loads M-9X6 in the plane of the truss only. 34 11141111 iNIIIMIll -, to 0 8 vT 1: 1111111111no.41, , Mi M-1.5x3 o �, 1 1 1 147-3x4 o o M-3x9 M-3x5 il 2-03-12 3-00-03 0-08-01 . l J. J. 1-00 y 2-05-08 5-06-03 y y P ni 6-00 1-11-11 ( I-rl ` y� (PROVIDE FULL BEARING;Jts:2,B,4 1 CO. ,Not N E - LS,meq_ ct" 89782PE fir" JOB NAME : 5019-B POLYGON r_ CJ4 • • Scale: 0.4172 WARNINGS: GENERAL NOTES, unless otherwise noted, C.,a' /'�(� (w ryys' �4) 1.Builder end erectioncontractor shout be advised of all General Notes 1.This design h based only upon the parameters shown end Is for an individual S A- L✓F1 E l7)�I F. Truss: CJ4 end wammgse r construction co menses. building component.Applicability of design parameters and proper //f/-- e�V 2.2x4 compression web bracing moat b Inttelkwhere shown i, incorporation of component h the responeibituy of the building designer. 1/ Ve1.R y A G k'¢, 3.Additional temporary bracing to lnsurd stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced al ! 'i `)+' :3 NI is the responsibility of the erector.Additional permanent bracing of 2'continuousoo.and a110'o.c.raseN unless braced throughout their ell )8 by DATE: 12/8/2015 the overall Structure is the responsibility of baldingdesigner. sheathing on such plywood required hares own.andror Orywell(BC). .�A1 I{ Q1' epona lity o B 3.2x impact bridging or lateral bracing where Mown x. AUL f"• SEQ.: 01580983 4.No load should be epplhd to any component until eller al bracing end 4.Installation of trussitharetosibil1lityd Ity f he respective iiveive contractor. tit fasteners are complete and el no time should any loads5. greeter thanDesign assumestrusses design loads be applied many component. and ere for"dry condition"of use. TRANS ID: LINK 5.CompuTruehasnocontroloverandessumesnoresponsibilityforthe s.Design aset funbeenngslaSsuppariashown.Shim orwedge if EXPIRES: 12131/2016 nece�ry.um fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,end pieced so their center TPIANWCA in BCS(,copies of which NAZI be furnished upon request. lines coincide with joint centerlines. 9.Digits Indic=ts size of plate in inches. MiTek USA,Ino./COmpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1808(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 1-2=( 0) 60 2-7=( -76) 196 7-6=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2-3=(-226) 62 6-8=(-130) 293 6-3=( 0) 99 3-9=(-201) 171 3-8=(-259) 136 LOADING 4-5=( -83) 96 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 379V -73/ 215H 5.50" 0.60 KDDF ( 625) 5'- 9.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -160/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -55/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" I) MAX HORIZ. LL DEFL = 0.009" @ 5'- 4.0" MAX HORIE. TL DEFL = 0.012" @ 5'- 4.0" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. q Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rI (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0j load duration factor=l.6, Truss designed for wind loads jin the plane of the truss only. u1 M-4x6 3 blifirim ko o �� M-1.5x3 Io l M23x4 to M-3x4 M-3x5 l 1 l l 2-03-12 3-00-03 0-08-01 l l y l �- 1-00 y 2-05-08 7-p6-03 y �1-� DpRh� 6-00 y 3-11-11 i. �[�. V (PROVIDE FULL BEARING;Jts:2,8,9,5 I '' � {0, ' CiC') '( `r 89782PE pt' JOB NAME : 5019-B POLYGON - CJ5 "" • Scale: 0.3706 r`'.. 1' '� WARNINGS: GENERAL NOTES, unless otherwise noted: /a-'��t'7-� /'� 40 1Truss: CJ5 Builder end erection contradorshould beadvised ofall General Notes Nadesign Nbased only upon the peramelereshown and isrorenindividual ()FREG()N and Warnings before construction commences. building component.Applicability of design parameters and proper4. (� 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of Me building designer. ,.ay n[� 3.Addtllonal tem g y during 2.Design assumes that and chords to be laterally braced at j,(y +`�R* temporary bracing to Insure staDlltt dodo op a^ y •TrIr. Is the responsibility of the erector.Additional permanent bracing of 7 5.0.and at 10'o.c,respectively unless braced throughout their length by DATE: 12/8/2015 the overall etruGure is the responsibility of the building designer. continuous sheathingbridgingon sucharas ening requiredtl where own tlrywell(BC). h ,r, 4.No load should be applied to en 3.2x Impact or lateral bracing where shown++ P C SEQ.: K 15 8 0 9 8 9y component until eller all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners ere complete end el no time should any made greater man 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID: LINK design loads beeppnedtoany component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing et all supports shown.Shim or wedge 11 fabrication,handling,shipment and installation of components. necessary. I,� EXPIRES: 12/31/2016 8.This design Is furnished subject to the limyations set forth by 8.Design be lc ted onate othl faces is truss,an December 8,2015 8.Plates shell be located on both faces of trues,and placed so their center TPIANTCA In BCS(,copies of which will be furnished upon request. lines coincide with Joint center Imes. MiTek USA,Inc./CompuTrus Software 1.6.6(1 L)-E B.Digits indicate size of plate In inches. 1G For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTRLOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-102) 149 8- 7=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-230) 61 7- 9=(-175) 247 7- 3=( 0) 49 3- 4=(-262) 170 3- 9=(-259) 183 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-177) 91 TC LATERAL SUPPORT 6= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-120) 0 BC LATERAL SUPPORT 6= 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" 24.0" LL = 25 PSF Ground Snow (Pg) L0-TIONS REACTIONS 1/ACT I85I5E 0 (SPEC 625) 0'- 0.0" -26/ 384V -81/ 2778HH 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 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 11-1 -11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 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" SII 5 MAX HORIZ. LL DEFL = -0.011" @ 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. -' ti Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 N cii load duration factor=l.6, I Truss designed for wind loads Or r in the plane of the truss only. M-4x6 . Allti......_41/ariatiesism, iMPIZIMMIMIMMIE -/9 T -m I m-1-5x; of _ M.a3x4 to o M-3x4 M-3x5 3. 3, l ) 2-03-12 3-00-03 0-08-01 y y y y <5),E0. PR OF S, 1-00 , 2-05-08 9-06-03 y 6-00 5-11-11 �v\G I N EES coo "PROVIDE FULL BEARING;Jts:2,9,4,5 " �� • ^PE j • JOB NAME : 5019-B POLYGON CJ6 Scale: 0.3204 �r r� ,^ WARNINGS: GENERAL NOTES, unless otherwise noted: Loot^�OREGON El7OiV ti40 s.� 1,Builder and erection contractor shoed be advised of all General Notes 1.This design h based only upon the parameters shown and is for an individual (�` `( Truss: CJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper `f, 2.2x4 compression web bracing must W Installed where shown v. Incorporation r the top an Is the responsibility of the building designer. ••� "`,+1 b\t,. 4 6 < 3.Atld.bnal temporary bracing to Inoue Mobility during construction 2.Design assumes Me lop and bottom chortle to be leleralN braced at yl 1 `/ o.c.and al 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of //�� continuous sheathing such as plywood eheelhing(TC)and/or drywall(BC). ' A U 1 �� 2' DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+t SE K 15 8 0 9 8 5 4.No Iced should be applied to any ccynponent until eller all bracing end 4.Installation of hues is the responsibility or the respective contractor. 4• fasteners are complete and et no time should any loads greater than 5.Design assume.trusses are to be used In a non-corrosive environment design loads be applied to any component. end are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over end assumes no responsibility for the 6.Designassumeslull bearing at all supporta shown.Shim or wedge If EXPIRES 12/31/2016 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 limitations set forth by 6.Plates shall be located on both feces of Truss,end placed so their center TPI/WTCA in BCS",copies or which 061 be furnished upon request. lines coincide with Joint center lines. S.Digits indicate sb:e of plate In inches. MiTek USA,Inc./CompuTms Software 7.6.6(10)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #166TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 62 2-5=(0) 0 BC: 2x4 KDDF #16ISTR SPACED 24.0" 0-C. 2-3=(-165) 151 3-4=( -76) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 92.0 PIE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -57/ 179H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 337V 0/ OH 1.50" 0.93 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. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.006" �' MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed - 0.008" 12 0 MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" 7.50 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.691" 3 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" Design conforms to main windforce-resisting system and components and cladding criteria. rh 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 N in the plane of the truss only. 0 ,r rid 0 I 21,,7"...- 0.1,"..11---"4 M-3x4 1 1 1 1 1-00 6-00 1-11-11 � {\ei\v P R //�'PROVIDE FULL BEARING;Jts:2,5,3,9 I lI f, co-. yGiN NESQ ..� -9,...."....c 89782PE � JOB NAME : 5019-B POLYGON - EJ3 4.‹..,.11 -a' • • Scale: 0.5080 WARNI.Builder O. hRAe NOTEdesign unless otherwise eparnoted: 17 OREGON Truss: EJ3 1.and Wean for construction uld commences. of all General Notes 1.This building mp net.onlyupon iho parameters and Is for r Individual �~, and Warnings before cronsWctlon commences. building component.ApplkebllHy of design parameters end proper f nc. tkr- 2.2x4 compression web bracing moat be Installed where shown v. Incorporation of component Is the responsibility of the building designer. 1� (�,.q y .\1� V<� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be enterally braced at '1 J ` Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 7s Imps us sheathing such l bracing plywood sheathing(TC)where s ownand/4 drywell(BC). A� ` 3.Sc Impact bridging or lateral required whore mown + L. SEQ.: ((1580986 4.No load should be applied to any component until ager all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any mads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS I D: LINK design beds 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 NII bearing at all supports shown.Shim or wedge it EXPIRES 12/31/2016 fabrication,handling,shipment end installation of components. necessary. e.DesigMates hall belcated oneoth face to truss,d. December 8,2015 6.This design abling,shipment tlsublet tot he Ilmation sset forth by b.Pintas shall is adedq adn equate faces of trues,and placed so their center TPIAN7CA In BCSI,copies of which vAll be furnished upon request. lines coincide with joint center lines. 9.Digits indicate 0120 of plate In Inches. MITek USA,Inc./CompaTres Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-223) 205 3-9=( -89) 40 TC LATERAL SUPPORT <= 12"OC. UON. ", LOADING BC LATERAL SUPPORT <= 12"OC. UON. IAL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF I DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -72/ 214H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) I 5'- 11.2" -191/ 365V 0/ OH 1.50" 0.47 KDDF ( 625) I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -50/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" " MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" 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 = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.2" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. �I. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I) m (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), �1 0 load duration factor=1.6, r Truss designed for wind loads 0 in the plane of the truss only. I uo T 1: 4 0 2 5 11' -/ o M-3x4 J' 1-00 y 6-00 y 3-11-11 y ,�'�„�� PRQi 'PROVIDE FULL BEARING;Jts:2,5,3,9 I r,�c � '' �1 .. , <r" 89782PE r JOB NAME : 5019-B POLYGON -_. EJ4 • Scale: 0.9386 ,'., WARNINGS: I GENERAL NOTES, unless otherwise noted: (.44 4)OREGON i �' 4) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual l' OREGON ~N, Truss: E J 4 and Warnings before construction commences. building component.Applicability of design parameters and proper G, (2 2.2e4 compression web bracing must by instaNed where shown•. incorporation of component Is me responalblNty of the bulMing designer. 1 (JA(�y. A ) < 3.Additional temporary bracing 10 Incure debility during construction 2.Design assumes the top and bottom chords to be laterally braced at ♦ I F�1 i7 la the responsibility of the erector.Additional permanent bracing of T continuous and at 10'o.c.rsuch ss sly unless braced throughout their length by /� DATE: 12/6/2015 the overall structure is the ro ISINof the building sheathing such as plywood eheathing(TC)end/or drywalHBC). PA 1 t I '1� apona y designer. 3.25 Impact bridging or lateral bracing required when.shown•+ �"{V l+ SE K 15 8 0 9 8 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q' fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component, and are for"dry condition.'of use. TRANS I D: LINK 5.CompuTnn has no control over end 9seumes no responsibility for the 8.Design assumes inti bearing et all supports shown.Shim or edge if EXPIRES: 12/3112016 necessary. fabrication,handling,shipment andhy limitations of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WICA In SCSI.copies of which wlll be furnished upon request. lines coincide with joint center lines. 0.Digits Indicate size of plate In Inches. MITek USA,Ino./CofnpuTrus Software 7.6.6(IL)-E 10.For basis connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-223) 208 3-4=) -90) 40 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ 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/ 368V 0/ OH 1.50" 0.97 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -60/ 93V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 g (- 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 = 0.000" 0 0'- 0.0" Allowed = 0.023" I) MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.031" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed - 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX ROBIN. LL DEFL = -0.003" @ 9'- 11.2" 7.50 MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, m Truss designed for wind loads 0 t in the plane of the truss only. o 11 IS o �� 5 O M-3x9 1-00 y 6-00 y 4-02-12 y {;�G0 pQI�,�C'� 'PROVIDE FULL BEARING;Jts:2,5,3,4 I r�� i�,, G1 N ' > 444 I, '` 89782PE -- JOB NAME : 5019-B POLYGON - EJ5 • Scale: 0.9371 ",....or WARNINGS: GENERAL NOTES, unless otherwise noted' (0' OREGON Truss: E JS 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 A E /� and Warnings before construction commences. bedding component.Applicability of design parameters and proper '!� �,I'f" n'\J +�". 2.2s4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. KI {.l,..q a.,, y`4 4' �. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at T '1 J"�'Y "t:7 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless raced throughout their length byit cat\NI DATE: 12/8/2015 the overall structure is the responsibility of the building designer, continuous us ridggi later l aplywood required where s and/or a drywall(BC). ` 3.Is Impact bridging Srolateral bracing required where shown++ L SEQ. : K15 8 0 9 8 8 4.No load should be applied to any component until after all bracing and 4.Installation of trues Ie the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied tea coeponent and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibllfty for the 6.Design assumes full bearing at aN supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necegory. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both Naas of truss,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrgs Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 60 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(0) 85 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. I LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 276V -15/ 59H 5.50" 0.44 KDDF ( 625) 1'- 10.9" -159/ 165V 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 IBC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ,''. MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.013" @ 3'- 11.6" Allowed = 0.404" MAX BC PANEL TL DEFL = -0.129" @ 5'- 3.2" Allowed = 0.539" MAX HORIZ. LL DEFL - -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 177 Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ VP co zo I r 0 cr f cr0 0 1 M-3x4 , l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 1 9-00 moi• 89782PE JOB NAME : 5019-B POLYGON FJ1 • Scale: 0.5797 1 . • //�� WARNINGS: GENERAL NOTES, unless otherwise noted: / q! ' 4) 1.Bander end erection contractor should be advbed of all General Nates 1.This design Is based only upon the parameters shown and Is ler an Individual l' OREGON ", Truss: FJ1 and Warnings belore construction con,menses. bulldmgcomponent.Applkebintyofdesign parameters and proper 4/4/ . 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. " �.1 "� 3.Additional temporary bracing to insure debility during construction 2.Design assumes the top and bottom chords to be laterally bated at F•C'Y `1.I1 ✓ Is the responelbllity orthe erector.Adtlllbnel permanent bracing of 2'oe.and at 10'o.c.reapecteety unless braced throughout their length by e r >r DATE: 12/8/2015 the overall etruGure Is the responsibility 1 the bulldin deal continuous sheathing such as acinplywg re drsd here show t and/or drywell(BC). PAUL apor. ty o o goer. 3.let Impact bridging or lateral bracing required where aha d/++ SEQ. : K15 8 0 9 8 9 4.No load should be applied to eny component until eller all bracing and 4.Installation of truss ie the responsibility of the respective contractor. fasteners are complete and a1 no time should any beds greater than 5.Design assumes busses ere to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component, and are ler"dry contlitlon"of use. 5.CompuTrue has no control over and Warms s no responsibility ler the 6.Deeesae ssumea NII bee ring at aN wppons shown.Shim or wedge 11 EXPIRES: 12/31/2016 febrkatlon,handling, ry isedlpmeettothklMlaaonalcompheyre. 8.plate,assumes boadequate drainage lstewsad. December 8,2015 6.This design is furnished subject to the limitations set forth by 8.Plates anon be moored on both rases or trans,and placed Co their center TPIMRCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. B.Digits Indicate size of plate In Inches. MiTek USA,Inc.ICompuTrua Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 1-2=( 0) 60 2-9=(0) 0 SPACED 24.0" O.C. 2-3=(-37) 76 TC LATERAL SUPPORT <= 12"01. LION. LOADING BC LATERAL SUPPORT <= 12"OC. ION. LL( 25.0)+51( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 361V -29/ 97H 5.50" 0.59 KDDF ( 625) 3'- 10.9" -189/ 175V 0/ OH 1.50" 0.28 KDDF (-625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 77V 0/ OH 5.50" 0.12 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSE LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.228" MAX TC PANEL LL DEFL = -0.013" @ 2'- 3.8" Allowed = 0.268" MAX TC PANEL TL DEFL = -0.035" @ 2'- 0.7" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.179" @ 9'- 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 12 Design conforms to main windforce-resisting 7.50 17. system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=9.2,BCUL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. 0 0 .-I � N 1 � O PA 0 1 �� -.9 / M-3x4 ,I' 1-00 y 'PROVIDE FULL BEARING:Jts:2,3,9 9-00 y 4,� 1OFi PO fisc ca '`co INC - /C '` 89782PE 9' JOB NAME : 5019-B POLYGON - FJ2 - • Scale: 0.5247 J�r�rC��!\ V NMI, • WARNINGS: GENERAL NOTES, unless otherwise noted: 1E./4" OREGON �^ Truss: FJ2 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 mdNidual 7 OR EGO N p` and warnings before constructkn commences. building component.Applicability or design parameters and proper lJ(l 17 ^ 2.2x4 compression web bracing muni be installed where shown�. incorporation of component is the responsibility of building designer. �/a�V (]� 3..Additional temporary bracing to Insure stability during construction Z.Design assumes the top and bottom chortle to be laterally braced al ' ,�.L9. :1 `�� Is the responsibility of the erector.Additional permanent bracing of �'o.c.and al f 0'o.c.respectively unless braced throughout their length by /_ 7 \ el'\N DATE: 12/8/2015 the overall structure is the responsibility of the building den continuous sheathing such ea plywood sheathing(TC)and/or tlrywell(BC). T /•, 7" g Igner. 3.7a Impact bridging or lateral bracing required where shown++ r" ' f L >("1 SEQ.: K15 8 0 9 91 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. v fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"cruse. 5.CompuTrus hes no control over and assumes no responsibility for the 6 necessary. esign seamen lull beefing at all supports shown.Shim or wedge if EXPIRES: r r� Iy y G fabrication,handling,shipment end Installation of components. ry' pAPIREa.7. 121J1/Gv1U` 6.This design islurnbhedsubject tothe limgetionsset forth by 7.ElDetlsshallgn beelatledon drainageisrusandd. V,2015 6.Plates shell be located on both laces of truss, plemd so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E S.Digits indicate size of plate in Inches. 10.For bask connector plate design values see ESR-1311,ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 SPACED 24.0" O.C. 2-3=(-168) 152 BC: 2x4 KDDF #1&BTR I. 3-9=( -75) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 175H 5.50". 0.60 KDDF ( 625) '�. LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 670 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/ 00 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. IC OND. 2: Design checked for net(-5 psf) uplift at 29 "00 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7q -,, 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 , MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 7.50 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" I 3 Design conforms to main windforce-resisting . system and components and cladding criteria. 0 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=l.6, c. Truss designed for wind loads in the plane of the truss only. I Lo Oil to c, la 0 li 2 5�� -7 0 1 111 M-3x9 J. 1-00 y 6-00 y 1-11-11 y 1•�' 0 PROF�CS' (PROVIDE FULL BEARING;Jts:2,5r3,9 rrAc,- \AGINE ,_C 4Sf.,) :9782PE N JOB NAME : 5019-B POLYGON- FJ34' ..10" Scale: 0.5080 ('�/� MIMI WARNINGS: GENERAL NOTES, unless otherwise noted. �/ ��OREGON ~4 I.Builder end erection contractor n ilk beadvised of all General Note. 1.This design k baud only upon the parameters shown and is for an IMNidual �f f ^(`3 Truss: FJ3 and Warnings before constructioncommences. building component.ponenablllty of design parameters and proper "7� 7 `�(� G,_ 2.2x4 compression web bracing must be InSta8 d where shown e. incorporation of component Is the'a responsibility of the building designer. V _ 3.Additional tem bracing to Ina re stab/ duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at -,<<„,4e Pony 5 gl p cons 7 o.c.and Cl 10'o.c.reapectNeN unless bread throughout their length by V is the responsibility of the enactor.A tlkonal permanent bracing of continuous sheathing such as pNwood sheathing(TC)and/or Onmall(BC). AA UL DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown.. SE Ki5 8 0 9 9 3 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. 4•: fasteners are complete end el no tlrne should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are ler"dry condition"of use. TRANS ID' LINK design Design assumes full bearing atall supports shown.Shim orwedge if EXPIRES: 1213112416 5.CompuTry+nes no control over and assumes no responsibility for the necessary. II,,�� p fabrication,handling,shipment endpnstallellon of components. 7.Design assumes adequate drainage Is provided. December 6,2015 6.This design is furnished subject to the(Imitations set forth by 6.Plates shell be located on both faces of truss,end placed so their center CiP.fTIUP. TPI/WTCA in SCSI,copies of which will be furnished upon request. 9.linescoincide Indicate size joint ticcenter tellilines. nes MiTek USA,Ino./CompuTrus S0ftWare 7.6.6(1 L)-E 10.For basis connector plate design values see ESR-1311,ESR-t986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/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 TC LATERAL SUPPORT <= 12"0C. UON. 3-4=( -90) 90 LOADING BC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 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 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 379V -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" 0.97 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 lOPSE LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. POND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 9.9" Allowed = 0.927" ') MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 7.50 12 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, �) rn Truss designed for wind loads o in the plane of the truss only. r 1 T li NW o 0 2""---"":14 5�� -1 0 M-3x4 y l-o0 1 6-00 y l (PROVIDE FULL BEARING;Jts:2,5,,3 4 I ( \` NA1�N & p,3-11-11 �,,r� C.,..‘ 1� / '�� :9782PE 9" JOB NAME : 5019-B POLYGON - FJ4 4,, ✓ Scale: 0.4386 WARNINGS: GENERAL NOTES, unless otherwise noted. i u (-!�1 - Truss: FJ4 Builder and erection contractor should be advised of all General Notes This designIs based only upon the parameters shown and is or an individual ,} r/f- OREGON K. and Warnings before construction commences. building component.Applicability of design parameters and proper -5a i 2.244 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer. ,,,may Q. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at ]'� / � �! Is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.c.reach as ply unless bated throughout their length by i �� DATE: 12/8/2015 the overall structure is the responeibiby of the building designer. continuousx sheathing such b acing requireddsheathing(TC)whereshown a tlrywall(BC). PA SEQ. : K158 0 9 9 4 4.No load should be applied o any component until alter all bracingd 3.24 Impact bridging or lateral bracing where shown i 4 /e an 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end al no lime should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bade be applied to any component. and are for condition.'of use. Dsi5.CompuTruahas nocontrol over and assumes noresponsibility for the 6.neessarysumesfullbeeriegetalleuppodeaheon.ShlmorwedgeIt EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. ry' p 6.This design is furnished subject to the limitations set forth by 8.Platassumes adequate drainage is provided. end 8,2015 B.Plates shell be located on both hoes of buss,end placed so(heir center TPI/WfCA in SCSI,copies of which will be furnished upon request lines coincide wtth joint center lines. B.Digits indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 70.for basic connector plate design values see ESR-1371,ESR-logs(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 08 3-9=(--90)222) 290 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. 1 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 4.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) I 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 95V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.033" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" �) MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.927" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.691" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" 7.50 1 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, d, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �) 4 .--• load duration factor=1.6, )A m Truss designed for wind loads o in the plane of the truss only. o 0 /-3x4 J. 1-00 y 6-00 y 4-04 l 54\ !t�"1� E 649A- (PROVIDE FULL BEARING;Jts:2,5,3,9 I ` '"" ,(�^jQ sy[�l� 1,. cc.4/. 89 821-E -b-- JOB NAME : 5019-B POLYGON '- FJ5 • Scale: 0.4315 • ''' WARNINGS: GENERAL NOTES, unless otherwise noted' ��!'ll�f C1"�OMI 1� 40 t Builder end erection contractor h ttd be advised of all General Notes 1.This design ie based only upon the parameters shown end Is for en individual OREGON E l.7 1 Vn yw Truss: FJ5 end Warnings before construct/ commences. building component.Applicability of design parameters end proper /f' V 2.204 compresebn web bracing must be installed where shown e. incorporation of component Is the responsibility of the building designer. " A "'.l.'.�L]\l .t 3.Additional tem bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at -h/3 a l 7 1 -5 temporary g y g cons 2'o.c.and at 10'o.c.reapeclbely unless braced throughout their length by [[``�s Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood eheething(TC)and/or drywall(SC). !q U I< `'4 DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•i SEQ.: K].5 8 0 9 9 5 4.No load should be applied to any component until after ail bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses ere to be used in a nontrorroslve environment, TRANS I D' LINK design loads be applied to any component. end are assor umes common'of use. 5.CompuTrus hes no control over end assumes no responsibility for the 8 Design ccumes NII beefing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 apo s y necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage le provided. December 8,2015 8.This design Is furnished subject to the Ilmkatbns set forth by 8.Plates IMO be located on both faces of Imes,end placed so their center TPIW/TCA in SCSI,copies of which vel be furnished upon request S.tosss IMkde s h blot platcarrel lines. DipMITek USA,Inc.(CompUTfUS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cg=1.00 �I TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 60 2-8-(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-469) 953 3-4=(-324) 289 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-231) 200 BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-119) 89 DL ON BOTTOM CHORD = 10.0 PIP 6-7=( -47) 22 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA I LOCATIONS REACTIONS REACTIONS SIZE 5Q.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/ 34BV 0/ OH 1.50" 0.95 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -138/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -159/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -123/ 209V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 3.2" -4/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) 8-01-03 11-02-01 'COND. 2: (- ps ) p Design checked for net(-5 f uplift at 24 "on s I g pacing. o ' 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 = 0.091" @ 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" 5 MAX HORIZ. TL DEFL = -0.009" @ 17'- 11.2" 12 • 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ,-1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, , Truss designed for wind loads M-3x5(S) 1 in the plane of the truss only. 3 LD o °11°11111.111°1111/1 (; V Ill } o S r p�ry- o M-3x9 �� D PR Ok.te,n 1. 1, y .1 ,g OJG1NE&,• ;,2, 1-00 6-00 13-03-04 �y,,,,T" �^' /1,,�. 'PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,7 I `4 89782 P E �" JOB NAME : 5019-B POLYGON - FJ10 ;, ?C ;7 . Scale: 0.2585 a . , • • WARNINGS: GENERAL NOTES, unless otherwise noted: .�+� OREGON /,., Truss: FJ10 1.Builder and erection contractor should be advised of all Ge neral Notes 1.This design is based only upon the parameters shown and is for an Individual A T OREGON Ks Q)and Warnings before construction commences, building component.Applicability of design parameters and proper 4• //� (T 2.2x4 compression web bracing must be Installed where shown•. In;:: rratlon of component Is the rcsponslbllNy of the building designer. lJ„3 A V 3.Additional tern bracing to Insure stability during 2.D2'thcoogwg( . tt '' ccDATE: 12/8/2015 thibilityfthbildigdgner. 3.2xact bridging or lateral bracing required where shown• �( ) ��V L. SEQ.: Ki5 8 0 9 9 6 4.No load should be applied to any component until eller an bracing and 4.Installation of truss Is the responsibility of the respecltve contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component and are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment end 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 B.Plates shall be located on both faces of truss,end placed so their center TPIIWlCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ina./ColnpuTrus Software 7.6.6(1L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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: 2x9 KDDF #16BTR '. SPACED 24.0" O.C. 2-3=(-99) 46 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. SII LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 296V -15/ 59H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -107/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) • • • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.165" 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 7.50 177. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX BORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ef in the plane of the truss only. o � rn f 2 1 M-3x9 • y l l 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 6-00 PR Oic co GLN6"E9 o� `r 8.782PE v • • JOB NAME : 5019-B POLYGON - J1 • Scale: 0.6771• • •r/� '^ WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is ,T based only upon the parameters shown and is for an Individual �f OREGON Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper Y (y dolr 2.204 compression web bracing must be installed where shown+. Incorporation of component k the responsibility of the building designer. 149,4_ J s•..". G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be throughoutaterally braced et T "1/-')'r :J Is the responsibility of the eredor.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced their length by 1 DATE: 12/8/2015 the overall structure is the res onslbllof the baldingdesigner. lnr continuous sheathing such as plywood required sheathing(TC)and/or tlrywall(BC). U L 1 responsible)/ 3.25 Impact bridging or lateral bracing where shown++ SEQ.: K 15 8 0 9 9 7 4.No toed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used m non-corrosive nonnrrosive environment, TRANS ID•• LINK design loads beappliedtoany component. and for use. 5.CompuTrus has no control over and assumes no responsibility for the S nDesign sseassumes full bearing at ell supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and In*telallon of components. 7ry .DePlaten s drainageIsrasised. December 8,2015 6.This design Is furnished subject to thelllmletlons set forth by S.Plates shah be located on both latae of truss,and placed so their canter • TPIMRCA In SCSI,copies of which vet be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate sloe of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,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/Cq=1.00 TC: 2x9 KDDF #l6BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #l6BTR SPACED 24.0" O.C. 2-3-(-76) 61 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"01. 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 P56' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" / I f MAX TC PANEL LL DEFL = 0.015" @ 2'- 2.2" Allowed = 0.269" 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 � MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 -1 Design conforms to main windforce-resisting system and components and cladding criteria. 0 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 m in the plane of the truss only. 0 0 mi O i Mig O _, 0 ►1 1. 14 1 M-3x4 J• b y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4 I .�� O P h O0 (t"' 89782PE C"" JOB NAME : 5019-B POLYGON - J2 • i • • • • Scale: 0.6021 / -......r WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: J2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end lc for an indNidual 71,E OREGON ti's end Warnings before construction commences. building component.Applicability of design parameters end proper n 2.2x4 compression web bracing must be Metalled where shown«, Incorporation of component Is the responsibility of the building designer. ..s•J� = y, V �. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced al 7T :J • is the responsibility of the erector.Additional permanent bracing of `'o.c.and al 10'o.c.reach es plywoodly unless braced Throughout their length by N DATE: 12/8/2015 the overall structure lathe res onalblAof the buildingdeal continuous sheathing such as sheath ing(TC)andior drywall(BC). PAUL. P N designer. 3.2x Impact bridging or lateral bracing required where shown.+ SEQ. : Ki5 8 0 9 9 6 4.No load should be applied to any component until alter all bracing end 4.Inatafation of truce is the responsibility of the respective contractor. fasteners are complete and el no time should any bads greater than 5.Design assumes trusses are to be used Ire non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition'o/use. 5.CompuTrus has no control over and assumes no responsibility for the S.Desitin assumes full bearing at se supped,shown.Shim or wedge If EXPIRES: 12/31/2016 hbricollon,handling,shipment end installation of components. 7.Design s;umes adequate drainage Is provided. December 8,2015 6.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 TPIANTCA in BCS(,copies of which will be furnished upon request. lines coincide well joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1506(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&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-119) 86 TC LATERAL SUPPORT <= 12"01. VON. 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 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 902V -43/ 136H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -80/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.102" @ 3'- 7,2" Allowed = 0.925" 5-11-11 MAX TC PANEL TL DEFL = -0.103" @ 3'- 9.8" Allowed = 0.638" 1' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 3 --/ MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 7.50 1 0 Design conforms to marn 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, MWERS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M O I .-I 0 P u) o �i O 0 1 2► 9► M-3x9 y y y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,3 ' 4� E� PROFs:' ��yGINEF9 /"0' ~ 89782PE JOB NAME : 5019-B POLYGON - J3 , ,,,I� '�. - ' • Scale: 0.5502 84411. WARNINGS: GENERAL NOTES, unless otherwise noted: (a' �r'�F-� ( /'{ tivJ. 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and Is for an Individual rte} 11 fl EG V N /� Truss: J3 and Warnings before construction corpmences. building component.Applicability of design parameters and proper 41.(1 (L 2.2t4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of Me building designer. ..f) V.*1�y.`•. C. f/' Q. 3.Atldebnal tem brecln to InauN elabllit tlurin irucibn 2.Design assumes the lop and bottom chords to be laterally braced al 7 4`l�+' iT temporary g y g cons 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i T• � (^� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)tand/or drywab(BC). 1"hA eU 4. DATE: 12/8/2015 the overall structure Is the responsibility of the balding designer. 3.2x Impact bridging or lateral bracing required where shown•• SEQ. : K1580999 4.No load should be applied to any component until ager all bracing and 4.Installation llation olimimexheesponsi responsibility onc�ct ec nmc nment. fasteners are complete and at no tlma should any loads greater than Design assumes TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrua hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling, ry shipment and lnhtsleello of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design Is furnished subject to Ihq limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CompuTtus Software 7.6.6(11)-E 10.For basic connector plate design values see E5R-7317,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 #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-168) 152 3-9=( -75) 30 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 RODE ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 oc g (- psf) uplift at 29 " 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 = 0.927" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 12 (� 7.50 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 3 Design conforms to main windforce-resisting 44 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), re load duration factor=l.6, o Truss designed for wind loads d' in the plane of the truss only. 0 N lD 0 PA l0 1 2�� 5�� M-3x4 1 1 , 1 1-00 6-00 1-11-11 ' 90 PRope (PROVIDE FULL BEARING;Jts:2,5,3,4 c -7 89782PE { JOB NAME : 5019-B POLYGON - J4 �/„�,,r!' .r' Scale: 0.5080 WI.Builder ,GENERALThis design unlessntheWaramete 1* OREGON Truss: J4 end Warnings on contractor should beadvised of all General Notes TMldIngoeponet.based oppyuponyohe peslgnpreshownmeter end Is loran individual 'd end Warnings before construction commences, building component.Applicability of design parameters and proper J/� n 2.2s4 compression web bracing must be Installed where shown+. Incorporation of component Is the rosponslbllity of the building designer. 1;<? 4.•/� { rt„C-) 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced al \ �a' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,such as eq unless braced throughout Inco-length by { N �V' DATE: 12/8/2015 the overall structure Is the responsibility ofthe building deal continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). r-A U s p ty g gner. 3.lir Impact bridging or lateral bracing where shown++ SEQ. : K1581000 4.No load should be applied to any component until eller act bracing and 4.Installation of hues is the responsibility of the respective contractor. fasteners are complete end at no time should any made greater than 5.Design assumes bnon- corrosive are to be used In a nonorrosive environment, TRANS I D: LINK design loads be applied to any component. and are fry condition of use. S.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment end 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 laces of trues,and placed so their center TPMAGCA In SCSI,copies of which sill be furnished upon request. Imes coincide with joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 3-9=( -90) 90 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. DL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/Desig374nV conf-orm73/s to 21ma5Hin 5 windforce.50" 0.-60 KDDFresisting( 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. 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" 9 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 9.9" Allowed = 0.427" ') MAX TC PANEL TL DEFL= -0.052" @ 2'- 11.9" Allowed = 0.691" A MAX HORIZ- LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50 system and components and cladding criteria. Wind: 190 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, 0 rt Truss designed for wind loads p in the plane of the truss only. c, 0 t li7 111.11.1.11111.1.11 I / -3x4 b l l 1 ��a P R QcescS' 1-00 6-00 3-11-11 (PROVIDE FULL BEARI NG;Sts:2,5,3,9 I ,,,,....--44 �J �^�'•` 9 �� 89782PE7 JOB NAME : 5019-B POLYGON J5 Scale: 0.4386 ,�v WARNINGS: GENERAL NOTES, unless otherwise noted. ��E1.y 1.Builder and erection contractor should IA advised of all General Notes 1.This design Is based only upon the parameters shown and is for en IndNidual 'll..3ON e_~ Truss: J5 end Warnings before construction coMraences. building component.Applicability of design paremeters end proper 2 2.204 compression web bracing must be Installed where shown 0. incorporation of component Is the responsibility of the building designer. 9,5, �.1 Fy y. ' 3 3.Additional temporarybracingto Inw stability during construction 2.Design assumes the top and bottom chords to be lateralo braced el f�T + rf Y g wns 2'0.5.and 01 10'o.c.respectively unless braced throughout their length by (�s V Is the responsibility of the erector.Adtlltbnal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PAUL i L ' DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown o e v SK' K 15 8 10 01 4.No bed should be applied to any component until after all bracing end 4.Installation of trues is the responsibility of the respective contractor. Q fasteners are complete end el no Nine should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any cromppnent. end are for"dry condition"of use. TRANS ID: LINK 5.CompuTrushas nocontrol over and assumes noresponsibNNyfor the 8.Deaigneasumea ullbeeringatallsupportsshown.ShlmorwedgeIt EXPIRES: 12/31/2016 fabrication,handling,shipmentrt components. 7.Design assumes adequate drainage Is provided. dctotll ali'°"sfaam la. , December 8,2015 8.This design b Nrniahed subject to ih�limitations set forth by 8.Plates shell be located on both laces of truss,and placed so their center TPIMTCA in SCSI,copies of which bAll be furnished upon request. lines coincide with joint center lines. D.Digits Indicate she of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-t311,EBR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DD F/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x9 KDDF #160TR SPACED 29.0" O.C. 2-3=(-276) 260 TC LATERAL SUPPORT <= 12"00. UON. 3-9=(-132) 96 LOADING 4-5=( -95) 22 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS; 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -88/ 257H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -189/ 353V 0/ OH 1.50" 0.95 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -106/ I89V 0/ OH 1.50" 0.29 KDDF ( 625) 11'- 11.7" -23/ 96V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I 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 = 0.927" q MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.9" Allowed = 0.691" MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" 12 MAX);( HORIZ. TL DEFL = -0.004" @ 11'- 10.9" 7.50 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 ro load duration factor=l.6, o I Truss designed for wind loads o 0in the plane of the truss only. r io 0 0 KM O M-3x4 J• 1-00 y 6-00 ; 5-11-11 y [�,�l�9,,t.0( PR Of C`r+ .. (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I c..7 N4 I?�'? c" 89782PE JOB NAME : 5019-B POLYGON - J6 i,.r ,,,r„g,.° Scale: 0.3914 WARNINGS: GENERAL NOTES, unless otherwise noted: �yr •J Truss: J 6 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 7 OREGON ©� and Warnings before construction commences. building component.Applicability of design parameters and proper Ss 2.254 compression web bracing must be Installed where shown+. Incorporation of component h the responsibility of the building designer. ,.a� ('� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced et j \I -, Y.� le the responslbiPly of the erector.Additional permanent bracing of 2'o.c.and at f 0'o.c.respe0th ty unless braced throughout their kngih by /�s r 0� DATE: 12/8/2015 the overall structure is the responsibility of the building designer. continuous sheathing ater asacing re uiredw g(TC)andlor drywall(BC). PAUL SD K 15$1 Z 4.No load should be implied to any coin until ager all bract 3.25Impactbridging or lateral bracing required where shown++ 4. : component ng and 4.Installation of truss la the responsibility of the reapectNe contractor. fasteners are complete and at no time should any loads greater Man 5.Design assumes trusses ere 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.CompuTrus has no control over and assumes no responsibility for the e.Deeig assumes full bearing at all supports sheen,shim or wedge Ifmmmry. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 6.This design is furnished subject to the limitations set fodhby 8.Designesshall on truss,d. December 8,2015 8.Plates shall be lith joint both faces of truss,end placed so their center TPII`ATCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 1a.For bask connector plate design values see ESR-1311.ESR-f 988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 10.7" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration 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. 44—lx2 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. • 5-105-06 5-05-06 T '1 f 12 12 7.50 IIM-4x4 '' 7.50 3 rd1� ,0 M-3x4 M-3x4 1 b y 1 0o y 10-10-12 1-00 �� .c) PRQ Ess ca �eyC,i N ESA; p- ' a 9782P 1- JOB NAME : 5019—B POLYGON — G1 Scale: 0.5268 / al,,.e)!�� . •'^. WARNINGS: GENERAL NOTES, unless otherwise noted: r",�,yr /-�('7 E/"xOhl a,40 1.Builder and erection contractor shoyld be advised of all General Notes 1.This design N based only upon the parameters shown and is for an indtldual �f $° _ OREGON IY y' a�, Truss: G1 and Warnings before construction cynxnences. building component.Applicability of design parameters and proper H ��✓ n'.J �( • 2.2x4 compression web bracing mudibe installed where shown�. Incorporation olcompopanl la them chords of the burping designer. 1. �Al RY: 4 6 G' �J�. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced et .r T r l 1 \�/ Is the res onelblN of erector.Additionalpermanentbracing of 2'o.c.and at 10 c.c.respectively unless braced throughout their length by /h+ y p ty o continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). " A U1- �\ DATE: 12/B/2015 the overall structure Is the responeiilitry of the building designer. 3.2x Impact bridging or leteral bracing required where shown•+ 4.No bed should be applied to any component until after all bracing end 4.Installation of truss is the reaponsibiby of the respective contractor. SEQ. K15 810 0 3 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment se. TRANS ID' LINK design bads beeppitedtoany component. andarorordry fullben^ma 5.CompuTrus hes no control over and assumes no responsibility ler the B.Designassumes full beefing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 ry fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPbW1 CA in BCSI,copies of wbktl nal be furnished upon request. Ines coincide with join)center lines. 9.Digits indicate see of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 11.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 WIDE #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. TON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads M-1.5x4 or equal 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 IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span TON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 4-07-12 0-03-12 I' '1 1' 12 6.00 M-1.5x3 4 0.11113 A koN 61 0 N 2 To aM. 111 101o o //// // /////////////////////////////I 5 6 M-3x9 M-1.5x3 J• ) y 1-00 4-11-08 ��D PRo to w 'L cr 8 •782PE 9e JOB NAME : 5019—B POLYGON — H1 '/ • Scale: 0,5947 -.mow WARNINGS: GENERAL NOTES, unless otherwise noted' 4441 44) Truss H1 1.Builder and erection contractor should beadvised ofall General Notes 1.This design Is based only upon the parameters shown end is for .4r an individual F OREGON k, and Warnings before construction commences. building component.Applicability of design parameters and proper ',}y 2.2x4 compression web bracing must be installed where shown+. Incorporallon of component la the responsibility of the building designer. e'� �/� �,,. �` 3.Additional temporary bracing to Insure stablldy during construction 2.Design assumes the top and bottom chortle to be laterally braced at NI is the responsibility of the erector.Additional permanent bracing of 7 o.c.and a110'o.c,such as plywoodly unless braced throughout their length byir DATE,': 12/8/2015 the overall structure is the rcaponelbrtty of the building designer. So sped°sheathingsuch as sheathing(TC)where shown drywall(BC). 11.vs UL Vk\ 4• 4.No load should beapplied to eg and Impact bridging or lateral bracing required where shown++ J J{ S E K 15 810 0 4any component until alter all bract d 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to ba used In anon-corrosive environment, TRANS I D: LINK design loads be applied to any component. and ere for'dry non-corrosive condition•of use. 5.CompuTrus has no control over and assumes no responsibility for the 6 steDesign am assumes NII bearing et all supports shown.Shim or wedge 11 EXPIRE 12/31/2016 fabrication,handling,shipment end Installation of components. ry 6.This design is furnished subject to bythe limiationsset forth T.Pates ealb looncated drainageistruslsen d. December 8,2015 e.Plates coincide be/opted e both faces of truss,end placed m mein center TPINVECA in SCSI,copies of which*Ube furnished upon request. linea coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11_)-E 10.For bask connector plata design values see ESR-1311,ESR-1986(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR '., LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-46) 52 3-5=(-150) 145 BC: 2x9 KDDF #16BTRI, SPACED 24.0" O.C. 2-3=(-96) 71 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 PUP' BEARING MAX VERT MAX HORS BRG REQUIRED ERG AREA TOTAL LOAD = 92.0 PUP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -74/ 358V -34/ 94H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 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/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 = 0.091" @ 2'- 8.1" Allowed = 0.295" 4-07-12 0-03-12A / MAX TC PANEL TL DEFL = -0.036" @ 2'- 6.3" Allowed = 0.442" f I 1 MAX HORIZ. LL DEFL = 0.000" @ 4'- 7.7" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 7.7" 6.00 Design conforms to main n windforce-resisting M-1.5x3 4 system and components cladding criteria. 3 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat-2, Exp.B, MWFRS(Dir), I load duration factor=1.6, • End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. to I rn 0 In o 1 cr 4111P . x5 o M-3x4 M-1.5x3 Jr ,1 Jr 4,07-12 0-03-12 Jr Jr Jr 1-00 14-11-08 (Ssp..,'PRQp ic;r ( k -IN 9 r<2* :9782PE I✓ JOB NAME : 5019-B POLYGON H2 „or Scale: 0.5632 11111 WARNINGS: GENERAL NOTES, unless otherwise noted: -„a4'i OREGON 1.Builder and erection contractor shogld be advised of all General Notes 7 This design is based only upon the parameters shown and is for an Individual -}v EG IV e�h Truss: H2 and Warnings before contraction commences building component.Applicability of design parameters end proper J, 1"t. 2.2x4 compression web bracing must�e Installed where shown« incorporation of component Is the responsibility of me building designer. l `�"CT F?y A6 e,I 3.Additional temporary bracing to Insu a stability during construction 2.Design assumes the lop end bottom chords to be Ieleraly braced al x l 1 _+`�/ IS Me responsibility of the erector.AddHonal permanent braGng of 2'o.c,and al 10'o.c,respectivey unless braced throughout their length by rir ( V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I [, DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or Mend bra Gig required where shown+a PA U SEQ.: 1<15010 0 5 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. TRANS I D• LINK design Reds be applied to any component. u 5.CompuTrus hes no control over end assumes no responsibility for the 8.Design asmesIuIIbearingateNsupportashown.Shimorwetlgeif EXPIRES: 1213112016 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 8.This design is furnished subject to tSe limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ilnes. 9.Digits indicate We of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-7317,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 #10BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5-1-62) 83 3-5=(-199) 180 BC: 2x9 KDDF #1&BTR 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 = 42.0 POE 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" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.130" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL - -0.140" @ 3'- 3.3" Allowed = 0.610" 6-01-12 0-03-12 '' 1' 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 Designconforms to main windforce-resisting 3 c g system and components and cladding criteria. '�' Wind: 190 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn 111 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 1 1 o lr I 2 ie2E4 ►�5 0 M-3x4 M-1.5x3 l 1 l 6-01-12 0-03-12 J• l l 1-00 6-05-08 ��, tiNG�N� C.1, 89782PE JOB NAME : 5019-B POLYGON - H3 • Scale: 0.5257 eMa ♦ ,� WARNINGS: GENERAL NOTES, unless otherwise noted: f/ 4) Truss: H 3 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "f7 OREGON ^ and Warnings before construction commences. building component.Applicability of design parameters and proper / (t,V ��` 2.2x4 compression web bracing mud be installed where shown+, incorporation of component Is the responsibility of the building designer. 1v,a,) ` (I / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� "7 Y' 1.7� � is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.rsapedlvely unleca braced throughout their length by \N V DATE: 12/8/2015 the overall structure is the responsibility of the building designer. continuousxImp ridgingiog such l bracing plywood required a where s ownand/+r tlrywell(BC). .�},f� j 3.2x Impact bridging or lateral requlretl where shown A SEQ.: K15 B 10 0 6 4.No load should be applied to any component until eller all brewing and 4.InalaINtlon of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes busses are to be used In a nowcorroaive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing atall supports Mown.shimonwedge if EXPIRES: 12/31/2016 n assets. fabrication,handling,shipment andmetdlation of components. 7.Design assumes adequate drainage is provided. December 8,2015 S.This design Is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Diggs Indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-10-12 GIRDER SUPPORTING 10-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTRLOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 60 2-6=(-117) 1071 6-3=(-165) 1133 BC: 2x6 KDDF #1&BTR 2-3=(-1383) 233 6-4=(-117) 1071 WEBS: 2x4 KDDF STAND '', LOADING 3-4=(-1383) 233 'LL LL = 25 PSF Ground Snow (Pg) 4-5-( 0) 60 TC LATERAL SUPPORT <= 12"OC. UON. TC UNI k' LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 10.7" V 11 BC LATERAL SUPPORT <= 12"OC. UON. BC UNI' LL( 100.0)+DL( 88.0)= 168.0 PLF 0'- 0.0" TO 10'- 10.7" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -292/ 1487V -76/ 76H 5.50" 2.38 KDDF ( 625) 10'- 10.7" -292/ 14B7V 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 fox net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" '.. - MAX LL DEFL = -0.017" @ 5'- 5.4" Allowed = 0.499" MAX LL DEFL = -0.002" @ 11'- 10.7" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 11'- 10.7" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.054" @ 2'- 11.4" Allowed = 0.542" 5-05-06 5-05-06 MAX HORIZ. LL DEFL = 0.005" @ 10'- 5.2" 12 12 MAX HORIZ. TL DEFL = 0.009" @ 10'- 5.2" 7.50.V '�I M-4x6 ' 7.50 4.0" 3 Design conforms to main windforce-resisting 011system and components and cladding criteria. Wind: )Al mph, htn(,t, closed,2,at.2, .0, ASCE WFRS �I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 111111 Truss designed for wind loads in the plane of the truss only. 0 o 73, MI MI 11311111111111M0_ M-3x9 M-3x6 M-3x9 J• l b 5-05-06 5-05-06 J. 1-00 l 10-10-12 y 1-00 y •�,1 ,) PR art," :9782PE JOB NAME : 5019-B POLYGON G2 „or .e00' Scale: 0.4518 / WARNINGS: 1 OENERALNOTES, unless otherwise noted: , �OREGON '� �. 1.Builder and erection contractor should be advised of e11 General Notes 1.This design is based only upon the parameters shown and is for an Individual rys Truss: G2 and Warnings before construction rh a building component.Applicability of design parameters and proper `. n1J 2.2x4 compression web bracing must be installed where shown.. Incorporation of component k the responsibility of the building designer. "- y"� V 3.Additional temporary bracing to insure sh bllity during construction 2.Design assumes the lop and bottom chorda to be laterally braced at �� R �/ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.rsuch as ly unless braced throughout their Rngih by ir continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �. ( ��. DATE: 12/8/2015 the overall structure is the reeponsibillty or the building designer. 3.2x Impact bridging or lateral bracing required where shown.. 4 SEQ. : K 15 810 0 7 4.No load should be applied to any component until eller all bowing and 4.Installation of trues Is the responsibility of the respeotNe contractor fasteners are complete end at no time should any beds greeter than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied to any component B and re for"dry condition"of utenw ds shown.shim or we u s.CompuTrushasnocontrotoverandalIssumesnoresponsbilityforthe ne Design assumes bearing opo eve EXPIRES: 12/31/2016 fabrication,handling,shipment end Inpldlatlon or components. ry. 8.Design assumes adequate drainage loprossed. December 8,2015 II This design Is mmlanea subject to m limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPIANrCA In SCSI,copies of which�II be furnished upon request. lines coincide web Joint centerlines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrue Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR.131 t,ESR.1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-126) 111 1-4=(-62) 82 2-4=(-201) 180 BC: 2x4 KDDF #166TR SPACED 24.0" O.C. 2-3=( 0) 0 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 278V -45/ 1148 5.50" 0.44 KDDF ( 625) 6'- 5.5" -37/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.133" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.145" @ 3'- 3.3" Allowed = 0.610" MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6-01-12 0-03-12 f 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, licilEnd vertical(s) are exposed to wind, j Truss designed for wind loads = in the plane of the truss only. N O 01 1 x o 0 0 M-3x4 M-1.5x3 J. J. J. 6-01-12 0-03-12 b y 6-05-08 �`•9,0) PR0F4.- 19 co V`vc3;N ..•fid 'cam 8.782PE t JOB NAME : 5019-B POLYGON - H4 ,• Scale: 0.5029 . rr • WARNINGS: GENERAL NOTES, unless otherwise noted, 4., 'sjy OREGON -Truss: H 4 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown end is for en individual ^.y and Warnings before construction commences. building component.Applicability of design parameters and proper / C) 2.2c4 compression web bracing must be installed where shown 0. Incorporation of component h the responsibility of the building designer. ,,.tj � {l �� 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 7 -Al'"i °4 _. is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respecas ply unless braced throughout their length by ir V DATE: 12/8/2015 the overall structure is the responsibility of iha buildingdee continuous brshidging wch l b plywood re uirr d where s 00nand/•r tlrywell(BC). �• � � p ty designer. 3.2s Impact bdtlging or lateral bracing required where shown•SEQ.: K 1 5 8 10 0 8 4.No bad should be applied to any component until eller all bracing and 4.Installation of truss is the responaibiaty of the reepectNe contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes lull bearing at all Ik,� p 0EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December ,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6,7(7L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-428) 126 1-5=(-180) 330 5-2=( 0) 189 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-111) 109 5-6=(-182) 327 2-6=(-385) 151 li WEBS: 2x9 KDDF STAND ', 3-4=( 0) 0 6-3=(-115) 120 LOADING TC LATERAL SUPPORT <= 12"00. UON. U( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -42/ 355V -60/ 153H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 5.5" -50/ 356V 0/ OH 5.50" 0.57 KDDF ( 625) ' LMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'EQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. :OTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP D BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 4'- 9.2" 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 A 3-08-12 0-03-12 - MAX HORIZ. TL DEFL = 0.003" @ 8'- 0.0" 1 I f 12 Design conforms to main windforce-resisting 6.00 M-1.5x3 9 system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, mweRS(Drr), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M 3x, 3 00 0 j t [ imilmilinanP 0 1 - �6 o M-3x4 M-1.5x3 M-3x4 l ,L 4-03-04 4-02-04 t� y 8-05-08 y 1- LO PROFFs ca[•�r�yCall�JE �Q-9 `x/ 8.782PE c' • JOB NAME : 5019-B POLYGON H5 Scale: 0.4635 .j '�'+ G WARNINGS: GENERAL NOTES, unless otherwise noted: f/.�y N.1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en Individual 7� OREGON.9":,<.,<,Z"A Truss: H5 end Warnings before construction commences. building component.Applicability of design parameters end proper V 4 2.244 compression web bracing must be Installed where shown.. Incorporation of component lathe responsibility of the building designer. -1,9 .2'1 V.1 Ry f 3.Additional temporary bracing to incurgl sbbility during construction 2.Design assumes the top and bottom chorda to be laterally braced at 7,[� "A J Is the responsibility of the erector.Additional permanent bracing of 2'ntm end at 10'hino.crsuch as sty unless braced throughout their length by •T DATE: 12/8/2015 the overall structure Is Me responsibility of buildingcontinuous sheathing such as plywood required sheathing(TC)and/or tlrywall(BC). .�11 1 11 p ty designer. 3.2s Impact bridging or lateral bracing where shown k4 �'l L,/4 SEQ. : K 15 8 1 0 0 9 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTruehas nscontrol over and assumes noresponsibiltyfor the a oecessassumesmilbearingelaAsupponeshown.ShimorwedgeII EXPIRES 12/31/2016 ry fabrication,handling,shipment and Inelakalbn of components. 7.Design assumes adequate drainage Is provided. December 8,201 5 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both laces of truss,and pieced so their center TPINJICA in SCSI,copies of which Will be furnished upon request. Imes coincide 04th joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CofnpuTrus Software 7.6.7(tL)-E /0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-137) 115 1-9=(-62) 82 2-9=1-202) 186 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=( -10) 5 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 P5F BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 P5F LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 P5F 0'- 0.0" -33/ 277V -96/ 116H 5.50" 0.49 KDDF ( 625) 6'- 5.5" -40/ 266V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.131" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.194" @ 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 f I Design conforms to main windforce-resisting 12 system and components omponents 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.O, MWFRS(Dir), 2 -V load duration factor=1.6, End vertical(s) are exposed to wind, ....daligoilliiiiiiiiiiii j Truss designed for wind loads • in the plane of the truss only. 1 0 I m 1 i I 1 ii. EE04 0 M-3x4 M-1.5x3 1 y 1 6-01-12 0-03-12 l y 6-05-08 �F-2' P f�E1 29 �gyGINEE/5, r4. ct .97827E JOB NAME : 5019-B POLYGON - H6 ,,te ..r Scale: 0.5029 ,'� 1.BuWARNilder O.This design unlessyutithe otherwise noted /1 OREGON OREGON ht' Truss: H 6 Builder and erectionter contractor tissue should be advised of all General Notes This tl p co p neat.only upon the parameters shown and Is for an individual M1 and Warnings before construction commences, buiWing component.Applicability of design parameters end proper ,• 2 2.1s4 compression web bracing must be Installed where shown 0 incorporation of component k the responsibility of the building designer. ,.a� 41/ CP 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced at T,(`y "7�+ '� '4 Is the responsibility of the erector.additional permanent bracing of 7 o.c.and at 10'o.c,respectNph unless braced throughout their length by 'T i �/. DATE: 12/8/2015 the overall structure is the responsibility of the building designer. continuous sheathing suchas bracing required et where shown tlrywell(BC). �, , t i 3.2x Impactattruss bridging or lateral bracing ty or the where shown e e A L SEQ.: KI rJ 8I 010 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the reaped Ne contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component end are for"dry condition"of use. 5.CompuTrushasnocontroloverendassumesnoresponsibilityforthe B.Design assumes hill bearing steMsuppodeshown,Shim orwedgeit EXPIRES 12/31/2016 necessfabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 6.This design la furnished subject to the limitations set forth by B.Plates shall be located on both laces of truss,and placed so their center TPbW1CA in SCSI,copies of which hal be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./ComipuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 EDDY #166TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2399 KDDF #19BTR I SPACED 24.0" O.C. 2-3=(-327) 312 3-4=(-193) 155 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -79) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -103/ 301H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -151/ 266V 0/ OH 1.50" 0.39 KDDF ( 625) 13'- 11.7" -59/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) 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. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.043" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.005" @ 13'- 10.9" MAX HORIE. TL DEFL = -0.005" @ 13'- 10.9" 12 Design conforms to main windforce-resisting 7.50 C system and components and cladding criteria. Wind: 190 mph, h=23.5ft, TCDL4.2,BCDL6.0, ASCE 7-10, Exp.B, MWFRS(Dir), o 0,77 im u Tr p 1 _ 61.9.9.1 � o M-3x4 0-.) PRO FC .0 y1-00 y 6-00 y 7-11-11 l ��'4- �,,.IN '°p '� 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I ,C I' CZ" 89782PE r"` JOB NAME : 5019-B POLYGON - J7 • Scale: 0.3918 r.r ,� WARNINGS: GENERAL NOTES, unless otherwise noted: C✓_ OREGON 40 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters shown and Is for an individual �/ T�,} C)REGQN d.s Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper ar? If " (V '' 2.254 compression web bredng must b�Metalled where shown 5. incorporation of component Is the responsibility of the building designer. -Y:05) lI VA G 3.Additional temporary bracing to bumf stability during construction 9.Design assumes the top and bottom chords to be laterally bread at 7 'l�" :.7 Is the responsibility or the erector.Additional permanent bracing of T o.c.and et 10'o.c.reapectvety unless braced throughout their length by DATE: 12/8/2015 the overall stnatare is the responsibility of the buildingdesigner. continuous sheathing such l bs aciplyng re air a where s ownand/ar dryweN(BC). �. p Ny 3.25 Impact bridging or lateral brecing required where shown++ 4.. 4.No bed should be applied to any component until after all bracing end 4.Installation of truss le the responsibility of the respective contractor. SEQ.: K1561011 5.Des: Imssesaretobeusedinanonmorrosmaenvironment, taalenere are complete dna at no Wel should any loads greater than ar aaradry design loads be applied to any component. and ars for..dryry condition"crime.n TRANS ID: LINK com6.Design assumes full bearing at aft supports shown.Shim or wedge if 5.CampuTruahas nocontrol over end assumes noresponsibility for the necessary. EXPIRES: 12/31/2016 fabrication,handling.shipment and In9telletion of components. 7.Design assumes adequate drainage is provided. December 8,201 5 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of trust,and placed so their center TPIIWTCA In SCSI,copies of Which vjlll be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ino./CompuTms Software 7.6.6(1 L)-E 10.For best connector plata design values see E5R-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 EC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1_ BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-380) 365) 0 2-7=(0) 0 3-4=(-241) 205 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=(-191) 111 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -52) 29 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -119/ 346H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -196/ 344V 0/ OH 1.50" 0.49 KDDF ( 625) 9'- 11.2" -139/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF 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) 10-08-10 5-03-01 '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 TC PANEL LL DEFL = 0.092" @ 3'- 7.9" Allowed = 0.927" 6 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.006" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 15'- 10.9" 12 M-3x5(S) Design conforms to main windforce-resisting 7.50 17 ** system and components and cladding criteria. 4 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), : load duration factor=l.6, '"1 Truss designed for wind loads 0j in the plane of the truss only. .9n 0 I 3 O 0 T O 1 1 = . -,, M-3x4 ,� AU" NEFc � ©5.1PRp l l l l 1-00 6-00 9-11-1141.7 (PROVIDE FULL BEARING;Jts:2,7,3,9,5,6 I4t- :9 78 2 P E JOB NAME : 5019-B POLYGON - J8 0,-,": ..Z/',a�? _ Scale: 0.2934 WARNINGS: GENERAL NOTES, unless otherwise noted: to, 40 TrussJ8 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual "9' OREGON N "" and Warnings before construction commences. building component.Applicability of design parameters and proper CO 2.2s4 compression web bracing must be Installed where shown•. incorporation of component k the responsibility of the building designer. -57,<;) 3.Additional temporary bracing to insure stability during consiruGoon 2.Design assumes the top end bottom chords to be enterally braced et lel . + 1�.- Is 180 ne°ponsibllity of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by � `�/ DATE: 12/8/2015 the overall structure Is the responsibility of the Melding tlesigner. 2x Imp continuous ridging or each as plywood aired in ere own•tlrywell(BC). PA U 3.2a Impact bridging or lateral bracing required where shown•• L SE K1581012 4.No Ned shoed b.applied to any component until after all bracing and 4.Installation of truss lathe Q• fasteners are complete and et no time should any mads greater than 5.Design assumes trusses ere tresponsibility of Ina noo�lrosi contractor. TRANS ID: LINK deal loads be tied toanyoneet and are for"dry condition"muse. 5.CompuTrus hes no control over end assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/3112016 fabrication,handling,shipment end Installation of components. necessary. 8.This design is furnished subject to the limitations set forth by 7.Design ha�amesOaedo adequate drainage to provided. December 8,2015 B.Plates shop be loceten on both faces of(rues,and placed so their center TPIAVICA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 - 0.Digits Indicate sloe of plate In inches. 1 LE p ( ) 10.For bask connector plate design values es,ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE' )l1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF 1#1&BTR SPACED 24.0" O.C. 2-3=(-435) 419 3-4=(-289) 259 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-202) 169 BC LATERAL SUPPORT <= 12"0C. UON. rL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -82) 97 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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) :EQUIREMENTS 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) ::OTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -170/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) s BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -60/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) 7-03-14 II�'� 10-07-13 'COND. 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 TC PANEL LL DEFL = 0.041" @ 3'- 7.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.691" MAX HORIZ. LL DEFL = -0.008" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 17'- 10.9" o Design conforms to main windforce-resisting system and components and cladding criteria. 12 7.50 I7 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, rn Truss designed for wind loads o in the plane of the truss only. I r- 0 M-3x5(') , 41 3 vo 0 JL .* I M-3x9 i ��f1C_� PRores yl-00 6-00 l 11-11-11 l `� PCZ f 0 '1i414 9,. !PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I 89782P E l JOB NAME : 5019-B POLYGON J9 • -� Scale: 0.2718 / j►"' •... WARNINGS: GENERAL NOTES, unless otherwise noted. (,' /'�/`�(-J'v/'tRi y�4 t.Builder and erection contractor should be advised of all General Notes I.This design N based only upon the parameters shown and Is for an Individual T OREGON EG OI Y /.� Truss: J9 and Warnings before construction cgmerences. building component.Applicability of design parameters and proper !' 2 P Z.]ab compression web bracing must be Installed where shown�. 1 IR- Incorporation of component b the responsibility of the building designer. 'TA ��R v A) f 3.Additional temporary bracing to haute stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f�l i �`r✓ is the res onslbl of the erector.Additionalpermanent bracingof 2'oz.and at 10'o.c.respectively as ly unless braced throughout their length by Q p Rtycontinuous sheathing such as plywood sheathsng(TC)and/or drywall(SC). PA UI- \'� DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown v r 4.No load should be applied to any component until after all braining and 4.Installation of truss Is the responsibility of the respectNe contractor. SEQ. : K 15 81013 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment and TRANS ID: LINK design loads beapphodtoany comIbnent Design assumeor"dry s MI 5.CompuTrus has no control over andassumes no responsibility for the 6.Design assumes NIl bearing el ell supports shown.Shim or wedge If EXPIRES: 12/31/2016 rs EXPIRES:1-1 L17 G/a71(G l,7 Iabricallon,handling,shipment and ihstallagon of components. 7.Design assumes adequate drainage Is provided. December 8,2015 S.This design Is furnhhed subject to ltte Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVICA In SCSI,copies of whishIWb be furnished upon request. lines coincide wish joint center lines. A.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Sgftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,E512-1988(Weir) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/C 1.00 TO: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.151-2=( g 60 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-486) 90 2-8=(0) 0 3-4=(-390) 305 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 4-5=(-248) 217 • BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-137) 106 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -49) 23 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -150/ 939H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -210/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF 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/ 21417 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 7-03-14 12-07-01 'COND. 2: Desiqn checked for net(-5 psf) uplift at 29 "00 spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 6 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.091" @ 3'- 7.9" Allowed = 0.427" 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" 5 12 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. Wind: 190 mph, h=25.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, I Truss designed for wind loads oin the plane of the truss only. I M-3x5(5) r" 6, 3 0 d, r,1 o a._. , M-3x9 1-00 6-00 y 13-10-15 `C'? /y, 'PROVIDE FULL BEARING;Jts:2,8,3,9,5,6,7 I �'�J. .9 782 P E v" JOB NAME : 5019-B POLYGON - J10 l t]GI L_ Scale: 0.2968 �.++�. •Irl ._ yr WARNINGS: GENERAL NOTES, unless otherwise noted' �� lia ��Truss: J10 1.Builder and erection contractor should be advised of all General Notes I.This design la based only upon the parameters shown and is for an Individual 11° K^, and Warnings before construction commences. building component.Applicability of design parameters and proper V 2.2x4 compression web bracing must be Installed where shown e. Incorporation of component h the respa iblli[y of the building designer. <Z, 2. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced et -1/9) =AR'/ '� V Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at IS o.c.rSuch..ely unless braced throughout their length by 'l 4 DATE: 12/8/2015 the overall structure In the responsibility of the Dubin('designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p A U L [ 3.20 Impact bridging or lateral bracing requires where shown++ -AUL -\ SEQ.: K1581014 4.No load should be applied to any component until Mier al bracing and 4.Instalhation or truss Is the responsibility of the respective contraGor. fasteners are complete and at no time should any bads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. Design 5.CompuTrus has no control over and assumes no respanelbildy for the 6 necessary. assumes lull bearing al all supports shown.Shim or wedge if P 12/31/2016 ryEXfabrication,handling,shipment and installation of components. 6.This design is furnished subject to the limitations set forth by8.p:ate,Desighallassb el adequate tondrainage e io tpruslsa December 8,2015 8.Plates be located on both laces of truss,and placed so their center TPI/W�CA In BCS',copies of which will be furnished upon request. lines coincide with Joint center lines. 0.Digits indicate size of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-7868(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSi TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF N10BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF 111&BTR SPACED 29.0" O.C. 2-3=(-57) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0'• TOTAL LOAD - 42.0 PSF 0'- 0.0" -79/ 301V -15/ 59H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.059" f f MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed - 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" 7.50 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.eft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -/ Truss designed for wind loads in the plane of the truss only. I o I 0 - o 0 2 9 1 M-3x4'..... 1 l ; 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I W) qs,c,0oc & pa - �w :9782PE 9' JOB NAME : 5019-B POLYGON - SJl .irr► Scale: 0.6822 , alir WARNINGS: GENERAL NOTES, unless otherwise noted: C/ 1.Builder and erectioncontractor hou be advised of all General Notes 1.This design Is based only upon the parameters shown end la for en IndNidual 1.4,/,��I- O'V �~ {,7.•. Truss: SJ1 and Warnings before construction co menoea building component Applicability of design parameters and proper2 [ 2.2x4 compression web bracing must be Installed where shown*. incorporation of component k the responsibility of the building designer. �+1'� �}y�, 5 4 i E Design assumes the top and bottom chords to be laterally braced at z l 7 �`/ 3.is the temporary She ereng ctor. Incurs stabilduring construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (� Is the responsibility of the erector.Additional permanent bracing of wnhnuoue sheathing such as plywood sheathing(TC)end/or drywall(BC). Aq 1 i l 1. Ck DATE: 12/8/2015 the overall structure is Me responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown t e V ty of SEQ. : K15 81016 4.No load should be applied to any component until eller as bracing end 5.4.InstInstallation of truss Is theo billlityd In here spectielve environment,fasteners are complete and at no time should any loads greater thanand are for'Pry trusses ee are tobeuse. ion"of TRANS I D: LINK design loads be applied to any component. 6.Design assumes Nil bearing at ell supports shown.Shim or wedge If 5.CompuTruahas nocontrol over and estumesnoresponsibiliyfor the ,,,ry. EXPIRES: 12/31/2016 fabrication,handling,shipment and Retaliation of components. 7.Design assumes adequate drainage is provided. December 8,2015 6.This design is Nrnlehed subject to thk Ienttatiuns set forth by B.Plates shall be located on both feces of truss,end pieced so their center TPIMRCA in SCSI,copies of which(Al be furnished upon request. lines coincide with Joint center lines. 9.DIgRs Indkate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E f0.For bask connector plate design values see ESR-1311,ESR-1985(Wel) 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-33) 28 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -11/ 30H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -29/ 47V 0/ OH 1.50" 0.07 RIDE ( 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. I 1-11-11 1' fBOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.165" 12 7.50 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.Bft, 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 I in the plane of the truss only. '' o r 0 I 0 I affrig O I f O 1 iEMIN 311162M M-3x4 b l 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 C? , 4:..., ..,_""4.1 JOB NAME : 5019-B POLYGON - SJ1X ;,,,, ..•r' Scale: 0.7389 ,,� ,�.y /'y�pp--�3 //'''�� _ WARNINGS: GENERAL NOTES, unless otherwise noled: 7 llflEG Vf.�1 �40 Truss: SJ1X 1. uilder and erection contractorshould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual /� and Wamings before construction commences. building component Applicability of design parameters and proper �fj RV 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ,.t'J V p... V ¢. 3.Additional temporary bracing to Insure stability during construction 2.Design and atrassumes the lop and bottom chortle to be laterally braced al l['Z� f`�' is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.,such as sly unkss braced throughout their length by 'r tokt DATE: 12/8/2015 the overall structure is the responsibility ofthe building continuous sheathing such as ptywood sheathing(TC)where shown tlrywall(6C). r, J�Lit \. pon ty g designer. 3.2x Impact bridging or lateral bracing required where shown++ ^ l.. SEQ.: K1581017 4.No load should beapplied bany component until after ell bredngand 4.Installation of truss is the responalbiEyofthe respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes evil bearing at al supporta shown.Shim s,wedge if EXPIRES: 12/31/2016 fabrication,handling, necessary. shipment end installation of components. 7.Design assumes adequate drainage ie provided. December 8,2015 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canis, TPIANTCA In RCS',copies of which will ba furnished upon request. linea coincide with Joint anter lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CompaTras Software 7.6.6(1L)-E t0.For bask connector plate design values see ESR-1311,ESR-7988(WOO This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" 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 PSF 0'- 0.0" -62/ 322V -29/ 97H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -4/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PIP 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. '.. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7.50 17 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 = 0.059" 3 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 1/1 r.-: MAX HORIZ. TL::: = -0.000" @ 3'- 10.9" '' Design conforwig d conents and claddingg criteria. Wind: 140 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 Truss designed for wind loads in the plane of the truss only. N lD /..di ccioO1 19 l J• 1 l 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4,3 1 ,k�8tiO PROrEs c \ACINELr�'9 �p :9782PE r JOB NAME : 5019-B POLYGON SJ2 /7:7 , Scale: 0.7079 ,10: IN WARNINGS: GENERAL NOTES, unless otherwise noted: G/ 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and is for en individual '?A •'"EGON O^ �„ Truss: S J2 and Warnings before consbuc ion commences.es, building component Appli eblley of design parameters and proper /_ (t 2.254 compression web bracing must b4 icotaped where shown f. incorporation of component Is the responsibility of the bulging designer. �_('Z a..,, F• 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and Sodom chords to be taterally braced at 7•r j-'} le the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the res onsibik of the building desi continuous sheathingor such as plywood required a where)anion tlrywell(BC). t \. P ty 9 g^er� 3.2x Impact bntlging or lateral bracing requlretl whero shown« 1.+ SEQ.: K 15 81018 4.No lad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end et no timeshould any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS ID• LINK design beds be applied to any component. and are for"dry conditier"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 nDecegssaeaeumes cull bearing at eM supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment 7 smenteo thellilahonof components. 7.Design am Nelcated on drainage to provided. December 8,2015 8.This design is furnished subject to that,Ilmeetlone set forth by 8.Plates ehaX be located on both laces of truss,and placed ea their center TPIMVCA in SCSI,copies of which w;ll be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inn./CompuTrus Software 7.6.6(1L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988 IMITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1-76) 53 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"00. DON. 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 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 130V -25/ 68H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -20/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -54/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7.50 REQUIREMENTS OF 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 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 ' 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=l.6, Truss designed for wind loads in the plane of the truss only. cc o1 0 N o oIrgO 0 l r. 3►� M-3x4 1 1 1 2-00 1-11-11 li PROVIDE FULL BEARING;Jts:1,3,2 't` 89782PE T' JOB NAME : 5019-B POLYGON - SJ2X Scale: 0.7737 r. MAW 1�!f • WARNINGS: GENERAL NOTES, unless otherwise noted: CTS} OREGON h4) Truss: SJ2X 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an lndrvdual �/ r OJREGON (� end Warnings before construction commences. building component.Applicability of design parameters and proper I;" 4/4/ (E' �T 2.2x4 compression web bracing moat be InstalAd where shown+. incorporation of component Is the responsibility of the building tleslgner. .e•1� 4 f,^ V /' 3.Addftbnal temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unlesschobraced to be laterally t their at 77 "T Ry 1 iJ �t/_ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1O o.c.respectively throughout their length by continuous sheathing such es plywooding(TC)and/or drywall(BC). AA q 1. DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or Wend bracing requiredaired where shown++ SEQ.: K15 8102 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are 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 no control over and assumes no responsibility for the 8. full bearing etcH sopports shown.shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling. 7.Design assumes oetadoadequate bothfdrainage isprovided. December 8,2015 e.This design is furnished subject to the limitations set forth by B.Plates ahal be located on both faces of truss,and placed so their center TPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with join)centerlines. MiTek USA,Inc./Com uTrus Software 7.6.61L E I Digits Isdiconcate eictr designpplateinches.values( )- 1 9.For basic connector plate in see ESR-1371,ESR-1988(MITak) This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF #1&BTR '.. SPACED 29.0" O.C. 2-3=(-120) 73 TC LATERAL SUPPORT <= 12"OC. CON. ! LOADING BC LATERAL SUPPORT <= 12"0C. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0`- 0.0" -30/ 310V -93/ 136H 5.50" 0.50 KDDF ( 625) '., 1'- 9.2" -97/ 153V 0/ OH 5.50" 0.25 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -79/ 193V 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 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF 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 BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.059" 12 3 MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.072" 7.50 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. 0 I c 0 0 /- All i cf i T /- Mal 9��/ -r' cd M-3x9 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;!Jts:2,9,3 ��[1'1 P R Q� . y l l l % 89782PE • JOB NAME : 5019-B POLYGON - SJ3 • . Scale: 0.5954 "-� J /�,, WARNINGS: GENERAL NOTES, unties otherwise noted: Gr h4, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for en Individual ,/ 1!4 OREGON Q„ Truss: SJ3 end Warnings before construction commences. building component Applicability of design parameters and proper 1.7 /" t 2.2x4 compression web bracing must b�Installed where shown e. Incorporation of component le the responsibility of the building designer. .9 VA G tJ � 3.Additional tem brach to Insure,stabilit during construction 2.Design assumes the top end bottom chortle to be laterally braced at 7 Al J poral g Y g cons 0 o.c.and at 70'oc.respectively unless braced throughout their length by \ Is the responsibility of the erector.Additionalpermanent building bracing of continuous sheathing such as plywood Ing(Te)and/or drywell(BC). n+1 UL DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.24 Impact badging or lateral bracing required where shown t i {.. SEQ.: K 15 810 2 2 4.No bed should be applied to any component until eller all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to anycompgnent. and are aryonalnan°erase. 5.CompuTrua has no control over and assumes no responsibility for the 8.Decca�n assumes full bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling, assume edisujec end the liitabnof components. 8.Design lc ed on bslhi face is provided. December 8,2015 6.This design b furnished subject to the!limitations sal forth by 8.Plates shall be located on both feces of truss,and placed so!halt center TPIIWICA In SCSI,copies of which yell be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L-E o Digits Indicateconnector see p plate Inches. P ( ) 7 B. For bask see of pee design valuessee ESR-1371,ESR-1638(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 #166TR LOAD DURATION INCREASE = 1.15 1-2=) 0) 60 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-162) 96 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 25117 -58/ 1758 5.50" 0.40 KDDF ( 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" 1) MAX HORIZ. LL DEFL = -0.001" 8 7'- 10.9" 12 MAX�� HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 7.50 177 Design conforms to main windforce-resisting 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), load duration factor=l.6, Truss designed for wind loads rn in the plane of the truss only. 0 I v 0 0 m 1 0 2�- 0 1 M-3x4 l l l y 1-00 2-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 I ,<' s �R 4;0 C.' \AGIN .E.- fQ 1. ct- 89782PE 9 JOB NAME : 5019-B POLYGON - SJ4 • Scale: 0.5080 a.`r,,:.. ,. WARNI 1.RdN08: O.This design any upotherwisetherseete: •2.4 OREGON N. Truss: SJ4 and er Warnings rnd or conledorshould beadvised of all General Notes buidesignIpbased onlyupon parametersshown and la for enIM individual Q P • and before construction commences. building component.Applicability of design parameters and proper "4}9 2.204 compression web bracing must be installed where shown+. Incorporation or component Is the responsibility of the building designer. I1?„ -1/y A <� 3.Additional temporary bracing to Insure stability during consiructl05 Z.Design assumes the lop and bottom chords to be throughoutlbated at T Is the responsibility or the erector.Additional permanent bracing of 2'continuous and et 10'o.c, as plywoodly unless braced their length by i DATE: 12/8/2015 the overall structure Is the responsibility of the buildingdeal sheathing such as required in ere shown enNor drywell(BC). P•A U L \ designer. 3.25 Impact bridging or lateral bracing where Mown++ SEQ. : Ki 5 8 10 2 3 4.No load should be applied to any component until eller 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 irussee ere to be used Ina noncorrosive environment, TRANS ID: LINK design loads be applied toany component. and are for"dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge It EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.Th s design hed TPIIAMCAins CSlcopiesbject to the ofwhichwillbefurnishetlns set uponrth by equest. a lineles scoincidewithjointceall be located onnerllith naesaolimss,and placed eotheir cenbr December 8,2015 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1 988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN B'— 5.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,RCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL — 25 PSF Ground Snow (Pg) in the plane of the truss only. M-1.5x9 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Txuss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 8-01-12 0-03-12 T T 4 12 9.00 M-1.5x3 3 4 —/ Li 1i N 1 6-1 o M I - - P3 1 iiiiiiiiiiii //ZZ//iiiiii//////Z/i/ii«ill/iiiiiiiiiiiiiiiiiii/ii 0 5 6 M-3x4 M-1.5x3 y : l 1-00 8-05-08 ,c,ct?„c0 PROFes-/b�NG�N�fiR �1' 89782PE JOB NAME : 5019-B POLYGON P1 /.a_,,,r.''. • I Scale: 0.5764 WARNINGS: GENERAL NOTES, unless otherwise noted: C,/ (7 ('. vJ 1.Builder and erec.ion contractor should be advised of all General Notes 1.This design s based only upon the parameters shown and is for an Individual AA � OREGON /�' Truss: P1 and Warnings before construction colnntences. building component.Applicability of design parameters and proper 1? 4If n'' �� 2.254 compression web bracing must be Installed where shown+. incorporation or component la the responsibility of the building assigner. V,�a�C {.y G" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chortle to be laterally bated 9.�"1 "iRY •/ Is the responsibility of the erector.Additional permanent bracing or 2'o.c.and at 10'o.c.reepectNeN unless braced throughout their length by •'�T DATE: 12/8/2015 the overall structure is the re Iblfof the buildingdesigner. continuousxImpact sheathingig such lbas ac plywood requiredisheathing(TC)res showand(orn drywall(BC). �+A U{ ‘3"\spoils ty 3.251mpacl bddging or lateral bracing where shown++ 4.. SEQ.: K15 8102 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID' LINK design loads be applied to any component. and are s,dry conditiono use. 5.CompuTnn has no control over end assumes no responsibility for the 8.Deceasassumes lull bearing at at supports shown.Shim or wedge if EXPIRES: 1213112016 fabrication,handling,shipment and installation of components. 7. assumes a°ed on` h eves o Crus' December 8,2015 8.This design k furnished subject to hi)limitations set forth by 8.Plates shall be located on both faces of truss,end placed w their center TPIWTCA In SCSI,copies of which dill be furnished upon request. lines coincide with joint center linos. 9.Digits Indicate site of plate in inches. MITek USA,Inc./CompuTfus Software 7.6.6(1 L)-E ts.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8`- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-52) 69 3-5=(-269) 182 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-109) 89 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 ' LOADING TO LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. A DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0,0" 0'- 0.0" -85/ 491V -36/ 107H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 5.5" -41/ 347V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.349" @ 4'- 3.5" Allowed = 0.505" MAX TC PANEL TL DEFL = -0.467" @ 4'- 3.5" Allowed = 0.757" 8-01-12 0-03-12 MAX HORIZ. LL DEFL = 0.001" @ 8'- 1.7"l 1' 1 MAX HORIZ. TL DEFL = 0.001" @ 8'- 1.7" 12 4.00 G,"- Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 4 -/ Wind: 190 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Y load duration factor=1,6, Truss designed for wind loads in the plane of the truss only, N CD M 0 Y M 0 M-3x9 M-1.5x3 l l ). 8-01-12 0-03-12 y l l 1-00 8-05-08 �{,� O PFi°' 6 co` GIN . (2�' a •9782PE r JOB NAME : 5019-B POLYGON - P2rI ...or Scale: 0.5264 WARNINGS: GENERAL NOTES, unless otherwise noted. 4.44. 4.0 7.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 i° OREGON /+� (�,,. Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper / (L© 2.2x4 compression web bracing must be Installed where shown«, incorporation of component Is the responsibility of the building designer. .d'9 V,A y G G" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally braced at 77 -Al j:3 �j�j_ Ie the nesponalbikty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respects ply unless braced throughout their length by t. Y DATE: 12/8/2015 the overall structure la the responsibility of the buildingcontinuous sheathing such as plywood ahee sire TC)and/or drywall(BC). r fX+ ,{ n\ p ty designer. 3.25 Impact bridging of lateral bracing required where shown«« r'1 4l 6- SEQ.: K15 8102 55 4.No load should be applied to any component until after all bracing end 4.Installation of truss le the responsibiny of the respeoie contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. and are for"dry condIlion of use. 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or Wedge if EXPIRES: 12/31/2016 fabrication,handling, and Installation of corn neceawry e shipmentcomponents. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of piste In inches. MITek USA,IDC,/CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(Wok) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) offsets are indicated. I Damage or Personal Injury r�.1 Dimensions are in ft-in-sixteenths. ii:bili Apply plates to both sides of truss 1 2 3 1. Additional st`sbility bracing for truss system,e.g. and fully embed teeth. diagonal or)-bracing,is always required. See SCSI. TOP CHORDS 01 „ 2. Tr ss bracing must be designed by an engineer.For '/16 4 vde truss spacing,individual lateral braces themselves ay require bracing,or alternative Tor I 11111111P2 p b acing should be considered. F p 100_ O 3. N ver exceed the design loading shown and never st ck materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7' "� ,- designer,erection supervisor,property owner and plates 0-'/A' 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 t eenvironment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. U less,otherwise noted,moisture content of lumber s all rot exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. U less expressly noted,this design is not applicable for ICC ES Reports: u e w)fh 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 r=sponsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 c•mt er for dead load deflection. the length parallel to slots. 11.P•te�ype,size,orientation and location dimensions I •is ted are minimum plating requirements. LATERAL BRACING LOCATION 12.1 mber used shall be of the species and size,and Southern Pine lumber designations are as follows: I all respects,equal to or better than that ij Indicated by symbol shown and/or SYP represents values as published s•ecifed. ♦ by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.T•p ctkords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 s.acirhg indicated on design. if indicated. 14.B•ttori chords require lateral bracing at 10 ft.spacing, BEARING o less if no ceiling is installed,unless otherwise noted. %,/.... 15.c.nnections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved a•proval of an engineer. number where bearings occur. 17.I .tall and load vertically unless indicated otherwise. ® Min size shown is for crushing only. Mil 18.LI e oq green or treated lumber may pose unacceptable e vironmental,health or performance risks.Consult with p oje t engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.R vie all portions of this design(frontback,words Plate Connected Wood Truss Construction. a d cturesj before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. ■ isnot ufficient. BCSI: Building Component Safety Information, 20.D-sign assumes manufacture in accordance with Guide to Good Practice for Handling, M A SI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013