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Plans (6) . -r 2_0\i-i- t`l 3 Nome ) 5 2rg7 6v) . A MiTekl° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 15-409 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ,0 PR DFFS's y‘GINEFR /0 83640PE y OREGON "9 0 C' O Cil R Y 12', -' SOn 0 ON Di.yj ture EXPIRATIO '.�1'-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 ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46042121 PL15-409_UPPER F01 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:37:57 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-oa5Q8ukLNin0CBHaPgoikYeyjkzbugDS4LsANFyCcwu 1-0-0 { 1.15x3 II 1 3x4 = 5 2 Scale=1:13.2 11.1 U 0 KIN iimmimmma 4 =/ 3 1.5x3 II 3x4 1-3-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 .-... 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina- NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS, (lb/size) 4=183/0-3-8,3=219/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)277 lb down at 0-8-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) Vert:3-4=-10,1-2=-100 Concentrated Loads(Ib) Vert:5=-277(F) �c?�� CNG i N E'6) /�2 8 .40PE �� -v ORE eN Air � 1RY uIZ p\-\� sOO� 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. 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 applicabiltyof design parameters and property incorporate this design into the overall R •• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and pe'rnanent 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 Qua4ty Criteria,DS5-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,718 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042122 PL15-409_UPPER F02 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:00 2015 Page 1 ID:c53KNt9S8dZ/NgLpvMEnZkyCdl1-C9mYmwmDgd9b3b094yZPMBFWEyvT57OumJ5q_ayCcwr 0-1-8 HI 1-0.0 1 11 1-2-0 11 &71! 1-2-0 1P-11-131 Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 =5x8 II 5x6 II 4x6 I I 5x6 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 a2 A 1 .a AU ki L \ / yt/\- \ / \a e� .a Ip ►174 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 5x6 II 6x8 II 6x8=3x6 FP= 5x6 I I 5x6 I I 3x6 FP=5x6 I I 6x6= 6x6= 1.5x3 = 6x6 = 5x6 II 11-8-7 1 10-6-7 y 11-1-7[ I 23-8-4 I 10-6-7 0-7-0 11-1 1-13 0-7-0 Plate Offsets(X,Y)- 133:0-3-0,0-0-01,135:0-3-0,Edgel,(41:0-1-8,0-0-81,142:0-1-8,0-0-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.19 34 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.30 34 >944 360 BCLL 0.0 Rep Stress Ina 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 2.0F(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 or.bracing. REACTIONS. (lb/size) 41=1738/0-5-8,26=1460/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2053/0,3-4=-2053/0,4-5=-3815/0,5-6=-3815/0,6-7=-5351/0,7-8=5351/0, 8-9=-5351/0,9-10=-6071/0,10-11=6071/0,11-12=5955/0,12-13=5955/0, 13-14=-5690/0,14-15=5690/0,15-16=5173/0,16-17=5173/0,17-18=-4311/0, 18-19=-4311/0,19-20=-4311/0,20-21=3119/0.21-22=-3119/0,22-23=1699/0, 23-24=-1699/0 BOT CHORD 40-41=0/1093,39-40=0/2964,38-39=0/4611,37-38=0/4611,36-37=0/6017,35-36=0/6071, 34-35=0/6071,33-34=0/5955,32-33=0/5955,31-32=0/5465,30-31=0/4823, 29-30=0/3745,28-29=0/3745,27-28=0/2439,26-27=0/907 WEBS 2-41=-2001/0,2-40=0/1849,4-40=1756/0,4-39=0/1640,11-34=-271/0,24-26=1677/0, 24-27=0/1527,22-27=1426/0,22-28=0/1309,20-28=-1207/0,6-39=1535/0, 6-37=0/1425,9-37=1354/0,9-36=0/257,20-30=0/1091,17-30=986/0,17-31=0/674, 15-31=563/0,15-32=0/434,13-32=494/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. �> P R OFF 3)Refer to girder(s)for truss to truss connections. s 4)Bearing at joint(s)41 considers parallel to grain value using ANSI/I-PI 1 angle to grain formula. Building designer should verify capacity �G.'� ANG MEL.,� s/p2 of bearing surface. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 8 ,40 P E r be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 7-6-0,and 177 lb ./ 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). �2 ORE N no LOAD CASE(S) Standard �3,,-, RY 12-��� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 o Sooty Uniform Loads(plf) Vert:26-41=-8,1-25=80 Digital Signature Concentrated Loads(Ib) Vert:9=-965(B)17=-177(B) ( EXPIRATION DATE: 12-31-16 December 4,2015 +... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIf-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to present buckling of individual toss web and/or chord members only. 4ddifional 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 buss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042123 PL15-409_UPPER F03 Floor Girder 1 1 'Job Reference(optional) Pacific Lumber&Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:00 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-C9mYmwmDgd9b3b094yZPMBFWNyzd530umJ5q_ayCcwr I 1-7-0 I I 1-9-0 Scale=1:17.8 6x6= 3x6 II 3x6 Cl 3x6 II 3x6 II 3x6 II 1 11 2 3 4 12 5 13 6 • e e • O p d d N N \ / e ee >v›. 11 10 9 8 3 . 6x6= 5x6 II 3x6 II 6x6= I 9-4-0 I 9-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 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 Inez NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (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(plf) Vert:7-10=-10,16i00icL P R Concentrated Loads(Ib) <(- OFFS' Vert:4=-132(F)3=132(F)2=-132(F)11=-276(F)12=-132(F)13=-132(F) ANG i N EFR `S< , 4.44 8 4.1-OPE yr 41,- , y OR SON o z o C�OCi,�RY 12,,\-\ o sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill- Design valid for use only with MiTek®connectors.This design is based onty upon parameters shown,and is for an individual building coponent.not a truss system.Before use,the bufding 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,DSS-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 I POLYGON R46042124 PL15-409_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) I - Pacific Lumber&Truss Co., Beaverton Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:01 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hLKw_GnrRwHShlbLeg4euOogeLP.XgTc2?zgNW1 yCcwq 1 1-10-4 j 1 1-9-0 1 0-11.8 Scale=1:41.4 4x6 II 1.5x3 = 3x6 FP= 3x6 FP= 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 e m \ /....\:i /..\_/.1.\fixe.\\_/...\ —/ \-eir 27 O O N N -MILL a 26 ...t rl 25 24 23 22 21 20 19 18 17 2x4 II 5x8 = 4x6= 3x6 FP= 3x5= 3x5= 4x8= 3x4 =- 1.5x4 1.5x4 SP= I 23-11-12 I 23-11-12 Plate Offsets(X,Y)— 127:0-1-8,0-0-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.18 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.28 20-21 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:159 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 25=1061/Mechanical,17=1046/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-1055/0,1-2=1080/0,2-28=-1080/0,3-28=-1080/0,3-4=-2500/0,4-5=2500/0, 5-6=-2500/0,6-7=-3276/0,7-8=3276/0,8-9=3416/0,9-10=3416/0,10-11=2918/0, 11-12=2918/0,12-13=2918/0,13-14=1785/0,14-15=1785/0 BOT CHORD 23-24=0/1861,22-23=0/2951,21-22=0/2951,20-21=0/3406,19-20=0/3228,18-19=0/2417, 17-18=0/971 WEBS 15-17=-1373/0,15-18=0/1151,13-18=894/0,13-19=0/709,10-19=438/0,10-20=0/266, 6-21=0/461,6-23=637/0,3-23=0/904,3-24=-1104/0,1-24=0/1464 NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down at 2-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. PR 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �"\k- �)N����'�,1/2 LOAD CASE(S) Standard �,\ �' 9 O?-57 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 iCt. ' •40 P E Uniform Loads(plf) Vert:17-25=-8,1-16=80 OP or Concentrated Loads(Ib) Vert:28=20(B) y ORE . 1 o ti o C',yoCigRY 2,p�C? sooty Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 ,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI^ Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the buildina designer must verify the applicability of design parameters and property L icorporate this design into the overall building design. Bi acing indicated is to prevent buckling-of individual truss web and/or chord members only.Additional temporary and permanent braci g+• • 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 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 - Job (Truss Truss Type Qty Ply POLYGON R46042125 PL15-409_UPPER F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Thu Dec 03 14:38:02 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-9XuJBcoUCEPJJvAYCNbtRcLt6IgkZ4TBEdax3TyCcwp I 1-2-12 1.5x3 II 1 3x4= 2 Scale=1.13.2 L 0 0 N a 7 N A. 4 3 1.5x3 II 3x4= I 1-5-12 I 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress 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.18Btr(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. rck-i-ig PRO—ro 8 •40PE s" te .1 y ORE �N ° C�,y�C''1 R 12 o�C" sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 a I I®WARNING..Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. III Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before 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/TP11 Qualty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042126 PL15-409_UPPER F06 Floor 2 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:c53KNt9S8dZANgLpvMEnZkyCdl1-9XuJBcoUCEPJJvAYCNbtRcLr7laiZzZBEdax3TyCcwp 0-1-8 H I 2-1-12 I 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 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e e • e = o 18 V .NNINN V NN V NNII- 7 'INNN4-. 0 A 17 � 0 e � e e 16 15 14 13 12 11 3x4= 3x6 = 3x6 FP= 3x5 = 3x6= 3x4 = I 20-4-12 I 20-4-12 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.12 13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.20 13-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:101 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=886/0-2-12,16=886/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1750/0,3-4=-1750/0,4-5=-2406/0,5-6=-2406/0,6-7=-1835/0,7-8=1835/0,8-9=-1835/0 BOT CHORD 15-16=0/945,14-15=0/2219,13-14=0/2219,12-13=0/2262,11-12=0/1076 WEBS 9-11=-1334/0,9-12=0/940,6-12=-529/0,4-15=-581/0,2-15=0/998,2-16=1240/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. ��%E� P R 0F`css �c:3, ANG I IV�E'9 ��y ‘z- ��OPE r 7,ORE ON .. 0 0. 4, Ciq R Y 12.,.., sooty Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITRE REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI" Design valid for use only with MiTekO 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 MiTek. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing .. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON I R46042127 PL15-409_UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Cc., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:03 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-dkShOyo6zYXAx3lkm576zpt2v90_IXCKSHJUbvyCcwo 0-1K8 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 3s 42 d 0 0 d N a i a • iv „ - 0 a 4 i a a a a 3 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1-4-0 1 2-8-0 1 4-0-C) I 5-4-0 1 6-8-0 I 8-0-0 I 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 i 16-0-0 ` 17-4-0 1 18-8-0 1 20-0-0 i 21-4-0 1 22-6-0 123-11-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/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 Inc( 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. (lb)-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. r P R OssjNE'R iQ.40PE c- ...41, i -7 ORE '�N �, o �y0�'�R Y 12. \C? s00N Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. 1111' Design valid for use only with Mrlekd 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 pemianent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sole 109 Cirrus Heicthts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042128 PL15-409_UPPER F08 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:04 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-5w03clpkkrf1YDKwJoeLW1 QDq.Z�MV1 xCUhxo3-27LyCcwn I 2-0-0 1 p6—i 1 1-2-12 t r 8 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 °® . o - S - 9 g m 5 �� � 26 4 Ziii 1 16. /00:4*044.• :II/00,<HI& /00041)\10 0. 1 .. .. 0 d � 3 N 44 14 41 14 ** t. 25 24 23 22 21 20 19 18 17 16 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5 = 3x5 = 4x6 = 3x4 = 25-2-0 I 23--1273- 4 I 23-6-12 0-1-8 1-5-12 Plate Offsets(X,Y)— f1:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 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 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 23-8-4. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)18 Max Gray All reactions 250 lb or less at joint(s)24 except 17=768(LC 1),17=768(LC 1),23=392(LC 3), 21=364(LC 3),20=363(LC 3),19=361(LC 3),18=296(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 16-25=-377/0,25-26=-377/0,15-26=-377/0,13-14=0/286 BOT CHORD 16-17=-286/0 WEBS 14-17=579/0,14-16=0/474 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 24-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��� PR Op�est5' LOAD CASE(S) Standard �C\� ANG)NE - /0* 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Ct 8 .,40 P E 1----- Vert: Vert:16-24=-8,1-14=80,14-15=-180(F=-100) Concentrated Loads(Ib) Vert:15=272(F) dr 1 `-s74. ,,_ORE II o0 C�4,,l�gRY 12- \C? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 e 4 in-- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing . MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and[SCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:c53KNt9S8dZANgLpvMEnZkyCd11-Z6aRpdgMV9ntAMv7tw9a2EzPgzhTmRidwbobfoyCcwm Scale=1:14.0 1 2 3 4 5 6 7 e e- e e e e' e 16 0 0 0 0 0 N N 0 15 e e e e e ei e 14 13 12 11 10 9 8 I 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 I 7-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/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 BOLL 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. (lb)- 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. ��'E) PR0r-•, ccc.._ �NGiNEFR 0.ic) 8 .4-OPE r 111W.„--- , C., OR SON ti o 0tiO�'q R Y 12.O•C? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i leis—. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeks connectors.This design is based only upon parameters shown,and is for an individual building cornponent,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/TPIi Quality Criteria,DS6-89 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 IJob Truss Truss Type Qty Ply POLYGON R46042130 PLTS-409_UPPER F10 GABLE 1 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:05 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-Z6aRpdgMV9ntAMv7tW9a2EzPfzhSmRhdwbobfoyCcwm 001 1 2 3 4 5 6 Scale=1:12.8 e e e e e e 14 e O O N •0 -- —. — — — — 13 a e e e e /......................4............................. 12 11 10 9 8 7 I 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-2-12 I 1-4-0 1-4-0 1-4-0 1-4-0 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress!nor YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 6-2-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. -<\(<'�o P R OF4-ss � ENGINE /- 8 .4O P E ter- 0 y ORE �N o ti o C�,yO Coq R Y 12-,O\C? Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®O connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the biding designer must verify the applicability ofMtesign 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/TPll 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 R46042131 PL15-409_UPPER F11 Floor 8 1 Job Reference(optional) Pacttic Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:06 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-1 J8p 1 zr_GTvkoWLJRDgpbSVYXMxCVmGn9FY8CEyCcwl 0-1-8 Hi 1-8-12 1-6-8 2-0-0 Scale=1:38.0 3x4= 3x4 = 3x4 11 4x4 = 3x4 = 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 •® ll /i � a 12sa P. ' 2 IN / 400/ .0/ \1/4 N 0 a N rV 2 ■ - �� d- G 0 OM. 21 20 19 18 17 16 15 14 3x6= 3x6 FP= 3x5 = 3x5= 3x6= 3x4= 4x6 = I 1-11-12 2-1114 22-4-12 1-11-12 0-1-8 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.12 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.19 16-17 >999 360 BCLL 0.0 Rep Stress Ince NO WB 0.52 Horz(TL) 0.05 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:18-20. REACTIONS. (lb/size) 14=856/0 2-12,20=1364/05-e Max Gray 14=880(LC 4),20=1364(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/346,2-3=0/345,3-4=-1381/0,4-5=-1381/0,5-6=-2237/0,6-7=-2237/0,7-8=2294/0,8-9=-2294/0, 9-10=-2294/0,10-11=-1556/0,11-12=-1556/0 BOT CHORD 19-20=-138/646,18-19=-138/646,17-18=0/1900,16-17=0/2357,15-16=0/2017,14-15=0/881 WEBS 1-20=-484/0,12-14=-1191/0,12-15=0/912,10-15=-623/0.10-16=0/374,5-17=0/492,5-18=-737/0,3-18=0/1034, 3-20=-1116/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). P R QFe ��� ss LOAD CASE(S) Standard -. NG(N EF-, /O 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,\ -57 Uniform Loads(plf) 40 P E r Vert:14-21=-8,1-13=80 • Concentrated Loads(Ib) alf Vert:1=-272(F) yti OREGe o C�,�o(iq R 12-•o\4C� sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based onhv upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of deuign parameters and property incorporate this design into the overall building design.'Bracing indicated is to prevent buckling of individual truss web and/or chord member,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/TPIT Quaky Criteria,DSB-8Y and ICS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042132 PL15-409_UPPER F12 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:07 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-VVhCEJrc1 m1 bPg2V?wB28f2IEmKXEJawNvHikgyCcwk 0-1-8 H 1 1-2-12 1 r a I 2-0-0 1 Scale=1:43.4 1.5x3 = 3x6 FP= 3x6 FP= 1.5x3 = 4x6 II 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 m m- /.... E .4 NO \.1/ \N .Z \NZN1/4./ N\ N 26 e - m C -$11,91 gral 25 24 23 22 21 20 19 18 17 1.5x3 II 4x6 = 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 3x4 = 1 1-5-121-yt. 25-2-0 I 1-5-12 0-1-8 23-6-12 _ Plate Offsets(X,Y)— 11:0-1-8,0-0-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.09 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) -0.15 19-20 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.04 17 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (Matrix) Weight:167 Ib 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/297,2-3=0/293,3-4=839/24,4-5=-839/24,5-6=-1707/0,6-7=1707/0, 7-8=-1707/0,8-9=-2057/0,9-10=-2057/0,10-11=-1891/0,11-12=-1891/0, 12-13=1891/0,13-14=1210/0,14-15=1210/0 BOT CHORD 22-23=0/1327,21-22=0/1327,20-21=0/1933,19-20=0/2024,18-19=0/1603,17-18=0/668 WEBS 2-24=-1393/0,1-24=-465/0,15-17=-890/0,15-18=0/720,13-18=-524/0,13-19=0/382, 8-21=-329/0,5-21=0/530,5-23=-678/0,3-23=0/857,3-24=-709/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-1-8,and 1230 lbEt) PR QFF down at 1-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. ,` .o 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .CDD NG(N C F 0 LOAD CASE(S) Standard Q :4 640 P E �r 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) 4111, Vert:17-25=-5,1-2=-150(F=-100),2-16=-50 • Concentrated Loads(Ib) Vert:1=-272(F)2=1230(F) y2 OREo C�,y„CogRY 12. \C? sooty Digital Signature EXPIRATION DATE: 12-31-16 l December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI(REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MTekr connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria.DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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-zhFaSfsEEn49S1gdiYeiHgtbubAh4zno3cZ1 FG7yCcwj 0-6-4 4x4 1-2-0 I 0-8-7 4.4 1-2-0 I I 0-6-1 I —Tg 1 2 3 4 5 4x4 = 6 Scale=1:12.9 • 13 • 0 0 • • • 4x4 = 12 11 10 9 8 4x4 = 4x4= 2-10-11 3-5-11 4-0-11 4-11-4 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)— [2:0-1-8,Edge),[4:0-1-8,Edgel,[5:0-1-8,Edgei,[7:Edqe,0-1-81,[10:0-1-8,Edgel,(12:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 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 HF 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 ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. PR 0,c-F0- } ,.NE /(2y .4OPE -57,ORE oo Ca °CigY i2 „\-\ ° SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 --- AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Milek0 connectors.Tills 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 buildinrL design..Bracing indicated is to prevent buckling of individual truss web and/o chord members only:Additional temporary and permanent bracing. MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quakty Criteria,DS1-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042134 PL15-409_UPPER F15 FLOOR 1 1 Job Reference(optional) Pacific Lumber&:Truss Co. Beaverton,Oregon 7.530 s Jul 11 2014 MITek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-zhFaSfsEn49S 1 gdiYeiHgtbskAfKzIQ3cZ1 FG7yCcwj I 0-6-4 I I 1-2-0 I I 0-8-7 1 1 1-2-0 - 1 1 1-5-1 2-6r0 I Scale=1:16.4 1.5x3 II 4x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4x4= 4 5 6 7 • J • e e e a 0 N c e e e e 6, e 6 3x4= 13 12 11 10 9 8 1.5x3 II 1.5x3 II 4x4= 4x4= 3x4= I 2-10-11 1 3-5-11 1 4-0-11 I 8-2-12 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)— [2:0-1-8,Edgel,[3:0-1-8,Edge),[9:0-1-8,Edge],110:0-1-8,Edge],113: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 0.32 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 puriins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORU Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-380/0,4-5=-380/0,5-6=-380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 4-10=-262/0,2-13=-620/0,3-10=0/446,6-8=-437/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '\<�tiD PROFFss �6,. AcD NG�N EF6) X029 8 •40PE r Or - OR •N o0 Cxy,&gRY 12,O ( Li O 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 MI1-7473 rev.10/03/2013 BEFORE USE. hill 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.below use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated i;to prevent buckling cf individual truss web and/or chord members Gray.Additicn<t,temporary and permanent bracing -MiTe$ 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/TPtI 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 Fleidhts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042135 PL15-409_UPPER F16 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Thu Dec 03 14:38:09 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-Supyf?ttYOHJf_Cu6LDWD472uaxoi5cDrDmopZyCcwi 0-1-8 Hi 1-2-12 j -8-4I 2-0-0 Scale=1:42.8 4x5 = 3x4 = 3x4 II 3x4= 3x4= 3x4= 3x6 FP=3x4 = 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 2 3 0 0 o \ i \ d N / N. /e/ N CV 2 7T' m 9 O O ►N 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 1-5-12 0-1-8 23-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.21 19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.33 18-19 >867 360 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:136 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23. REACTIONS. (Ib/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). `F,R .'D PR OFFss LOAD CASE(S) Standard ��,Gj ANG 1�EF9 /02 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 -57 Uniform Loads Vert:16-24=-8,1-15=80 8 •4Q P E f Concentrated Loads(Ib) Vert:1=-272(F) 111 .-�" -v OR SON o0 0A,,O Coq R Y t 2' Q. SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2018 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 cho.d members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane 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 1 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 14.3810 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-w4NKsLuVJhPAG8n4g3IIl IgDD_HHRXbM3tWML7yCcwh ?-7-4} 2-6-0 l 0-148 Scale=1:40.7 4x6 = 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 f a 21 0N4 7 \s, V N. 0 dsi% 7 d N N a ci- o m o ►t 20 Mil 19 18 17 16 15 14 13 4x4 = 4x8= 3x6 FP= 3x5 = 3x5= 4x6= 3x4 = awl 23-11-12 ------— - 0--8 23-10-4 Plate Offsets(X,Y)- 119:Edge,0-1-8] 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 IBC20121TP12007 (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(tlat) dO f CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4,19=1043/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1581/0,3-4=-1581/0,4-5=3040/0,5-6=-3040/0,6-7=-3266/0,7-8=3266/0,8-9=-2265/0,9-10=-2265/0, 10-11=2265/0 BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,14-15=0/2907,13-14=0/1291 WEBS 11-13=1600/0,11-14=0/1207,8-14=-796/0,8-15=0/444,6-16=-314/0,4-16=0/731,4-18=-1077/0,2-18=0/1492, 2-19=-1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. mac;, .,. i N‘AG �'9 z- 0io2y 8 94-OPE t' ir0" (---v,,,.ORE �N �o - ,„Coq R Y 12,fl�C? LI SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verity desig.r parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI+ Design'.olid 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:Braving indicatedis to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanenibracing .-. ,MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,D51-89 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 R46042137 PL15-409 UPPER F18 FLOOR 3 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-OGxi4hu74?X1 uHMGEmG_IVDO3NciA_iWIXFvtSyCcwg 0-1-8 R131 2-6-0 1 Scale=1:40.1 6x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5 = 1 2 3 4 5 6 7 8 9 10 11 12 o & v o e. e , e 20 M ,7 NIN 7 NN d d 11 N - VN.. N r ►_. ea 19 18 17 16 15 14 13 6x6 = 4x8= 3x6 FP= 3x5= 3x5 = 4x6= 3x4 = l 23-8-0 1 23-8-0 Plate Offsets(X,Y)— J19:Edge,0-1-8J,119:0-1-8,0-0-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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!nor 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. ��� ED P R 0F4ss ��� tiNG,N�F9 /�2 :.•646PE vt' yvORE 0,j°C4gRY 12.O\C? °S00‘ Digital Signature EXPIRATION DATE: 12-31-16 , December 4,2015 I ®WARNING-Verify 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 MTeki connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the 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/TPII Qualify Criteria,DSB-89 and BCSI Building Component 777/Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042138 PL15409_UPPER F19 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Thu Dec 03 14:38:12 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-sSV5H 1 vlrJfu WRxTnUn Drjlbsn27vZNfXB?TPuyCcwf 0-1-8 H 1 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 1 2 3 4 5 6 7 8 9 10 11 12 /, —� e ? o e O o 0 0 N N x 20 e ME e• e e, ►: 19 18 17 16 15 14 13 1.5x3 II 3x6 FP= 3x8= 3x5= 3x4 = 1 1-11-12 2-44 22-4-12 I 1-11-12 0-1-8 20-3-8 Plate Offsets(X,Y)— 11:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (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 Incr NO WB 0.23 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:143 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 13=811/0-5-8,18=3148/0-5-8 Max Horz 13=-1594(LC 4),18=1594(LC 4) Max Gray 13=868(LC 4),18=3148(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/829,2-3=0/828,3-4=-1649/154,4-5=1649/154,5-6=-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=-1113/0,1 i-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 ��[j P R OF-A-• at 2-3-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. <K �' 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). C?��� Ncj I N E�9'Sr, 4.44 17 LD +Floor Standard OPE c--- 1) Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(Of) itiP Vert:13-19=-8,1-2=-180(F=-100),2-12=-80 Concentrated Loads(lb) 411 Vert:1=-608(F)2=1200(F) ORE 1N NO '1/0,.i O /y, RY 12:O\CI O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111. Design valid for use only with MiTek€connectors.This design is based only upon parameters shown.and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design..Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria.DSB-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 R46042139 PL15-409_UPPER F20 i Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14'38:12 2015 Page 1 ID:c53KNt958dZANgLpvMEnZkyCdl1-sSV5H 1 vlrJfuWRxTnUnDrjlcun45vcQfXB?TPuyCcwf Scale=1:18.7 1 2 I 3 4 5 6 7 8 9 I 10 O J o o O O o O °} O dO d o N N r °Io o e o e o o 20 19 18 17 16 15 14 13 12 11 11-4-8 11-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 . MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:55 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY 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. (lb)-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. '� PR5Ff `°\- ss �c,;•; NG)NE'19 /oy Lr 8 •40PE c' i , v OR SON o 0 x/,Ciq RY 12,o,-,\ sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 MINIM ®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 WOO®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 Mil@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 Quaity Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042140 PL15-409_UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-Kf3TVNwNccol7bWfLBISNwlkjBQZe3Vpmrk0yKyCc we 1.5xi 11 0-7-12 , 2-6-0 1)5x3 I I 1 2 4x4= 3 Scale=1:13.0 O N 5 4 4x4= 3x4= 1- 3-4-12 I 0 1- 3-3-4 Plate Offsets(X,Y)— (5:Edge,0-1-8) 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 "'r 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=144/0-1-8,5=144/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,G' %NC'1N��9 /O .40PE dr -v ORE oo 0,,y�(i,i y 12 O�C� soON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MU-7473 rev.10/03/2010 BEFORE USE. MT" Design valid For use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before 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 ANQualify 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 R46042141 PL15-409_UPPER F22 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14.38:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-Kf3TVNwNccol7bWfLBISNwlkeBNge_npmrkOyKyCcwe I 1-3-12 I 2-6-0 Scale=1:24.9 1,5x3 11 3x4 = 1.5x3 I I 3x4 = 1.5x3 11 3x4= 1.5x3 H 1 2 3 4 5 6 7 o o- N. _ 7,-,Isiss\N,, cz.,N. _ 7,-c:‘ d N N O 6 1I 10 9 3x4 = 3x5 = 3x5 = 3x4 = 0118 14-3-12 --H 0-1-8 14-2.4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid 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 Ina YES WB 0.35 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-977/0,3-4=-977/0,4-5=-1120/0,5-6=-1120/0 BOT CHORD 10-11=0/427,9-10=0/1189,8-9=0/719 WEBS 6-8=-891/0,6-9=0/497,4-10=-264/0,2-10=0/682,2-11=721/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. (-1.0 P R 0F-S'SNG N EF9 X02 8 s4OPE �f OPi y,G ORE wN o0 0,yO(meq R Y 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 MI1-7477 rev.10/03/2015 BEFORE USE. 1111. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pem anert 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 miss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 L_ Citrus Heights,CA 95610 __ Job Truss Truss Type Qty Ply POLYGON ' R48042142 PL15-409_UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:14 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-0rdriix7Nwwcll5rvvphw8ru 1 bgwNOAy_VUZUmyCcwd ��H 1 2-6-0 I Ot8 Scale=1:36.6 4x4 = 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 e NININ, s v. ,NN a7, �-woNiss._-7 2E 20 0 0 N m - 19 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6 = 3x5 = 3x8 = 3x4 = I 21-6-12 I 21-6-12 Plate Offsets(X,Y)— r1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI- DEFL. in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18,Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=937/0-2-12,12=937/0-5-4 FORCES- (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-949/0,1-2=-414/0,2-3=-414/0,3-4=-2170/0,4-5=-2170/0,5-6=2686/0,6-7=-2686/0,7-8=1975/0, 8-9=-1975/0,9-10=1975/0 BOT CHORD 16-17=0/1437,15-16=0/1437,14-15=0/2569,13-14=0/2472,12-13=0/1146 WEBS 10-12=-1420/0,10-13=0/1027,7-13=-616/0,7-14=0/264,5-15=-495/0,3-15=0/908,3-17=-1267/0.1-17=0/1042 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��5 ANG i N�F9 4, :,•40PE yr edir y410 y OREG o 0y0�q R Y 12 O.�C? ° SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI' Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Mitek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042143 PL15-409_UPPER F24 GABLE 1 1 Job Reference(optional Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:3815 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-G 1 ADw2yd8E2TNvf2TcKwSLN69?6p6zB5D9D7ODyCcwc 0-h8 Scale=1:33.5 3x6 FP= 1 2{ 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 eia - r m d C C 38 Ix 0 0 0 0 N N 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1-4-0 I 2-8-0 1 4-0-0 I 5-4-0 I 6-8-1_4_00 1 81 9-4-0D I 10-8-0 I 12-0-0 I 13-4-0 I 14-8-0 { 16-0-0 1 17-4-0 1 118-4_8-00 j 20-0-0 20--71 2 1-4-0 1-4-0 1 4 0 14_0 4 0 1 4-0-0 0 1_4_ 1-4-0 1-4-0 1�0 1-4-0 1-4-0 1-4-0 1 4 0 0 4-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 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. (cY\ P R 6FF0- c�5 �NGiNEL- /� 2 8 .40PE of AP (---.7,_0A ORE 11)...No 0 �4,, RY12,O�� SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 aWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,10/0./2015 BEFORE USE. MI Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building compeaent,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 is is prevent budding of individual truss web and/or chord members only. Additional terr'pc nary and permanent bracing - MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,051-89 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 Carus 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:c53KNt958dZANgLpvMEnZkyCdll-G1 ADw2yd8E2TNvf2TcKwSLN5L?6k6zA5D9D70DyCcwc 0-ti8 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 9 2 9 a 9 9a 9 9 a= rji 9 9 e 38 o 6 d a N N a o e)wv o [e e p a e d 9 R e a e 37 , vv 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP=- I I 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 I 13-4-0 1 14-8-0 i 16-0-0 1 17-4-0 l 18-8-0 1 20-0-0 1 21-6-12 l 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 Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina- YES WB 0.03 Florz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (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 DE 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. (lb)- 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. (<---\vo P R�,cF�,s ANGiN&&-- r0 2 8 .40PE ter" 1111, 40 40111, y,L ORE oo °-A-f(fg Ry t 2 O �C� 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. IIII. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing •• Mieek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 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 R46042145 PL15-409_UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7,530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14.38:16 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-kEkb7OyGvXAK_3EEDJr97ZwDXOKOrFJFSpzgYfyCcwb 1 1-0-4 I 2-6-0 I 0-h-8 Scale=1:41.5 4x6= 3x4= 3x4 = 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 I. 9 a 9 m 9 _ = 21 IN 0 oN. V7 7d IN. NNN.3lz N a ° T_ . 20 TSI 19 18 17 16 15 14 13 3x4 = 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4 = 1.5x3 SP= 011.8 24-4-12 — I 0-1-8 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360 BCLL 0.0 Rep Stress Ina YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (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=1002/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1782/0,3-4=-1782/0,4-5=3190/0,5-6=-3190/0,6-7=-3366/0,7-8=-3366/0,8-9=-2315/0,9-10=2315/0, 10-11=2315/0 BOT CHORD 18-19=0/600,17-18=0/2626,16-17=0/2626,15-16=0/3419,14-15=0/2982,13-14=0/1316 WEBS 11-13=1631/0,11-14=0/1238,8-14=-827/0,8-15=0/475,6-16=283/0,4-16=0/699,4-18=-1045/0,2-18=0/1464, 2-19=-1200/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. rISPRoFFss G I N EFR /O 2 640PE �r glit y,GORE air o C-,,„ R Y V2-,OAC? o SOON Digital Signature EXPIRATION DATE: 12-31-16 j December 4,2015 S mi. AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer roust verify the applicability of design parameters and property incorporate this design into the overall building design.Eiccing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanen`bracing- --n s .Mile! is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality CrHeria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 .Job Truss Truss Type Qty Ply POLYGON R46042146 PL15-409_UPPER 'F27 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2D14 MiTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DQIzLkzugrlAcCpQa1 NOYmTQ9oIBaprOgSiE55yCcwa I 1-7-4 I 2-3-0 I 418 Scale=1:213 1.5x3 I I 1.5x3 —1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 = 1 2 3 4 5 6 7 / N. 0/ Not., ,Z N 1 •7 3 o O 0 N fV e o 12 1, 10 9 3x4= 3x5 = 3x5 = 3x4= I 13-5-12 I 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft lid 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 StudlStd(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(Ib)or less except when shown. TOP CHORD 2-3=-888/0,3-4=-888/0,4-5=-958/0,5-6=-958/0 BOT CHORD 10-11=0/463,9-10=0/1038,8-9=0/608 WEBS 6-8=-783/0,6-9=0/450,2-10=0/546,2-11=-697/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. P� D R oFF '\(c\- - Q s � G,N� s` 0 � � 92 -9 8 ,40PE r 0 , 4010 o -9 ORE • N ti Cy�UgRY 12,p\Cl SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 IMMO ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111' 711iiiMaiini7 Design valid for use only with Mi7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component•not a truss system.Before use,the building designer must verity the 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 memben only.Additional temporary and pennanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042147 PL15-409_UPPER F28 FLOOR SUPPORTED GAEL 24 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 lD.c53KNt9S8dZANgLpvMEnZkyCdl1-DQlzLkzugrlAcCpQa1 NOYmTSUooGatAOgSiE55yCcwa I 1-0-8 1.5x3 II 1 3x4 — 2 Scale=1:13.2 0 0 N l ..♦...♦......♦ 4 .................�+�.. ....... . 1.5x3 II 3x4= 1-3-8 03 1-3-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No-1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=64/1-3-11,3=64/1-3-11,3=64/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,`c4D P R OF6-, ��\ ors � ANG'N EFR /�2 8 e40PE -71' OR 0 y2 ORE IN o 0 �q yO R Y 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. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not MI 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 true'web and/or chord membe:only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracingof trusses and truss systems,see7777 Greenback Lane 9 Y- ANSI/TPII Quality Criteria,056-89 and 6CSI 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&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-DQIzLkzugrlAcCpQa1 NOYmTS7ooLatAOgSiE55yCcwa 1.5x3 I 1 4x4 = 2 Scale=1:13.3 0 4 3 1.5x3 II 4x4 = II 0-9-12 0-0-4 0-9-12 Plate Offsets(X,Y)— f1:Edge,0-1-81,13:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 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(lb)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. P R OFFss C NGNEL, :..640PE p{ �' 'sV►►_ --57A,OREo�o 1/4j° Uq RY 12 QAC? o SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 g�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 Milek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verity the applicability of design parameters and property incorporate this design into the overall • building design. Bracing indicated is to prevent buckling of individual taus web and/or chord members only.Additional temporary and permanent bracing i�`ilek 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/It'll Quality Criteria,0SB-89 and BCSI Building Component 7777 Greenbacf 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(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_7dEC7VJKQYv6SndYyCcwZ 1-0-8 _H 1.5x3 ll 1 3x4= 2 Scale=1:13.2 0 0 T ., Nr 1.5x3 II 3x4= p 1-3-8 { 0-0'-3 1-3-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 "'" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=64/1-3-11,3=64/1-3-11,3=64/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <_ PROF6.0 �C?�5 G�N�F'4 0./��i 8 ,.40PE yr t -7„_ORE •N oO 0,yO&gRY�2 „\--\ 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 Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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/TP11 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 'Job Truss Truss Type Qty Ply POLYGON R46042150 PL15-409_UPPER F32 Floor Supported Gable 1 1 Job Reference Optional) Pacific'_umber&Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID'c53KNt9S8dZANgLpvMEnZkyCdl1-hcsMY4_WR9Q1 EMOd8kud4_?dLC7VJKuYv6SndYyCcwZ 1 2 3 4 Scale=1:13.0 j _ ,_ 0 0 ry 1ii-- 8 7 6 5 3-7-0 { 3-7-0 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 5 n/a n/a BCDL 5.0 Code IBC2012(TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULL Y 'EAT 4ED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,c(j° PR OFfss C�� ti. INE�i9 vO �� .4OPE �(" i iir C. ORE u' N C�yO Ciq RY 12,OAC? Lir, sooty Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 � s ®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 Miiekd connectors.This design is based only upon parameters shown,and is for an individual building cc.-nponent,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 ,a•. NtiTek' 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 bracingof trusses and truss systems,see7777 Greenback Lane 9 Y ANSI/TPII Quality Criteria,DSB-89 and 6CSI 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 MTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hcsMY4_WR9Q1 EMOd8kud4_?cfC7RJKQYv6SndYyCcwZ I 1-4-0 1./5x3 I I 1 3x4 = 2 Scale=1:13.2 0 0 0 0 N N •�����������������•0N�. 1.5x3 II 3x4= F 1-7-0 0-15-2 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Udefl L/d 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/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=80/1-7-2,3=80/1-7-2,3=80/1-7-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. P '\((' Po. R OFFss � ,-s.\ NGINEF9 Wp2-57 •ct.- 8 •40PE c 0- r 9,L OR SON o� C�,yO Uq R Y 2 OAC? ° SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MN Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verity 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 Wel( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPIl Quality Criteria,DSB-89 and RCS!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:c53KNt9S8dZANgLpvMEnZkyCdll-9pQklQ?8C SYurWzpiSPsdBYoncTg2ngh8mBK9yCcwY 7x10 II 1 2 Scale=1:13.3 0 0 04 4 3 7x10 II 0-7-4 I 0-01-2 0-7-4 Plate Offsets(X,Y)— [1:Edge,0-1-8],(4:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-7-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=26/0-7-6,3=26/0-7-6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. (.../,s,:c_D GiNEF9 io2� 8 •40PE v." Air Air yy OR CyOCiq�Y rl OAC? SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekO 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 musI 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/TPll Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042153 PL15-409_UPPER F36 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:19 2015 Page 1 ID:c53KNt9S8d7ANgLpvMEnZkyCdll-9pQkIQ?BCSYurWzpiSPsdBYntcTk2ngh8mBK9_yCc wY 1 1-1-4 I 1.5x3 I 1 3x4= 2 Scale=1:13.2 O Ak • 1.5x3 II 3x4= 1-4-4 0.22 1-4-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "'*" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=68/1-4-6,3=68/1-4-6,3=68/1-4-6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `�-RE� P R°Fe, � ANG,N ESR /-2 .40PE O y OREoo 0,y�CJg R Y 2,OAC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ®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 bracirg • 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/M1 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 He ght1CA 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:c53KNt9S8dZANg LpvM EnZkyCdl1-d?_6zm?mzmglTgY?F9w59P5zpOp_nDwrNQxuhQyCcwX 1 1-0-0 1 1.5x3 I I 1 3x4= 2 Scale=1:13.2 0 0 N 4 ♦.♦.♦♦:♦:tom ev 1.5x3 II 3x4= 1 1-3-0 I 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (ioc) 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/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=62/1-3-0,3=62/1-3-0,3=62/1-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. (c?` .13 P R Or,(-96- ��5 <NGINEF.4 �O OPE c" 0 r -7 ORE ON O. C,OI�1RY.�2-O\C� OsOO� Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10103/2015 BEFORE USE. 111111. 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 budding 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 MITA' 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 ANSf/TPI1 Quality Criteria,DSII-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 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?mzmglTgY7F9w59P5yzOpunDwrNQxuhQyccwX 1-5-0 15x3 II 1 3x4= 2 Scale=1:13.2 L 0 0 N N • • 4 04 1.5x3 I I 3x4= 1-8-0 1-8-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl lid 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. rPR ��c, ENGINE&- /O t .40PE -7Ale C' ir --7,, ORE . + C,yOCidRY tZ,O�C� SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 • ter_ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2018 BEFORE USE. Design valid for use only with Milek®connectors.This design is based only upon parameters shown,and is for an individual building component,rot a truss system.Before use.the budding designer must verify the applicability of design parameters and property incorporate this design into the overall buildirg design. Bracing indicated is to prevent buckling of individucl truss web and/or chord members only. Additional temporary and pemanent bracing Wei( 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 bracingof trusses and truss systems,see 7777 Greenback Lane 9 Y ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042156 PL15-409_UPPER F51 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-d?_6zm?mzmgtTgY?F9w59P5ziopznDwrN QxuhQyCcwX I 1-0-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 0 0 N (V •♦♦♦♦.♦•.•.•• x•♦ 4 477 • 1.5x3 II 3x4= i 1-3-12 I 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 """ 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-12 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(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. (..,......c1.5 �� PR�FFss ANG V N��6) /�28 P40PE mac" Of y,L ORE � N Q� C�,y��q RY 12.OAC? 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. MI' Design valid for use only with Mifek0 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 Nigel( igek( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type 'Qty Ply POLYGON 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:c53KNt9S8dZANgLpvMEnayCdl1-5BYUA600k4oc5g7BptRKicd80P9GWgA_b4gREsyCcwW 1.5x3 II 1 4x4= 2 Scale=1:13.3 0 • 4 3 1.5x3 I I 4x4= I 6-11-0 _ I 0-11-0 Plate Offsets(X,Y)— [1:Edqe,0-1-81,[3:Edqe,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-11-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=44/0-11-0,3=44/0-11-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �<<5\ P R�F�`�S � tiNG j N EL.. � 8 340PE4111, yr y, ORE N C>,yO 1/OA R 12 ��C? o soot Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ammismeemommew ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with Muck®connectors.This design is based only upon parameters shown,and is for an individual buildiiig component,not 14,11. - a truss system.Before use,the building designer must verity the applicability of design parameters und property incorporate this design into the overall building design. Bracing indicated a to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing,. Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,051-89 and BCSI Building Component 7777 Greenback Lane Safety Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. I Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042158 PL15-409_UPPER F54 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-5BYUA600k4oc5g7BptRKicd8AP9HWgA_b4gREsyCcwW 1.5x3 ll 1 4x4 = 2 Scale=1:13.3 0 0 csi 4 3 1.5x3 II 4x4= 1 0-9-0 I 0-9-0 Plate Offsets(X,Y)— (1:Edge,0-1-81,[3:Edqe,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 OF 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(lb)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. • (<..\ D PROFess Co \AGINE - :.640 P E 7f • r yy ORE wQo may,�gRY•12..O\C? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i is-- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I 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 russ system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,058-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 !__ Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042159 PL15-409_UPPER F55 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38.21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-5BYUA600k4oc5g7BptRKicd8jP9EWgA_b4gREsyCcwW 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 , ry 4 3 1.5x3 II 3x4= 1-1-12 1-1-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=56/1-1-12,3=56/1-1-12 FORCES. (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. 444 8 .40PE4110 y ORE *N C� Ciq RY � 12•`ZQ�C? sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 artaxemains ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown.and is for 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 bolding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additicncf temporary and permanent bracing Wek - • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fnbrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DS6-89 and SCSI Sufaing 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. reAL Apply plates to both sides of truss1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS „ 2. Truss bracing must be designed by an engineer.For 0'/164 wide truss spacing,individual lateral braces themselves o WEBS may require bracing,or alternative Tor I 1111111-E111111 : ., p bracing should be considered. Olik O=Willtilip 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building C7-8 C6-7 cs 6 designer,erection supervisor,property For 4 x 2 orientation,locate '— gowner and plates 0-1'i '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 , 111 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that 011111I'd° Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©201 MiTek®All Rights Reserved approval of an engineer. *IMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 111111111 ION0 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 Mil 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. iTe is not sufficient. BCS(: Building Component Safety Information, lk: 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 ler MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 5019-B POLYGON ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1580947 thru K1581025 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��� PR()pets,� .vyC311'JF� /02 89782PE �_' %y OREGON 4° 0 ^7,9, -9 R Y 15��,C(5` ir PA UL •E : 213112016 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" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-06-12 7-06-12 T 1' 1' 12 12 11M-4x4 7.50 Q 7.50 3 ill r r4 to I rig all I IrdiPTOMIMMIAIIIIIAIMMIAIMAPOOIWARIAPAIVIAIWAIAMMAPWIPMAIMIAIPOVIRFAIFIPIIIWAIIPMFAIWIVIIIMIMARIIMAIMIWIMIMIKIPTIMIAMIKOMIIMIFIMAPTIMIMI 0 0 M-3x4 M-3x4 y y 1-00 15-01-08 1-0 �g „D PR OFES� ~ NG,N �4S� ��� ' -L 89782PE mac'" JOB NAME : 5019—B POLYGON — Al • . 6 Scale: 0.991 ^"'. ''''' './IP`f9 / WARNINGS: GENERAL NOTES, unless otherwise noted' C/ U) 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameter shown and is for an Individual )�a OREGON O Truss: A 1 and Warnings before construction commence.. building component,Applicability of design parameters and proper tet/'/' 2,2H4 compression web bracing must be installed where shaven•. Incorporation of component is the responsibility of the building designer. .111 V�I r.., r , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 77 '-'f/-� ,",.) !. is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'v.c.respectively unless bre cad throughout their length by Via `(� continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). P/�1 't DATE: 12/8/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown•• I 1 u 1 SEQ. : K1580947 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fastener are complete and al no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrovve environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided.furnished December 8,201 5 6.This design is mished subject to the limitations set forth by H.Plates shall be located on both faces of truss,and placed their center TPIANTCA In BCSI.copies of which will be furnished upon request. lines coincide with Joint center lines, 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(10-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 15-01-08 GIRDER SUPPORTING 6-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=(-209) 1326 6- 2=( -26) 371 BC: 2x6 KDDF #1&BTR 2- 3=(-1161) 253 6- 7=(-208) 1316 2- 7=(-492) 142 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1161) 253 7- 8=1-208) 1316 7- 3=(-208) 989 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1668) 297 8- 5=(-209) 1326 7- 4=(-492) 142 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0 0" TO 15'- 1.5" V 4- 8=( -25) 371 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 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/ 1271V -100/ 100H 5.50" 2.03 KDDF ( 625) 15'- 1.5" -229/ 1270V 0/ OH 5.50" 2.03 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (C OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.026" @ 7'- 6.8" Allowed = 0.710" MAX TL CREEP DEFL = -0.053" @ 7'- 6.8" Allowed = 0.947" MAX HORIZ. LL DEFL = 0.009" @ 14'- 8.0" MAX HORIZ. TL DEFL = 0.015" @ 14'- 8.0" 7-06-12 7-06-12 T T T 4-03-05 3-03-07 3-03-07 4-03-05 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 177M-4x 6 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 4 0 load duration factor=1.6, Truss designed for wind loads f..( in the plane of the truss only. M-3x4 4-3x4 2 4 Ir Cf, /111111411616111111116.:6m410.4111111111111111111116. ko ■ Its r I *111111111111.11111111111111111111111 - Ti OI 1=� 6 7 8 -.5 O M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4 O y y y ), y 4-01-09 3-05-03 3-05-03 4-01-09 �0 P R OF y 15-01-08 y `C,,S NGIN ��u s9782PE r" JOB NAME : 5019-B POLYGON - A2 Scale: 0.3648 WARNINGS: GENERAL NOTES, unless otherwise noted: ' V OREGON ^� 1.Bolder and erection contractor should be advised of al General Notes 1.Tills deign Is based only upon the parameters shown and N for an Individual A �,1 OR E G O N� '•-.- Truss: A2 and Warnings before construction commences. bolding component.Appllcabllly of design parameters and proper :lJ 'tf}v O 2.2u4 compression web bracing must be Instated where shown+. Incorporation of component lathe responsibility of the building designer. ,Q .{ "� 3.Additional temporary be 2.Design assumes me top and bottom chords to W laterally braced at �i�l "T { vl po ry cirp to Insure stability during construction \``v la the responsibility of the erector.Additional permanent bracing of 7 o.c,and at 10'o.c.respectively unless braced throughout trek length by V DATE: 12/8/2015 the overall structure k the re continuous sheathing r such as plywood airedsheating(TC)and/or drywei)BC). ' 4 t responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ x'"'11 L SEQ.: K 15 8 0 9 4 8 4.No bad should be applied to any component until alter.1 bradng 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 ere to be used In a noncorrosive environment, T RAN S I D: LINK deign bads be applied to any component. and ere for"dry condition'of use. 12/31/2016 6.Design assumes full bearing at al supports shown.Shim or wedge If E X P(RES: 5.CompuTrus has no control over end assumes no responsibility for the necessary. ember V fabrication,handling.shipment and Installation of components. 7.Design assume.adequate drainage Is provided. DeeemUp 6.This design le furnished eub)act to the limitations set forth by 8.Plates shall be totted on both faces of trust,end placed so their anter ,2015 TPIIWTCA in SCSI,copies of which will be furnished upon request. Russ coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7,6.6(10-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 #16BTR; 20-05-08 GIRDER SUPPORTING 35-09-00 FROM 7-00-00 TO 20-00-00 1- 2=( 0) 60 2-10=(-1590) 6376 10- 3=( -478) 200 14- 8=) -816) 142 2x6 KDDF #1&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: 2x8 KDDF #1&BTR 3- 4=( -8308) 2188 11-12=(-2650) 10190 11- 4=) -794) 3452 15- 9=(-2662) 10804 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -7088) 1896 12-13=(-2884) 11174 11- 5=(-4554) 1232 9-16=(-6658) 1654 2x4 KDDF #16BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=(-10450) 2790 13-14=(-2884) 11174 5-12=) -586) 2898 2x4 KDDF STUD B; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V- 7=) -9390) 2442 14-15=(-2506) 1019.6 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" q- 8=(-11046) 2840 15-16=( -198) 774 13- 6=( -422) 2244 2x8 DF SS D TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 14'- 5.5" TO 20'- 5.5" N- 9=( -9480) 2360 6-14=(-2548) 758 BC UNIF 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 CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ___ ___ __ ____ __ TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 5.5" 0'- 0.0" -1219/ 4930V -69/ 114H 5.50" 7.89 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 20'- 5.5" -1852/ 7713V 0/ OH 5.50" 12.34 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL __...______ ____= REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" ( 2 ) complete trusses required. MAX TL CREEP DEFL - -0.001" @ -1'- 0.0" Allowed = 0.133" Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.125" @ 11'- 9.7" Allowed = 0.977" nails staggered at: MAX TL CREEP DEFL = -0.252" @ 11'- 9.7" Allowed = 1.303" 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. LL DEFL = 0.030" @ 20'- 2.8" 9" oc in 2 row(s) throughout 2x6 top chords, 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX HORIZ. TL DEFL = 0.049" @ 20'- 2.8" 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. Design conforms to main windforce-resisting system and components and cladding criteria. "• For hanger specs. - See approv41131.1v$ 8-06-02 2-06-12 3-04-15 Wind: 140 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, f 1 f T f (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-1.6, 1 4320# '' ' *J61 T f Truss designed for wind loads 12 12 in the plane of the truss only. 7.50 Q 7.50 M-4x8 M-5x10 M-3x8 M-3x8 4 6 T2 M-3x5lir/ iN M-6x8 M-5x12 9 -,�,y rjr T4 t» 441444, M-5x16 C `D 0 VD i 2,04 D r �l - 1 i 10 11 12 13 14 15 *16 o M-1.5x3 M-4x10 0.25" M-3x8 7.M-8x8 M-8x10 M-3x8 7.m-10x10(S) y y y y y y .\((' PR()Fen 3-01-14 2-04 3-03-11 3-00-03 3-01-15 2-04-06 3-01-07 ; ), y ,�� ANG 4 N E � X02 1-00 20-05-08 �C9 `z 89782PE 9�" JOB NAME : 5019-B POLYGON - B1 Scale: 0.2597 f WARNINGS: GENERAL NOTES, unless otherwise noted: /� 1.Bolder and erection contrador should be advised of al General Notes 1.This design I Weed only upon the parameters shown end is for an Individual 174/ OR EGO N "v Truss: B1 and v>.mings beton construction commences. building component.Applicability of design parameters and proper ,� 2.Sa4 ampreesion web bracing must be Installed where Mown o. Incorporation of component Is the responsibility of IM bolding designer. „A I(../ °4 r�,J G ✓ � 3.Additional temporary bracing to Insure stability during aonstrudion 2.Design and et 10e.the top and bosom dards to be throughoutsteraNy bead at 7 `1/Y Y 1 J �j_ Is the reeponsiblllty of the erector.Additional permanent bracing of 7 o.e.and al ea oc.respectively uMea braced their length by ` V continuous sheathing such es plywood ahealhMg(TC)and/or drywal(SC). p/A U 1 ` DATE: 12/8/2015 the overall structure Is the reaponaiblity of the building designer. 3.2r Impact bridging or lateral bracing required where Mown•+ �'1 L. SEQ.: K 15 8 0 9 4 9 4.No bad should be applied to any component until arta,al bnedng end 4.Installation of tons Is the responsibility of the raspedive contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes Trusses ere to be used Ins noncorrosive environment, design bads be applied to any component. and are for"dry condNon"of use. T RAN S I D: LINK rea 6.Design assumes hill bearing at supports shawl.shin or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes responsibility for the ecesary fabrication,handling.eldpment and installation of components. 7.Design assumes adequate drainage Is provided. December p 6.TMs design Is Iuredahed eub(ad to the Nmdetions set forth by 8.Plates shel be Pouted on both facts of truss,and placed se their center ,2015 TP1WICA M SCSI,copies of which will be fumiehed upon request. Ines coincide with Joint canter linea. N.Digits Indicate size triplets In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.6)1L(-E to.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 15'- 10.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J 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 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE `PATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-11-04 7-11-04 T '1 1' 12 12 IIM-4x4 7.50 Q 7.50 3 Ii... 1.111. 1I . 2 /IWO'AMA/ MIPIIIIIIMAII/MP/ /IOW OA%./.04,Alr A/An%IMP/AIWAIISIM /OM/ I' II4212 oI O O M-3x4 M-3x4 .y 1-00 y 15-10-08 �op P R O fiFS :9782PE —57_,,, JOB NAME : 5019—B POLYGON — Cl Scale: 0.4345 WARNINGS: GENERAL NOTES, unless otherwise noted: v OREGON h 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 ���4 Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper �!/ Q" 2.2x4 compression web bracing must be installed where shown it Incorporotbn of component is the responsibility of the building designer. ,.[)� ^ (, 3,Additional temporary bracing to Insure stability during constructionir 2.Design assumes the top end bottom chards to be laterally braced et 7 ^!1iYAJ �� Is the responWbildy of the erector.Additional permanent bracing of T o.c.and at 10'a.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and%or drywa%(BC). PA UL__ 1-1 DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 SEQ. : K 15 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 et no time should any bads greater than 5.Design assumes tosses are to be used Ina noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supporta shown.Shim or wedge it EXPIRES: 12/31/2016 5.CoassumespuTrus has no control over and assumes no responsibility for the necessary, p 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 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCS!,copies of which will be furnished upon request. fines coincide with joint center lines. 9.Digits indicate s0e of plate In Inches. MiTek USA,Inc.tCompuTrus Software 7.6.6(1L)-E 10.Far basic connector plate design values see ESR-1311,ESR-1968(M1Tek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-879) 256 1-7=(-158) 673 2-7=(-221) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-662) 202 7-5=(-166) 669 7-3=( -98) 917 WEBS: 2x4 KDDF STAND 3-4=(-661) 184 7-4=(-211) 196 LOADING 4-5=(-877) 243 TC LATERAL SUPPORT <= 12"OC. NON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5-6=1 0) 60 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRC AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -83/ 666V -117/ 110H 5.50" 1.07 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 10.5" -129/ 789V 0/ OH 5.50" 1.26 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 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. J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ 7'- 11.3" Allowed = 0.748" MAX LL DEFL = -0.002" @ 16'- 10.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 16'- 10.5" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.040" @ 12'- 3.1" Allowed = 0.471" 7-11-04 7-11-04 4' f f 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 T T T 12 12 Design conforms to main windforce-resisting IIM-4x4system and components and cladding criteria. 7.50 Q 7.50 3 4.0" Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Niqload duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 2 4 AllibillilillIIIII. w 0 of 1.+ 7 of O M-3x4 M-3x8 M-3x4 0 ,1 01 ,1 7-11-04 7-11-04 ..p PROF y 15-10-08 1-00 y SCD' G,INEF�`�s/Q zzt 89782PE JOB NAME : 5019-B POLYGON - C2 Scale: 0.3485 , ,_-- WARNINGS: GENERAL NOTES, unless otherwise noted: /'� "J 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 1� OREGON y Truss: C2 and Wamings before construction commences, building component.Applicability of design parameters and proper /, 2 2.2o4 compression web bracing must be Instalkd where shown+, incorporation of component is the responsibility of the Gadding designer, .f)� (/ r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced et 77 ///,,,... Al1 `) �!. Is the responsibility of the erector,Additional permanent Maung of 2'o.c.end et 10'a.c.respe ctNety unless Graced throughout their length by /1r ` / continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). -1 PA U t \-- DATE: DATE: 12/8/2015 the overaA structure is the responsibility of the budding designer. 3.24 Impact bridging or lateral bracing required where shown++ i,� SEQ. : K1580951 4.No bad should be applied to any component until altered bracing and 4.Installation of truss Is the responsibility of the respective contractor. _ fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. T PANS I D• LINK design bads be applod to any component. and are for"dry Gond ion"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so they center December 8 2� J TPIJWTCA In SCSI,copies of which WO be furnished upon request. Anes coincide with joint center lines. 9.Diggs Indicate size of plate In inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E II.For basic connector plate design values see 658-1311.608.1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 15-10-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1121) 221 1-5=(-213) 869 5-2=(-107) 591 4-7=(-794) 176 BC: 2x6 KDDF $1&BTR 2-3=( -553) 134 5-6=(-209) 842 2-6=(-500) 133 WEBS: 2x4 KDDF STAND LOADING 3-4=( -451) 126 6-7=( -42) 73 6-3=( -40) 165 LL = 25 PSF Ground Snow (Pg) 6-4=(-181) 837 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 173.4)+DL( 137.9)= 311.4 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) = LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -244/ 1185V -48/ 96H 5.50" 1.90 ROOF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -225/ 1067V 0/ OH 5.50" 1.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED = BOTTOM CHORD CHECKED FOR 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. Single member as shown. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Hangers attached to the bottom chord MAX LL DEFL = -0.007" @ 2'- 5.1" Allowed = 0.254" will have 1.5" max. nail penetration. MAX TL CREEP DEFL = -0.015" @ 2'- 5.1" Allowed = 0.339" 4-07-11 1-04-05 ** For hanger specs. - Sea'approved plans Ir 1. MAX HORIZ. LL DEFL = 0.002" @ 5'- 10.3" MAX HORIZ- TL DEFL = 0.003" @ 5'- 10.3" 2-06-13 1-10-06 1-06-13 T f T 1' 12 Design conforms to main windforce-resisting 7.50 p 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 Aigg #M111111111ialiM' -I in the plane of the truss only. M-3x5 2 ir/%111 0 I 1 N kr,/ AllillhaktnE= I I 1�� 5 6 ** 7 0 M-5x10 M-1.5x3 M-6x8 M-1.5x3 • y ,1 ,l y 2-05-01 1-10-06 1-08-09 .Jr y 6-00 ����p PRQfikss �� 89782PE ter'" JOB NAME : 5019-B POLYGON - CGIRD • Scale: 0.5100 WARNINGS: GENERAL NOTES, unless otherwise noted: (_a. �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 'T OREGON ) Truss: CGIRD and Warnings before construction commences. buNding component.Applicability of design parameters and proper y) 2.2x4 compression web bracing must be Installed where shown s, Incorporation of component Is the responsibility of the building designer. ..e 7 /� G �V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at 77 ^I Y J Ie the responsibility of the erector.Additional permanent bracing of 7 o.n,and at 10'o.o.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /�UL DATE: 12/8/2015 the overall structure is the responsibility of the bulding dealgner. 3.2x Impact bridging or lateral bracing required where shown o* �"1 SEQ. : K1580952 4.No bad should be applied to any component unlit after ail bradng end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Deign assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK deign loads be applied to any component. and ars for"dry condition-of use. 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTNs has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December S,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center TP WJTCA In BCSI,copies of which WI be furnished upon request. linea coindde with joint center lines. 9.Digits Indicate size of Ode In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1IL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-01 70 13-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KCDF #16BTR; 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&BTR Ti, T3 2- 3=(-14722) 3366 12-13=(-3012) 13592 1-12=(-3256) 14410 16- 8=( -510) 2158 BC: 2x8 KDDF #1&BTR LOADING 3- 4-(-12498) 2880 13-14=(-3304) 14900 12- 2=(-6542) 1502 8-17=(-1034) 270 WEBS: 2x, KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-15116) 3480 14-15=(-3298) 14734 2-13=(-1082) 264 2x4 KDDF #16BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 8.0" H- 7=(-11482) 2668 15-16=(-3298) 14734 13- 3=(-1570) 6938 2x6 RIDE #2 B; BC UNIF LL( 500.0)+DL( 360.0)= 060.0 PLF 0'- 0.0' '.'0 13'- 8.0" V- 7=( 0) 0 16-17=(-2232) 10140 13- 4=(-3476) 800 ?x6 KDDF STAND C BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 13'- 8.0" TO 20'- 8.0" V- 8=(-13464) 3100 17- 9=(-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"OC. UON. 9-10=( 0) 60 15- 5=( -620) 2750 BC. LATERAL SUPPORT <= 12"OC. CON. ADDL: BC CONC LL+DL= 1067.0 LBS @ 4'- 9.0" 5-16=(-4606) 1074 ADDL: BC CONC LL+DL= 3533.0 LBS @ 14'- 8.0" ______________________________==_==== BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -2373/ 10493V -114/ 70H 5.50" 16.79 KDDF ( 625) _____ ___= 20'- 8.0" -1732/ 7603V 0/ OH 5.50" 12.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OVERHANGS: 0.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. *`HANGER BY OTHERS TO APPLY 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. CONC.LOAD(S)EQUALLY TO ALL MEMBERS. ( 2 ) complete trusses required. Caution: Note bearing area requirements. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = 0.133" @ 8'- 10.4" Allowed = 0.987" J'- 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.361" @ 8'- 10.4" Allowed = 1.317" 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 webs, MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.033" @ 20'- 2.5" M0-09-06 MAX HORIZ. TL DEFL = 0.070" @ 20'- 2.5" 'f----'1 3-05 2-06-11 6-09-01 7-11-04 1' 1 1 ' 1' Design conforms to main windforce-resisting 3-05 2-02-09 2-11-04 3-04-08 2-03-10 2-04 3-03-10 system and components and cladding criteria. T T T T T I I T T 12 M-3x4 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x106 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 Q 7.50 load duration factor=1.6, /1 Truss designed for wind loads .40./ M18HS-7x14 M18HS-5x16 in the plane of the truss only. M-3x5 M-3x4 ** For hangar specs. - See approved plans 3 4 i 5 7 T M-2.5x4 or equal at non-structural diagonal inlets. "M-10x10 ON M18HS-7x14 M-3x5 1 2 �- - - T1 Irti A A A `o I B M-5x16 0 /IIll ippr` N I tD t & O"- Hill - lD /`- _ - lD C 1 5 l0 �, I`)I C 11•• 12 13 14 15 16 17 0 M-3x10 M-8x10 0.25" M-3x10 M-8x10 M-1.5x3o MSHS-9x18 M-12x14(S) y y i10f7# y y +3133# y y 3-01-08 2-04-05 y 3-04-08 3-01 3-02-12 2-09 3-01-14 �(���D r n OFcsS 1 20-08 y1-00y �� �NG'N �R /g2 `x' :9782PE 17v- JOB NAME : 5019-B POLYGON - Dl Scale: 0.2669 WARNINGS: GENERAL NOTES, upness otherwise noted: V J 1.Builder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is loran IndWldual �j1_OREGON ON, Truss: D1 end Warnings before construction commences. building component.Appiub#ly of design parameters and proper (�''ll 9,2 � 2.2x4 compression web bracing must be Installed where shown«. Incorporation of component is the responsibility of the binding designer. .,s,y� V� f V ��r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom dohs to W laterally braced at 7 ir- r�Y '1�7 Is the responsibility of the credo,.Additional permanent bredn g of 7 o.c.and et 10 o.c.respectNey unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). P/1 U t r` DATE: 12/8/2015 the overal structure Is the responsibility of the building designer. 3.2x Impact bridging or latent bracing required where shown«« �"1 L.. S E' . : K1580953 4.No bad should be applied to any component until eller al bracing end 4.Msialatbn of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used M a noncorrosive environment. T design hada be applied to any component. and ere for'Ory condition of use. T 1�AN S L�: LINKt 6.Design assumes full bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 5. ompuTnrs het no control over and assumes no responsibility for the nacaswry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December mber V p B.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss.and placed so their center ,2015 TPUW1CA In SCSI,copies of which wig be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of piste In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 10.For basic connedor plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-09-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-10=(-1395) 3725 3-10=( -199) 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: 2x6 KDDF SS LOADING 3- 4=(-4727) 1739 11-12=(-3219) 7831 10- 5=(-3316) 1508 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4016) 1515 12-13=(-2895) 6988 5-11=) -104) 797 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7252) 2881 13-14=(-1852) 4414 11- 6=( -725) 484 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 9.0" V 6- 7=(-7539) 3023 6-12=) -436) 358 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 9.0" V 7- 8=(-5167) 2081 12- 7=( -126) 824 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -54) 55 7-13=(-2265) 1066 TC CONC LL( 250.0)+DL) 70.0)= 320.0 LBS @ 6'- 0.0" 13- 8=( -473) 1834 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1020/ 3034V -69/ 135H 5.50" 4.85 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 35'- 9.0" -1239/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 2: Heel to plate corner = 1.50" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** For hanger specs. - See approved plans MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.401" @ 17'- 6.8" Allowed = 1.742" MAX TL CREEP DEFL = -0.746" @ 17'- 6.8" Allowed = 2.322" MAX HORIZ. LL DEFL = -0.106" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.164" @ 35'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 5-11-11 29-09-05 T T 1' 3-00-04 2-11-07 5-07-08 5-11-09 5-11-09 5-11-09 6-03-01 f f 41320# 1' T f T 1' 12 M-7 x 8(S) 7.50 177 M-4x10 o M-4x8 0.25" M-3x8 M-5x10 M-3x6 4 5 6 ), 7 8 9 M-1.5x3 3 + { o kbh\ A I Agiiihhib' 0,0 rt 0 mmamommommommildWommimmommommilidommimmommmLammemommummommar ck o / 1c 1112 13 **14 o IM-3x10 M-4x12 0.25" 0.25" M-5x6 M-4x12 • M18HS-7x14(5) M18HS-7x14(S) y 5-05-14 y 7-07-04 7-05-08 y 7-05-08 y 7-09 ,t• �'��D P R 0Fets°:/'' Ca,- ,L, y y �ncca. 1---'19, C2 1-00 35-09 <C.i -7 `�' 89782PE c"' JOB NAME : 5019-B POLYGON - El ,,, ..� Scale: 0.2026 WARNINGS: GENERAL NOTES, unless otherwise noted: ', C/' , �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �1 OREGON Q Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper n 2.Deo compression web bracing must be Installed where shown«. incorporation of component Is the responsibility of the building designer, .f1� �1 A{ V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 77 ^} l`� ��, Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by \-‘ ` continuous sheathing such as plywood sheet ing(TC)and/or drywall(BC). n Li L DAT E: 12/8/2015 the overall structure is the responsibility of the building designer. 3.Dr Impact bridging or lateral bradng required where shown*+ / SEQ. : K1580954 4.No load should be applied to any component until after all bracing and 4.Inetallatlon of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina noncorrosive environment. T RAN S I D• LINK design bads be applied to any component, and are for'dry condition'of use. �/ r} r� r� 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. EXPIRES: i i 2/31 016 1 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. 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 December H,2015 TPI,WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311 ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&RTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=1 -21) 141 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=1-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=(-1802) 496 13-14=1-681) 2481 5-12-) 0) 313 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=1-513) 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=1-1940) 509 13- 7=1 -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans IC OND. 2: Design checked for net(-5 psf) uplift. at 24 "oc spacing. J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL - -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-11-11 26-00-10 1-08-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ' i' ,( load duration factor=l.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 1' 1 f ,1 f f i- f in the plane of the truss only. 12 12 7.50 177 Q 7.50 M-5x6(S) M-4X64 M-4x6 M-3x4 0.25" M-3x4 M-3x5 5 67 8 • M-4x9 0 M-1.5x3 • 3 \ + c .1444Np. 0 I M O d. O I A1111111111111111116.. ..A11./V 0 1 11 12 13 14 15 "16 I M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 0 M18HS-3x18(S) M-1.5x3 r y y y y y .P PROF 7-07-07 6-09-02 6-07-06 6-07-06 6-09-02 1-04-07 �� FS y �� NGIN cs . 200015-09 ` ,.\''‘ R02�� ` S'1-00 35-09 � 89782PE 1"-- JOB NAME : 5019-B POLYGON - E2 - Scale: 0.1745 T `^ WARNINGS: GENERAL NOTES, unless otherwise noted: V V) C 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an individual syr `V,e OREGON O� Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper !ice 'v 2.2x4 compression web bracing must be installed where shown.. incorporation of component Is the responsibility of the building designer. „rf� �/y ci G 3.Additional temporary bracing to insure stability during construction 2.Dealgn assumes the top and bottom chords to be laterally braced e! 77 "T lT :J �1. Is the re sponelbllHy of the erector.Addrtlonal permanent bracing of 7 o.c.end et 10'o,c.respectively unless braced throughout their length by '(/ continuous sheathing such as plywood sheathing(TC)and/or drywal)BC), p n 1 f L DATE: 12/8/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•F / U SEQ. : K 15 8 0 9 5 5 4.No load should be applied to any component until ever al bracing and 4.Installation of truss is the responsibility o1 the respect!.contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a nonoorroslve environment, TRANS I D• LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It EXPIRES: 12/31/2016 necessary, fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This dealgn Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center December 8,2015 TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 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 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=( 0) 60 2-11=(-657) 1836 3-11=1 -116) 139 9-15=( -21) 141 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=1-2319) 568 11-12=(-716) 2555 11- 4=1 -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=1-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=1-1802) 496 13-14=1-681) 2481 5-12=1 0) 313 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=1-513) 1721 12- 6=1 -199) 78 BC LATERAL SUPPORT 4= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=1 -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=1-1940) 509 13- 7=1 -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PIF Ground Snow (Pg) 9-10=1 -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=1-1773) 473 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 14B8V 0/ OH 5.50" 2.38 KDDF ( 625) *" For hanger specs. - See approved plans !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" Design conforms to main windforce-resisting 9-11-11 22-00-10 3-08-11 system and components and cladding criteria. 3-11-07 3-09-12 5-03-08 5-03-08 5-03-08 { A 5-03-08 5-03-08 1-06-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I '1' I ,( ,' I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8-00 1-09 Truss designed for wind loads T 'c ,f .' in the plane of the truss only. 12 12 7.50 V' Q 7.50 M-4x6 M-5x6(5) M-4x6 • 4 M-3x4 0.25" M-3x4 M-3x5 fV� \iNssN �� M-9x4 0 w M-1.5x3 3 o I Cr) 0 I 0 a v1 rs. a { - Rr L.' A -! 11 12 13 14 15 `16 I M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 0 M18HS-3x18(S) M-1.5x3 y y ), y ), y cc�arr P R 7-07-07 6-09-02 6-07-06 6-07-06 6-09-02 1-04-07 �```D --()Fes y 20-00 15-09 y �, 'qt.. R IS2 1-00 35-09 89782PE • �c-- JOB NAME : 5019-B POLYGON - E3 ,Ad. •M1+�'' Scale: 0.1745 /`,,..,,, WARNINGS: GENERAL NOTES, voles.otherwise noted-. r•� '-fir OREGON 40 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 7 A ��� Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,i/ 2.2x4 compression web bracing must be Installed where shown•. incorporation of component Is the responsibility of the building designer. .,[}� ,q Y ,�5 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to De laterally braced et T is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their lengthby41( continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p A 1 't r` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•. J l� SEQ.: K 15 8 0 9 5 6 4.No load should be applied to any component until atter all bracing and 4,Installation of truss Is the responsibility of the respective contractor, fasteners am complete and et no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component. and are for"dry contllt on"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: 12/31/2016 ne ceseary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December be r V p 20 1 5 6.This design Is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPIMRCA In BCSI,copies of which Mil be furnished upon request. lines coincide with Jcin'center lines. 9.Digits Indicate size of plata in Inches. MiTek USA,Inc.JCompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2349) 517 1- 9=(-506) 1918 9- 2=( 0) 226 12- 7=( -8) 513 BC: 2x4 i<DDF #16BTR SPACED 24.0" O.C. 2- 3=(-1944) 517 9-10=(-507) 1916 2-10=(-361) 184 7-13=(-1624) 405 WEBS: 2x4 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=(-450) 136 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1169) 406 I2-13=(-248) 903 4-11=( -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1433) 428 11- 5=( 0) 383 TOTAL LOAD = 42.0 PSF 7- 8=( -83) 93 5-12=(-852) 236 6-12=( -91) 469 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 POE Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -196/ 1508V -159/ 210H 5.50" 2.41 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" -190/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) " For hanger specs. - See approved plans !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.072" @ 35'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 11-11-11 16-00-10 7-08-11 T T T T 6-02-15 5-08-12 5-03-06 5-05-14 5-03-06 3-11-09 3-09-02 1' T T T ' ' T T 12 12 7.50 M-4x6 M-3x4 M-3x4 M 9x6 Q 7.50 3 4 5 ev w :-3x5 + M-3x4 + + M-1.5x3 e • -", 0 1 o o • I 4 b $- soar Ie►Y ... r1 0 1-, 9 10 ,r ,-1 12 .*13 -,, of M-3x5 M-1 5x3 M-3x8 0.25 M-3x8 M-3x5 M-5x6(5) (L� ,D PR0F�S y y y y * ), �\ GINS wo 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 �` �� jp 2 35-09 89782PE ter' JOB NAME : 5019-B POLYGON - E4 ,_,41< `+11111P' • . Scale: 0.1778 WARNINGS: GENERAL NOTES, unless otherwise noted. 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 C y J a OREGON �'.. Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper '> �y 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component is the responsibility of the building designer. q R y ,�5 V (}+ 3.Additional temporary bracing to Insure stability during construction 2 Deagn assumes the top and bottom chords to t»laterally braced el �� �G` Is the responsibility of the erector,Additional permanent bracing of 2'sc.and at 10'e.c.respectively unless braced throughout their length by �` V continuous sheathing such es plywood sheathing(TC)and/or drywetl(BC). p/�I 't DATE: 12/8/2015 the overall structure Is the responsibility of the budding designer. 3.2x Impact bridging or tater.)bracing required where shown•• / J L. SEQ. : K 15 8 0 9 5 7 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes tosses are to be used In s noncorrosive environment. T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 8.Design assumes full bearing at ed supporta shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. labncation,handling.shipment and Installation of components. T.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 TPIMTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L(-E to.For basic connector plate design values see ESR-1311.ESR-1989(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=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 #16BTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 WEBS: 2x4 KDDF STAND 3- 4=) 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 LOADING 3- 5=(-1572) 581 13-14=(-484) 1682 12- 5=) -458) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 476 13- 6=( 0) 397 TOTAL LOAD = 42.0 PSF 7- 8=) 0) 0 6-14=) -860) 269 __= 8- 9=(-1433) 518 8-14=( -83) 478 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 14- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 499 = BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" ' MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 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,SCDL=6.0, ASCE 7-10, .1'7-- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 Truss designed for wind loads 1' T i T T T T T T T in the plane of the truss only. ` 12-00 7-09 "1 1' 4 7 1/ / 12 M-4x6 M-4x6 12 M-5 X4 M-36X4 Q 7.50 7.50 1:77 3 y w w :-3x5 M-3x4 • ,, 4-, \/ M-1.5x3 0 1 0 �0 0 0 1 . �. * ►.,.i •M new r• rl I CD 1** 11 12 ,1a3 14 **15 of M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 y y y M-5x6(S) y y '�,��0 PR OF6-„ y 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 r.`S .,GIN E.'4 /CZ 35-09 l- :9782PE pr" JOB NAME : 5019-B POLYGON - E5 -sir Scale: 0.1778 WARNINGS: GENERAL NOTES, unless otherwise noted: y C,/ [] ON 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 1' �� (is)0 R E G 7 Truss: E5 and Warnings before construction commences. building component Applicability of design parameters and proper // 2.2x4 compression web bracing mud be installed where shown.. Incorporstlon of compo Hent la the responslbAtty of the bustling designer. 1,c, Alpi y .e5 , ,'+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et 7 "'f �� is the responsibility of the erector.Addttenal permanent bracing of 7 o.c.end et 10'c.c.raapedivelp unless braced throughout their length by continuous sheathing:;cacti as plywood sheathing(TC)and/or drywall(BC). p/)U t +� DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or iate.al bracing required where shown*... AUL SEQ.: K 15 8 0 9 5 8 4.No bad should be applied to any component unlit after all bracing and 4.Installation of truss:a the:eaponsibiNty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry corditian'of use. 5.CompuTrns 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 necessa, fabrication,handling,shipment and Installation of components. 7.Design assumes aaeouate drainage Is provided. December 8 201 5 6.The design is furnished subject to the limitations set forth by 8.Plates shall be loo_e,on both faces of truss,and placed so their center , TPI WTCA in SCSI,copes of which MN be furnished upon request. lines coincide with 1-I t center lines. 9.Digits MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic 1a e descate size of?late in ign connector a sign 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 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x9 ROOF 516BTR SPACED 29.0" O.C. 2- 3=1-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 WEBS: 2x4 KDDF STAND 3- 9=( 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 LOADING 3- 5=(-1572) 581 13-14=(-984) 1682 12- 5=) -458) 14B 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 POE 7- 8=1 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 POE. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) M-1.5x9 or equal at non-structural 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) vertical members (uon). •• For hanger specs. - See approved plans '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 HOAR. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting 15-11-11 8-00-10 11-08-11 system and components and cladding criteria. '1 f. T T 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-1o, .' 1. 1' 1 f .( ' 1' of f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12-00 7-09 Truss designed for wind loads M-4x4 M 4x4 ' 1' in the plane of the truss only. 12 11112 7.50 4 i Q 7.50 M-4x6 1 Lo M-4x6 3 M-3x9 l M-3x4 N 5 6 w s M-3x5 • M-3x4 f +• + NO- \/ M-1.5x3 0 I 0 leo 0 o I 0 1" 11 12 ,�3 19 "15 of M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 • M-5x 6(S) C�cp P R Q,t 0 y y 01 ,l 01 cON- GINE C `g> 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 �r\ '�N F,9 �' y y 35-09 :9782PE ��" JOB NAME : 5019-B POLYGON - E6 " ,,,,,,,if Scale: 0.1778 r AIN WARNINGS: GENERAL NOTES, unless otherwise noted I (/ /^� ►�I 1.Budder 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 •�� •RE CO N . ` Truss: E6 and Wamings before construction commences. budding component.Applicability of design parameters and proper //� A Q" 2.2x4 compression web bracing must be installed where shorn a- incorporation of component Is the responsibility of the budding designer. �� �J4 r V Q' 3.Adddlonal temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to W laterally braced at J ��j` Is the responsibility of the erector.Additional permanent bracing of 7 o.c,and at 10'o.c.respectively unless braced throughout their length by tr „\',"4 V continuous sheathing such es plywood aheething(TC)and/or drywed(BC). PAUL T' DATE: 12/8/2015 the overall structure Is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown•a SEQ. : K 15 8 0 9 5 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D• LINK design bads be applied to any component. end ars for"dry condition"of use. 5.CompuTnts hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication.handling.shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 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 December 8,2015 TPIANTCA In SCSI.copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z to.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 ?SF 4- 7=(-1776) 898 14-15=(-409) 903 4-13=( -100) 136 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 ?SF 6- 8=( 0) 0 13- 7=( -24) 433 TOTAL LOAD = 42.0 PSF 7- 8=(-1188) 620 7-14=( -860) 450 ___= 8- 9=(-1433) 692 8-14=( -156) 480 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 95 14- 9=( -119) 508 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 692 '- - ===__= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -398/ 1508V -161/ 213H 5.50" 2.41 KDDF ( 625) M-1.5x4 or equal at non-structural 35'- 9.0" -438/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) vertical members (uon). r "" 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 = 0.106" @ 12'- 0.0" Allowed = 1.742" MAX TL CREEP DEFL = -0.185" @ 17'- 3.1" Allowed = 2.322" 0-08-10 0-08-10 MAX HORIZ. LL DEFL = -0.048" @ 35'- 5.5" 'r'� MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" f-f17-11-11 4-00-10 13-08-11 4' T I 1' Design conforms to main windforce-resisting 6-11-09 11-00-02 10-00-05 7-09 system and components and cladding criteria. 6-02-15 4' 5-06-04 5-05-14 4' 4-00-10 5-05-14 4' 3-09-02 3-09-02 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 1' 1' 4' 1I I 4 1' f f 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12-00 7-09 load duration factor=1.6, f f 5 6 1 f Truss designed for wind loads in the plane of the truss only. 12 12 7.50 Q 7.50 M-4x63 M-3x4 M-3x4 11M4x6 9 7,41111111 111111116. M-3x5(5) M-3x5 M-3x4 M-1.5x3 o ', a 0 o o ,. i(, ern o 1"" 11 123 14 "15 of M-3x5 M-1.5x3 M-3x8 0.25" M-3x8 M-3x5 PRM-5x6(5) ��VD OFes ,.•‘.,\GI NEk. (- 53,y y y y y y '� 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 c y y kr �35-09 4 :9782PE T- JOB NAME : 5019-B POLYGON - E7 " ,,,;r►' Scale: 0.1653 , air WARNINGS: GENERAL NOTES, unless otherwise noted: C., J'"� 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual 174/&*R EGO N �''` Truss: E7 and Warnings before construction commences. building component.Applicability of design parameters and proper (� 2.2x4 compression web bracing mud be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 1/9, T� /F E I+' �` 3.Additional temporary biting to Insure stability during construction 2 Dasipn mums the top and bottom chards to be leteraly braced al 77 'l Y ',J ��j. Is the responsibility of the enactor.Additional permanent bracing of o o.e.and et ea10'o.c.retch ply unless b athleeced throughout their el)B by v continuous sheathing such as plywood sheething(TC)and/or drywal(BC). p/�1 '1 �ir � DATE: 12/8/2015 the overall structure Is the responsibility of the bulldog designer. 3.2x Impact bridging or Aiwa!bracing required where shown•+ r 1 j L. SEQ.: K1580960 4.No bad should be applied to any component until after al bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, T RAN S I D• LINK design bads be spplied to any component. and are for"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility ler the 8.Design assumes lull bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December p 8.This design is furnished subject to the limitations set forth by 8.Plates shall be locatec on both faces of tens,and placed so their center ,201 5 TP WYICA In SCSI,copies of which will be furnished upon request. lines coincide with joint tenter lines. M iTek USA.Inc./CompuTrus Software 7.6.6(1 L)-E 10. Sop basc connecate ctore of plata a inches.values plate design vaWea ase ESR-1311,ESR-19813(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF Ol&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-12=(-2996) 7974 12- 3=( -856) 2506 17- 8=) -68) 410 2x4 KDDF #1&BTR Tl 2- 3=( -9520) 3430 12-13=(-2676) 7082 3-13=(-1056) 428 8-18=(-1088) 664 SC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7016) 2662 13-14=(-3808) 9418 13- 4-( -986) 2792 18- 9-) -608) 1884 WEBS: 2x4 KDDF STAND; LL= 25 PSF Ground Snow (Pg) 4- 5=( -5936) 2290 14-16=(-4880) 11904 13- 5 (-4142) 1790 9-19=(-2924) 1364 2x4 KDDF #1&BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=) -9596) 3840 15-17=( -334) 816 5-14=( -530) 1646 19-10=( -802) 2592 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 42'- 0.0" V 6- 7=(-11768) 4796 17-18=(-4378) 10522 14- 6=(-2778) 1236 10-20=)-5980) 2524 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 42'- 0.0" V 7- 8=(-10878) 4438 18-19=(-3598) 8582 6-16=( -276) 994 20-11=( -332) 238 BC LATERAL SUPPORT 6= 12"OC. UON. 8- 9=) -9990) 4058 19-20=(-2186) 5128 15-16=( 0) 120 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10-) -6398) 2588 16- 7=( -394) 952 ____________________________ 10-11=( -50) 54 16-17=(-4166) 10190 NOTE: 2x4 BRACING AT 24"OC VON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-17=(-1198) 726 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ________........____________________= BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1243/ 3576V -70/ 135H 5.50" 5.72 KDDF ( 625) 42'- 0.0" -1454/ 3533V 0/ OH 5.50" 5.65 KDDF ( 625) •• For hanger specs. - See approved plans ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN -,,- nails staggered: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 1 row(s) throughout 2x4 webs.9" oc inXX2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.463" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.861" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.138" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.214" @ 41'- 8.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 36-00-05 load duration factor-1.6, End vertical(s) are exposed to wind, f f f Truss designed for wind loads 2-09 3-02-1 -06 4-03-15 5-01-04 5-10-07 5-06-15 5-06-15 5-10-07 in the plane of the truss only. T T f f T T T T f 12 7.50 F77 M-7x8(S) M-5x6 M-3x8 M-3x5 M-3x4 0.25" M-3x5 M-3x10 M-1.5x3 4 5 6 7f, 8 9 10 11 M-3x63 +/% _Ail • o M-3x8 �'� .� \V /\ 0 o •I P '3.I 13 14 N 6 "'�� IIP - _ -in M-6x8 M-3x10 M-3x5 0 15 17 18 19 ..20 1 a M- 1.5x3 M-7x18 0.25" M-3x5 M-3x10 2X WEDGE M-7x10 M-7x8(S) W/(2) M-2.5X4 TYP. d3.75 �cO P R QFp r,12 C LYS y86 yy y CO' 6C. NG'`N ` / ` �05-0 -00-04-05-11 4-02-03 5-01-04 7-07 7-05-04 7-08-12 � 0�y y y � -57_, '1-y05-08 11-06-08 28-00 �" 89782PE v 42-00 JOB NAME : 5019-B POLYGON - F1am Scale: 1/8" 40 WARNINGS: GENERAL NOTES, unless otherwise noted: ,�f_ 7/r-OREGON 99 1.Builder and erection contractor eheuld be advised of all General Notes 1.This design N based only upon Be parameters shown and Is for an Individual i7.11 (/GA G Truss: Fl and Wamlngs before construction commences. building component.Applicability of design parameters and proper ! 'l J G 2.Be compression web brsdng must be Insialed where shown+. incorporation of component b the responsibility of the building designer. V 3.Additional tsmporsry bracing to Irwin stability during construction 2.Design assumes the top and bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bndng of 7 o.e.and at 10'cc.respectively uNess braced throughout their length by PPA UL ` ng ply sheat DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 2s Imp Gus ridging or such as acing re aired where'and/or drywal(BC). 3.2x Impact bridging or letsrsl bracing required where shown.+ SEQ.: K 15 8 0 9 61 4.No bad should be applied to any component untl eMr all bredng end 4.Instigation of truss Is the responsibility of the respective adrador. fasteners are complete and at no time should any b 5.ads greater than Design assumes true..ere to be used Ina noncorrosive environment and are for"dry condition"of use. EXPIRES: 12/31/2016 design beds be applied to any amporront, T RAN S I D: LINK 8.Design ammo'full barring at cog supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the n.oe.ary, December 8,201 5 fabrication.handling.shipment and Installation of components. d. 6.This design M furnished subject to the limitations set forth 7.Design hallassbe ed on bothdthlfage to rar by 8.Plates shall be located on hoe of truss,and placed so trek anter TP WVFCA In BCSI,copies of which will be furnished upon request. Ines coincide with joint center Imes. 9.Diggs Indlate sire of plate In Indros. MITek USA,Inc./CompuTrus Software+7.6.6-SP1(114-E 10.For basic connector plate design values see 556-1311.ESR-1980(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2278) 499 1- 8=(-447) 2006 2- 8=(-303) 246 6-11=(-1611) 404 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2046) 506 8- 9=(-295) 1618 8- 3=( -65) 577 11- 7=( -54) 55 WEBS: 2x4 KDDF STAND 3- 4=(-1346) 451 9-10=(-238) 1215 3- 9-(-759) 300 LOADING 4- 5=(-1360) 448 10-11=(-215) 762 9- 4=(-284) 1027 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1406) 366 9- 5=(-330) 228 BC LATERAL SUPPORT <= 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 ROOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -231/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.088" @ 13'- 3.6" Allowed = 1.742" MAX TL CREEP DEFL = -0.171" @ 10'- 2.6" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.041" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.065" @ 35'- 5.5" 20-00 15-09 f 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. 1' 1' 1' 1' 1' T f Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 M-4x6 '''',17 50 load duration factor=1.6, Truss designed for wind loads 4.0" in the plane of the truss only. 4 •("( at\ M-5x6(5) 0.25" 07 M-3x9 3 5 >15x314x4 I 41/Alik, o ItillilliktiA\ M-1.5x3 c 0 0 M e • P11J -/ 1**M-3x5 M-3x4 0.25" M-3x *71 4 M-3x4 I o M-5x8(5) ria0) PR()Fe, y y y y yANG i N '&'� 5/22 y 10-02-10 9-09-06 9-09-06 5-11-10 y 35-09 4,c- 8'782 P E mac'" JOB NAME : 5019-B POLYGON - E8 ' Scale: 0.1653 3• WARNINGS: GENERAL NOTES, unless otherwise noted: (,.o /� /1) 1.Builder and eredlen contractor should be advised of a1 General Notes 1.This deign is based only upon the parameters shown and h for an Individual iy �j/,OR EG V N O�v s�„" Truss: E8 end Wamings before construction commences. building component.Applicability of design parameters and proper -,(�► -lam/ ry ��(_ 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the binding designer. ..A� (//►s.,, V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to W laterally braced at 77 ^I/Y '` is the responsibility of the erector.Additional permanent bracing of n o.c.and at 10'o.c.reunh as sly unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)andfor drywal(BC). p/�t i t �` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.Dr Impact bridging or lateral bracing required where shown++ / tl J L. SEQ.: K 15 8 0 9 6 2 4.No load should be applied to any component until alter all bracing and 4.Installation of tens is the responsibility of the respective contractor. fasteners are complete and al no Cline should any loads greater than 5.Deign assumes trusses are to be used In a noncorrosive environment. deign bads be applied to any component and are for"dry condition"of use. TRANS I D: LINK 6.Design assumes full bearing at al supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2016 fabrication,handling.shipment and installetion of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished sub(ect to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center December 8,2015 TPWVTCA in BCSI,copies of which will be furnished upon request. Anes coincide with Joint canter lines. 9.Digits Indicate MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E to.FForrbaelconnector plate plata In Inches. plate design values see ESR-1311.ESR-1986(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 #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-14=( -695) 3765 3-19=) -231) 315 12-20=(-2031) 8907 2x6 ROOF #16BTR T3 SPACED 24.0" 0.C. 2- 3=( -9614) 849 14-15=) -546) 3540 14- 9=) -194) 417 BC: 2x6 KDDF #16BTR; 3- 4=( -4404) 869 15-16=( -615) 9047 4-15=( -498) 393 2x10 KDDF #16BTR B3 LOADING 4- 5=) -3939) 873 16-17=( -615) 9047 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 = 92.0 PSF 7- 9=) -4389) 1038 19-20=)-3255) 14931 7-17=) -339) 888 TC LATERAL SUPPORT 4= 12"OC. UON. 8- 9=( 0) 0 20-13=(-3498) 16005 9-17=) -959) 2364 BC LATERAL SUPPORT 4= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=) -5265) 1173 17-10=(-3723) 927 ADDL. BC CONC LL+DL=10493.0 LBS @ 42'- 1.5" 10-11=( -8313) 1800 10-18=) -900) 4176 _______ _____= 11-12=(-11709) 2597 18-11=(-4695) 1113 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12-13=(-19137) 4221 11-19=(-1278) 5541 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 19-12=(-6885) 1659 ________ _________= THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -542/ 2908V -248/ 255H 5.50" 4.65 KDDF ( 625) ( 3 ) complete trusses required. 96'- 3.0" -2551/ 11586V 0/ OH 5.50" 18.59 KDDF ( 625) Join together 3 ply with 3"x.131 DIA GUN JT 13: Heel to plate corner = 1.50" nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift et 24 "oc spacing. 'i' 9" oc in 3 row(s) throughout 2x10 bottom chords, **HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY 9" oc in 1 row(s) throe hoot 2x4 webs, TO AL MEMBERS.PROJECT ENGINEER TO REVIEW AND INSURE wg VERTICAL DEFLECTION LIMITS: LL=0/240, ll=w/180 :I"►� 9" of 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. 1 r1 MAX TL CREEP DEFL = -0.000" @ -1'- 0.0" Allowed = 0.133" 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 TDesign conforms to main windforce-resisting 5-05-12 0-10- T 01 5-07-13 6-00-15 2-11-09 system and components and cladding criteria. 6-02-02 f f4-11-12 5-07-13 f 0-10101 3100-1c--- -06-04 Wind: 140 mph, h-24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f .c ,(f j' f-f f ,1' . ,1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 17-00 17-00 load duration factor=1.6, Truss designed for wind loads '( 1. f f in the plane of the truss only. 12 M-4x6 6 M-3x8 B M-4x6 12 7.50 [7 M-5x6(5) s,, 7Q 'KS 7.50 0.25" 4 M-3x6M-5x8(5) u,p ..,..__ , .iii40LA L. 0.25" M-1.5x3 4b; 3 44, of M-3x4 M-3x4 01525" M-11x3 M-Yx8 0.20 - M?-4x10 0l 0 0 M-7x8(S) M-12x14(S) M-4x6 Gc8,�`4 PROFks ), y y ), y y y M 16493#y c\�' [,%.- ` ,9 tSjiv y y 8-11 7-06-14 6-07-10 6-07-10 6-00-153-02-W900-143.01-0 ytV 1-00 96-03 �' =9782PE r JOB NAME : 5019-B POLYGON - FIGIRD i,r . Scale: 0.0881 Air ON WARNINGS: GENERAL NOTES, edeas otherwise noted: V I.Bober and eredhn contractor should be advised of al General Notes 1.This design la based only upon the parameters shown and Is for an individual �� 0-E G O N O Truss: F 1 G I RD and Warnings before construction commences. building component.Applicability of design parameter'and proper 15, .72 Nr 2.2a4 compression web bradng must be Installed where shown•. incorporation of component Is flys rsaponsibHty of the building designer. 11,9 ��ay A C 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom drords to beroughliterally braced al !!!��_ J t'_ Is the responsibility of the erector.Additional permanent bracing of c o.c.and at 10'o.e.respectively carless braced throughout thele length by /`'' �`,<„,<Z'V continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 12/8/2015 the overall structure Is the responsibility of IM buldkp designer. 3.2a Impad bridging or lateral bracing required where shown a+ U SEQ.: K 15 8 0 9 6 3 4.No had should be appled to any component untl efer all bradrp and 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 essunree trusses sr*to be used In a noncorrosive environment, TRANS I D: LINK design bads be applled to any component. and are for"dry condition'of use. 5.CompuTrua has no control over and assumes no responsibility for the8.Design assumes hill bearing al a1 support shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication.handling,shipment and Instal aeon of components. 7.Design assumes adequate drainage h provided. 8.This design is furnished subject to Me lmhatbns set forth by 8.Plates shall be located on both faces of truss,and placed so their center December 8,2015 TPIAHTCA In BCSI.copies of which coil be furnished upon request. Ines coincide with John center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./Compulrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988 Wel) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4068) 888 1-5=(-764) 3262 5-2=) -380) 1796 4-7=(-2324) 532 BC: 2x6 KDDF #1&BTR 2-3=(-2506) 578 5-6=(-752) 3200 2-6=(-1330) 334 WEBS: 2x9 KDDF STAND LOADING 3-4=(-2108) 510 6-7=( -48) 102 6-3=( -234) 1040 LL = 25 PSF Ground Snow (Pg) 6-4=( -668) 2986 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -815/ 3691V -64/ 128H 5.50" 5.91 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 0.0" -767/ 3443V 0/ OH 5.50" 5.51 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 -A,- Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.019" @ 3'- 1.0" Allowed = 0.404" nails staggered at: MAX TL CREEP DEFL= -0.038" @ 3'- 1.0" Allowed = 0.539" 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.004" @ 8'- 10.3" 9" oc in 1 rows) throughout 214 webs. MAX HORIZ. TL DEFL = 0.007" @ 8'- 10.3" 5-11-11 3-00-05 ** For hanger specs. -''see approved plans l' l' Design conforms to main windforce-resisting 3-02-13 2-06-06 3-02-13 system and components and cladding criteria. 1' ' 1' '1 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 p M-4x6 load duration factor=l.6, 3 =-_M-4x4 Truss designed for wind loads in the plane of the truss only. M-3x5II Mil 2 CO oI al 0 rh k_o illIr Cilia 111 I 1 r 5 6 •. 7 o M-5x10 M-3x6 M-6x8 M-3x8 y y ,I y 3-01-01 2-06-06 3-04-09 9-00 y '<<' 9-00 P R Q •ass eaGINEe `z' 9782 P E �<' JOB NAME : 5019-B POLYGON - EGIRD . -■" Scale: 0.4311 / 40 WARNINGS: GENERAL NOTES, unless otherwise noted. , („i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shovel and Is for en Individual �j�-OREGON O. Truss: EGIRD and Warnings before construction commences, building component.Applicability of design parameters and proper (// (ry 2,2x4 compression web bradng must be Installed where shown t. Incorporation of component Is the responsibility of the building designer. -'94.., L/^tly V '� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chards to be laterally braced el 'l 1 % ;% 4 the responsibility of the erector.Additional permanent bradng of 'Inc.and at 10'o.c.respectively unless braced throughout their length by ` continuous sheathing such as plywood sheething(TC)andfor drywaN(BC). /r l !`�u 1 1 L DATE: 12/8/2015 the overall structure 4 the responsibility of the building designer. 3.Dr Impact Pidgin or lateral bradng required where shown.,r SEQ.: K1580964 4.No load should be applied to any component until after all bradng and 4.InstaNatlon of truss is the responsibility of the respective contractor. fasteners are complete end et no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December p 8,2015 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI WTCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1828) 3516 12- 3=1 -153) 600 17- 8=( 0) 282 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-4339) 1862 12-13=(-1375) 2769 12- 4=( -505) 772 8-18=(-1340) 416 BC: 2x4 HOOF #1&BTR 3- 4=(-3911) 1774 13-15=(-1565) 3953 4-13=1 -264) 326 18- 9=( -143) 889 WEBS: 2x4 KDDF STAND; LOADING 4- 5=1-3016) 1226 14-16=) -64) 165 13- 5=( -409) 1200 9-19=1-2522) 958 2x4 KDDF #1&BTR A; LL( 25.01+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 HOOF #2 B DL ON BOTTOM CHORD= 10 0 PSF 6- 7=1-3946) 1524 17-18=(-1368) 3664 6-15=1 -52) 499 19-11=) -725) 1602 TOTAL LOAD= 42.0 PSF 7- 8=(-3870) 1424 18-19=1-1023) 2490 14-15=1 0) 72 11-20=1-1802) 843 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=1-2546) 999 19-20=1 -69) 78 15- 7=1 -116) 100 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=) -387) 227 15-16=(-1412) 3747 10-11=) -437) 230 7-16=1 -452) 311 ______ ..........___ _____ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=1 -105) 245 NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ____...______ ____ -______= BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 42'- 0.0" -211/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL= -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-11-11 32-03-10 1-08-11 Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 12-07-11 19-07-10 1-09 S-07-0C-05-052-11-02f 6-00-05 5-01-04 7-03-13 7-03-13 6-06-07 1f 08-111 Wind: 140 mph, h=21.7ft, TCDL=4.2,8CDL=6.0, ASCE 7-10, - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 7.501:-.27 Truss designed for wind loads M-5x6(S) 7.50in the plane of the truss only. M-9x6 DM-4x4 M-3x9 M-3x8 M-3x8 M-4x6 5 6 7 B 9 M-7x8 M-3x4 ` T2 ,, _ ID ,y. 'P 9 M-1.5x3 + + + + o 3 B r•-) ,o / co 1 1 i'�+ 12 13t, 15 _ illlli �J+* .../ M-3X10 ' 14 16 17 18 19 20 1 M-5x10 o M-1.5x3 M18HS-3x18 0.25" M-3x5 ..M-8x8 o 2X WEDGE M-5x10 M-1"5x3 W/(2) M-2.5X4 TYP. 123.75 M-5x6(S) ��t © PRQp 112 1 1 1 1 1 1 1 1 ' • .`G,I N C 1 l y 05-0 8 5-00-06 6-07-14 1 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 e\N ,`� 19 ©2 1-09-05-08 11-06-08 28-00 1 1 Lt- :9782PE C' 42-00 • JOB NAME : 5019-B POLYGON - F2 ""� AillScale: 0.1487 ~ v WARNINGS: GENERAL NOTES, unless otherr4ae noted: I.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end la for en indivdual1 /j1 (}l T r u s S: F2 and Mill ■before construction commences. building component.Appllabillty of design parameters and proper ^! 1. 2.2x4 compression web bracing must be Installed where shown«. incorporation of component b the reeponsibtlty of the building designer. y A5 ��(/ 3.Addllonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .-A U L (�` Is tate rotponsibilty of the ardor.Additlenal permanent bncirg of 7 o.c.and at Ill o.c.respedMey unless braced throughout Meir length by /"' `i DATE: 12/8/2015 the ovenl structure is the responsibility of the building deelgner. 23, Impact 4dpingsheathor such t b drag re airedsheathere s and/or drywel(8C). 3.2x Impact bridging or Miert bracing required where shown«« SEQ.: Ki5 8 0 9 6 5 4.No bed should be epplled to any component until after al bracing and 4.Installation of truss la the responsibility of the respective connector. fasteners are non-corrosive nm complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a norrosive enviroent, end ere bar"dry condition"of use. EXPIRES: 12/31/2016 TRANS T I D: LINK design bade be applied to any component. 5.CompuTrus has no centro)over and assumes no responsibility for the 6.Design assume.NII bearing at a1 supports shown.Shim or wedge it necessary. December 8,2015 fabrication,handling,shipment and Inatalletbn of components. 7.Design assumes adequate dnlnape Is provided. e,This design Is furnished subject to the limitations set forth by ft Plates shat be located on both faces of truss,and placed so their center TPWVTCA In SCSI,copies of which Mg be furnished upon request. Ines coincide With joint canter lines. MiTek USA Ina/Com Trus Software+7.6.6 SP1(1L E S.ForDigb sicicon size of plate aIinches.values� 70.For basic connector plate design ase ESR-1311,ESR•1 pB8(Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-14=(-1912) 3516 14- 3=( -186) 600 20-10=) -171) 889 2x6 KDDF W{l&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 H16BTR 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 KDDF N1&BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-19=(-1414) 3664 15- 7=(-1663) 568 13-22=(-1802) 776 2x6 KDIF 92 B DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2542) 1232 19-20=(-1414) 3664 7-17=) -34) 499 TOTAL LOAD= 92..0 PSF 7- 8=(-3946) 1675 20-21=(-1014) 2490 16-17=) 0) 72 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-3870) 1511 21-22=) -67) 79 17- 8=) -198) 141 BC LATERAL SUPPORT (= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=(-2546) 1006 17-18=)-1496) 3747 10-12=( -387) 262 8-18=( -452) 347 ----_____= ____= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 0 18- 9-) -153) 245 NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=) -437) 265 19- 9=) 0) 282 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-20=)-1340) 466 ___________= BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -315/ 1891V -99/ 182H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -286/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 = 0.333" @ 19'- 1.3" Allowed = 2.059" 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 f f f .1 not exceed 19% at time of manufacture. 9-11-11 10-07-11 19-07-10 1-09 ,( Design conforms to main windforce-resisting 2-05-05( 2-04-01 5-01-04 7-03-13 2-04-01 system and components and cladding criteria. 2-07-04 -07-0( ''4-00-05 T 1' 7-03-13 ' ' 4-06-07 T 144-10 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I T T 1' 1 1 T '( T T f---f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 7.50 7.50 End vertical(s) are exposed to wind, M-5x6(5) 1 Truss designed for wind loads •M-4x6 =M-4x4 M-3x4 M-3x8 M-3x8 M-9x6 in the plane of the truss only. 5 7 8 5 10 2....14-8X8 1'L _ Ell '1'� v I3 M-3x4 --,r M-1.5x3 + + + o 1 3/ $ m M-3x8 � co A o ?. " 4 15J r 1.0, __. 11... �a M-5x10 M-3x10 0 16 18 , 20 a 21 22 of of M-1.5x3 M18HS-3x18 0.25 M-3x5 =M-8x8 2X WEDGE M-5x10 M-5x6(5) M-1.5x3 ��Ep PR()FeS d 3.75 W/(2) M-2.5X4 TYP. 12 y l y y y y y y l CO ' G i N W 2-05-08 5-00-06 6-07-14 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 �(� .,`�' �JQ 1;.... .1. y )' y ,y y i-05-08 11-06-08 28-00 y �' 89782PE �" 1-00 42-00 • JOB NAME: 5019-B POLYGON - F3 'i / --- Scale: 0.1317 , / 40 WARNINGS: GENERAL NOTES, uHeas otherwise noted: /f 7i//REGON�O� 1.Builder and erection contrextor should be advised of all General Notes 1.This design Is based only upon the parameters shown and h for an Indfvldusl .1719(f Truss: F3 and Wamings before construction commences. building component.App icability of design perimeters and properIfiy -15 !' 2.2x4 compression web bracing must be installed where shown«. incorporation of component le Its responsibility of the building designer, f� �,1'�/ 3,Additional temporary brechq to Insure stability during construcllon 2.Design assumes the lop and bottom cholla t be laterally braced at r, h`U L Q`v Is the raeponsidlMy of IM erector.Additional permanent bracing of 7 o.c,and at 10'o.c.respectfvety unless braced throughout their length by l"H continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shown«« SEQ.: K1580966 4.No bad should be applied to any component until after ail bradng and 4.Installation of truss Is the responsibility of the respective contractor. r�/r�.A tory �r fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, EXPIRES: G/r7 1/GO V TRANS ID: LINK design bade 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 at all supporta shown.Shim or wedge If necessary. December 8,2015 fabrication,hendilng,shipment and Installation of components. 7.Design assumes adequate drsinega Is provided. 8.This desIgn Is furnished subject la the IlmItatbns set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA In SCSI,copies of which wtil be furnished upon request. Anes coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software+7.6.6-SP1(1L)-E 10.For basic connector plate design 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 61&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1626) 3680 13- 3=(-460) 1175 8-19=( -432) 234 BC: 2x4 KDDF ftl&BTR SPACED 24.0" O.C. 2- 3=(-4490) 1788 13-14=(-1461) 3282 3-14=(-765) 414 19- 9=( -138) 659 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1206 14-15=(-1063) 2532 14- 4=( -34) 313 9-20=(-1130) 427 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1106 15-17=) -845) 2395 4-15=(-498) 375 10-20=( -247) 612 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2140) 1019 16-18=( -32) 92 15- 5=(-408) 1120 20-11=( -30) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.1 PSF 6- 7=(-2397) 1090 18-19=( -798) 2417 15- 6=(-755) 272 11-21=(-1938) 743 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2478) 1072 19-20=( -676) 2080 6-17=(-102) 504 21-12=( -110) 126 8- 9=(-2275) 968 20-21-( -432) 1080 16-17=( 0) 74 __________ _ ___----= LL = 25 PSF Ground Snow (Pg) 9-10=(-1422) 721 17- 7=(-262) 82 NCTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-1732) 764 17-18=(-806) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -83) 102 7-18=(-232) 219 ______--------------=----__--- ----_= LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18- 8=( -46) 112 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -271/ 1889V -165/ 222H 5.50" 3.02 KDDF ( 625) "' For hanger specs. - See approved plans 42'- 0.0" -223/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL= 0.198" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.109" 9 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" , 11-11-11 22-03-10 7-08-11 NOTE:Design assumes moisture content does not exceed 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 'l' '' '1' 1' '1' T 1' T 1' 1' 1' system and components and cladding criteria. 12 12 M-5x6(S) M-4x6 Q 7,50 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 M-3x4 M-3x4 0.25" M-3x4 6 7 f, 8 9 0 load duration factor=1.6, _ , End vertical(s) are exposed to wind, /\ Truss designed for wind loads M-3x9 M-3x6 in the plane of the truss only. 4 / 1 + M-1.5x3 M-3x6 / -1 3 cr. O o M-3x8 4� ���.pa A o 4., i.e.= �. 13 14 15 r 17 mn 4r -!'M oM-5x8 M-3x9 M-3xB o 16 le >y 20 "21 0 o M-1.5x3 M-6x8 0.25 M-3x8 =M-4x4 123.75 2X WEDGE M-5x8 M-5x6(s) � ,t�cO PRoFES 12 W/(2)) M-2.5X4 TYP. y y y y y y y �.`G I N R � \� v r 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 , �A y 2-05-08 11-06-08 28-00 y ; / "9782PE ��, 1-00 42-00 • • JOB NAME: 5019-B POLYGON - F4 Aillf J Scale: 0.1538 C., WARNINGS: GENERAL NOTES, uniessotherwisenoted: 7 =V4 •REGON{{{���a� I.Bolder and erection conindor should be advised of sl General Notes 1.This design Is based only upon the parameters shown and Is for en Indivkluel " (�/ ^ A 1]. Truss: F4 and Warnings before construdlon commences. bolding component.Applicability of design parameters and proper ^I 1 t`( 2.2s4 compression web bracing mull be Installed where shown.. Incorporation of component Is the responsibility of the holding designer. 0'�/ 3.Additional temporary bruing to insure stadlIty during construction 2.DeNgn assumes the fop and bottom chorda to bethroughout laterally braced at /�A U L fettle roaponstb9gy of the sector.Addl80 permanent bracing of 7 O. and at 10'e.c.rsuoh.s ey unless braced throughout their length by DATE[ 12/8:%015 the ovenl structure Is the re continuous sheetbing such as plywood sheathing(TC)and/or drywel(BC). responsibility of the bolding deelgner. 3.2K Impact bridging or Wend Dradng required where shown.. S'"Q.. : '158O97 4.No bad should be applied to any component until after el bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes tenses are to be used In a noncorrosive environment end are for"dry condition"of use. EXPIRES: 12/31/2016 T RAN S ID: LINK design bads be applied to any component, 5.Compulros has no control over and spumes no responsibility for the 8.Design assumes full bearing et el supports shown.Shim or wedge if necespry. December 8,2015 fabrication.handling.shipment and Inetalistton of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center TPWVTCA In SCSI,copies of which wfl be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software+7,6.6-SP1(1L)-E 1o.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1774) 3680 15- 3=(-505) 1175 10-22=(-1131) 476 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-4490) 2009 15-16=(-1593) 3282 3-16=(-768) 450 12-22=1 -241) 614 WEBS: 2x9 KDDF STAND; 3- 4=(-3059) 1370 16-17=1-1160) 2532 16- 9=( -42) 313 22-13=( -111) 628 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1282 17-19=(-1016) 2395 4-17=1-499) 314 13-23=(-1938) 874 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-20=1 -38) 92 17- 5=1-459) 1120 23-14=1 -110) 126 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-2140) 1162 20-21=1 -937) 2417 17- 7=(-755) 324 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2397) 1260 21-22=1 -812) 2080 7-19=1 -94) 513 8- 9=1-2478) 1218 22-23=1 -506) 1080 18-19=1 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1106 19- 8=(-275) 78 NOTE: 2x9 BRACING AT 24"OC UON, FOR 10-12=(-1422) 828 19-20=(-949) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 0) 0 8-20=1-232) 248 _ _=__=__= LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-13=(-1732) 894 20- 9=1 -60) 126 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=1 -83) 103 9-21=(-432) 237 OVERHANGS: 12.0" 0.0" 21-10=1-141) 671 BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -339/ 1888V -166/ 223H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -303/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.215" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL= -0.374" @ 19'- 1.3" Allowed = 2.739" 13-11-11 18-03-10 9-08-11 MAX HORIZ. LL DEFL =-0.118" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 4-06-02 2-02-08 5-01-04 5-00-06 2-02-08 3-09-02 2-09 T f 4-06-02 ' 0-0S-05 T 5-03-14 -09-14 '3-09-02 NOTE:Design assumes moisture content does ff f f f f f ' f not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.50 M-5x6(5) Q 7 50 system and components and cladding criteria. M- x4 1 M-4x6 M-3x4 0.25r, M-3x4 M-9x6 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .a load duration factor=1.6, End vertical(s) are exposed to wind, M-3x9 M-3x6 Truss designed for wind loads in the plane of the truss only. .5x3 6 \\v,//\t\M4=1 -, 0 o M-3x8 �_-�� _ _ .or o I ' '�15 16 17 19 '_• ;. = 1 /''' M-5x8 M-3x9 o M-3x8 M-1185x3 M-�o8 1 23 ',"A 0 01 0.25" M- x8 =M-9x 2X WEDGE M-5x8 W/(2) M-2.5X4 TYP. a 3.75 M-5x6(S) Q, -,) PROFA., 12 y y y l y y y y y �Gj �NGlN��R /� 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-09 7-09-07 ` a ), y y 1, 1-020-05-08 11-06-08 28-00 y �` 89782PE �' 42-00 • JOB NAME: 5019-B POLYGON - F5 "� -- Scale: 0.1288 /� 40 WARNINGS: GENERAL NOTES, unless otherwise noted: ,/f =9 .ORE OREGON O N O' I.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end is for an Individual y.,��-j!' q Y 5 ��•, Truss: F5 and Wemings before construction commences. building component.Applicability of design perimeters and proper 2.21,4 compression web bracing must be Installed where shown 0. Incorporation of component h the responsibility of the bulthog designer. ir s. 3.Additional temporary bracing to Insure stabllsy during construction 2.Design assume'the top and bottom chords to be laterally braced at PAA U L C1 is the roapondbllty of the erector.Additions!pennenaM bracing of 7 o.e.and al o.c,respectively unless braced throughout theft length by /""' `` continuous sheathing thing such es plywood shsething(TC)end/or drywall(8C). DATE: 12/8/2015 the overel structure Is the responstblity of the busding designer. 3.24)meed brldgMg or lateral bracing required where shown•• SEQ.: K 15 8 0 9 6 8 4.No bed should be applied to any component until after al bracing and 4.Installation of truss Is the reeponsibilly of One respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. EXPIRES: 12/31/2016 T RAN S ID: LINK design loads be applied to any component.mistimes no responsibility 8,2015 y far the 8.Design assumes full bearing at al supporta shown,Shim or wedge If 5.CompuTrue has no control over and■a necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. 8.Thls design is furnished subplot 10 the Ilmtetlons set forth by 8.Plates shill be located on both faces of tons,end placed so their center TPNMCA M SCSI.copies of which will be furnished upon request. Ines coincide with Joint center linea 9,Digits Indicate size of plats In Inches, MiTek USA.Inc./CompuTrus Software+7.6.6-SP1(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF (l106TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1929) 3685 15- 3=( -552) 1176 10-22=(-1130) 582 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4490) 2234 15-16=(-1732) 3286 3-16=) -771) 487 12-22=) -280) 616 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1543 16-17=(-1272) 2532 16- 4=( -50) 313 22-13=( -190) 625 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1457 17-19=(-1203) 2395 4-17=( -499) 301 13-23=(-1938) 1007 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2140) 1288 18-20=( -45) 92 17- 5=( -599) 1120 23-14=) -110) 126 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=(-1103) 2417 17- 6=( -755) 478 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2397) 1447 21-22=( -982) 2080 6-19=( -99) 522 8- 9=(-2478) 1398 22-23-) -580) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1274 19- 8=( -287) 79 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=(-1422) 912 19-20=(-1125) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 8-20=( -232) 288 ------------------___==__===_===_==== LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1015 20- 9=( -84) 145 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 106 9-21=( -432) 232 OVERHANGS: 12.0" 0.0" 21-10=( -135) 684 BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -412/ 1888V -166/ 224H 5.50" 3.02 KDDF ( 625) vertical members (uon). 42'- 0.0" -387/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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" 8 19'- 1.3" Allowed = 2.739" 7-09-13 8-01-14 8-05-07 9-09-14 7-09 MAX HORIZ. LL DEFL = -0.128" @ 41'- 8.5" 4-06-02 2-02-13 S-04-01 5-00-06 4-00 3-09-02f MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 2-09'' f 4-06-02 "i09-d'3 ' 5-03-14 T 1-60-106 1'3-09-02' T 1 1' ,( ,1 f----f ,c f f , NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 -M-4x4+ 12 7.50 7 M-5x6(S) 11- ..":]7.50 Design conforms to main windforce-resisting M-3x4 _M-4x4+ system and components and cladding criteria. M-4X65 M-3x4 8 l 09 25„ M-3x 0 `M-4x6 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f Z (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A!. M-3x5(S) load duration factor=1.6, M-3x6 End vertical(s) are exposed to wind, M-3X4 3 Truss designed for wind loads in the plane of the truss only. + + M-1.5x3 M-3x6 + 4 -s' 3 0 w M-3x8 r- A o ,a, 1/0--..'"' ''�1516 r17 19 - _.: -` ->'f•II o M-5x8 M-3x4 0 18 20 21 22 **23 Io M-1.5x3 M-6x8 0.25" M-3x8 -M-4x4 2X WEDGE M-3x8 M-5x8 W/(2) M-2.5X4 TYP. 43.75 M-5x6(S) ���D PRQFcn 12 Cu l l l l l 1' l , l co'' GINE.L� sf 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 r� `i4 0 l l l l ' -57_,. �y05-08 11-06-08 28-00 ` 89782PE l l 1-00 42-00 tf10.• JOB NAME : 5019-B POLYGON - F6 NW Scale: 0.1248 WARNINGS: GENERAL NOTES, unless other,f..noted: i?,,,O R E G ON2o�' �„ 1.Builder and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown and Is for en Individual L7. Truss: F 6 and Warnings before construction commences. budding component.Applicability of design ^^ G (- nsi parameters and proper "1 A�/ ''S 2.2s4 compression web bradng must be installed where shown+. Incorporation of component tithe responsibility of the bulding designer. `{ J.Additional temporary bracing to Insure stability dung construction 2.Design assumes the lop end bottom dards to be leteraly brand et p 4 Is the rsaponiblNry of the erector.Additional permanent bracing of T o.c.and et 10 o.c.respectively as ey unless braced throughout their length by -17,<;, "I /q U L �, DATE: 12/8/2015 the overall structure Is the reeponsoM%ty of the budding designer. continuous sheathing such t b plywood fired where (TC)and/or drywal(BG). 3.2x Impact bridging or literal bracing required when shown*. SEQ.: K1580969 4.No bad should be applied to any component uMd after el bredng and 4.Installation of trues h the responsibility of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusties are to be used M a non.canosive environment. TRANS I D: LINK design bads be applied to any component. end are ler"dry condMon"of use. EXPIRES: 12/31!2016 • 6.Design assumes full bearing at al support shown.Shim or wedge If 5.CompuTrue has no control over and assumes no responsibility for the ,y. December 8,2015 necesM fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. B.This design la furnished sub)ed to the limitations set forth by 8.Plates shad be located on both faces of Waa,and placed so their center TPM-CA in BCSI,copies of which will be furnished upon request. Inas oolnclde with Joint center Ones. 9.Digits Indicate sire of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6-SP1(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1986(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 IC: 2x4 ROOF #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 #1&BTR SPACED 24.0" O.C. 2- 3=(-4490) 2456 15-16=(-1896) 3300 3-16=( -773) 512 12-22=( -342) 614 WEBS: 2x4 RODE' STAND; 3- 4=(-3059) 1710 16-17=(-1413) 2535 16- 4=( -55) 313 22-13=( -245) 623 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1622 17-19=(-1392) 2395 4-17=) -499) 301 13-23=1-1938) 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=) 0) 0 20-21=(-1308) 2417 17- 6=) -755) 624 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2397) 1636 21-22=(-1173) 2080 6-19=( -147) 525 8- 9=(-2478) 1622 22-23=( -657) 1080 18-19=( 0) 74 ____________= LL = 25 PSF Ground Snow (Pg) 9-11=(-2275) 1481 19- 8=( -292) 91 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=) 0) 0 19-20=(-1344) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1425) 1012 8-20=( -232) 341 ____ ____ ___= LIVE LOAD AT LOCATICN(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1133 20- 9=( -117) 169 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=) -83) 106 9-21=) -432) 253 OVERHANGS: 12.0" 0.0" 21-11=) -156) 697 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -484/ 1888V -167/ 225H 5.50" 3.02 KDDF ( 625) vertical members (uon). 42'- 0.0" -472/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) • ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 17-11-11 10-03-10 13_08_11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" _ MAX LL DEFL = 0.261" @ 19'- 1.3" Allowed= 2.054" f f f f MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed= 2.739" 7-09-13 10-01-14 ,yI 6-05-07 9-09-14 7-09 f 4-06-02 2-02-13 1- 1-09 '3-10-03 5-00-06 3-09-02 T MAX HORIZ. LL DEFL= -0.140" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 2-09' ----f 4-06-02 1-'3-11-11 l'-'1 5-03-14 ' 1-42-102 43-C9-02' f ' ' ' 1' 1 1' ' f-" 1 1' NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 7.50 7 10 .. 1 7.50 Design conforms to main windforce-resisting M-3x4M-5x6(5) system and components and cladding criteria. M-4x65�I M-3x4 z,-4x6 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 y 9 11 load duration factor=1.6, M-3x5(S) End vertical(s) are exposed to wind, M-3x4 M-3x6 Truss designed for wind loads in the plane of the truss only. + M-1.5x3 M-3x63 + 4Q,0 M-3x8 e _ //\ o of -�1 5 16 17 19. .. = OI o. M-3x4 o ho-3x8 M-1.5x3 M-6x8 0.25" 22 -M-9x423 �m M-5x8 0M-3x8 2x WEDGE M-5x8 M-5x6(S) ...,:i 3.75 W/(2) M-2.5X4 TYP. 'C(.. 0(9 PR 0/1' 12 J' y y y y y y y 1 , ,‘••‘G -*,s:. �r 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 y Q y 2-05-08 11-06-08 28-00 y - :9782PE vr" 1-00 42-00 Ar .a/ JOB NAME : 5019-B POLYGON - F7 Scale: 0.1249 WARNINGS: GENERAL NOTES, unless otherwise noted: ,,� I OREGON '"� 1.Builder and erection contractor should be advised of ed General Notes I.This design is based only upon the parameters shown and is for an Individual ,,� Gq R Y .o E3 2d ��" Truss: F7 building component. G and Warnings before construction commences. 9 Po nt.Applbabtllty of design parameters and proper V 2.21r4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the budding designer. ir 3.Additional to Z Design assumes the top and bottom chords s rords to be laterally braced al A U L C* mporary bracing to Insure stability during construction 7 o.c.and et 117 o.c.re Is me responsibility of the erector.Additional permanent bracing of sp=ctively unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the re continuous sheathing such l b acing replywood aired where antler drywal(BC). eponelblfty of the budding designer. 3.2x Impact bridging or iaterel bracing required where ehovwf.+ SEQ. : 1<1580970 4.No load should be applied to any component un1A after ad bracing end 4.Instillation of truss Is tie responsibility of the respedlve contrador. ry r� Jry/�{ fasteners are complete and at no time should any bads greater than 5.Design assumes rhesus ere to be used In a non-corrosive environment, and are for"dry candk.on o1 use. EXPIRES: 'I 2�3 !L O d 6 design bads be applied to any component, T RAN S I D: LINK 8.Deign assumes full bowing at all supports shown.Shim or wedge if December 8,2015 5.CompuTrus has no control over and assumes no responsibility ler the napssary fsbrbation.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be{oaten on both faces of truss,and placed so their center TPIWTCA in SCSI.copies of which will be furnished upon request. Ines coincide with Join center lines. 9.Digits Indicate sire of plats in Inches. MITek USA.Inc.ICompuTrus Software+7,6.6-SP1(1 L)-E 10.For basin connector pieta 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&BTR SPACED 24.0" O.C. 2- 3=(-2811) 1135 12-13=( -831) 2148 12- 4=( -134) 436 WEBS: 2x4 KDDF STAND 3- 4=(-2627) 1142 13-14=( -598) 1740 4-13=( -581) 423 LOADING 4- 5=(-2066) 1050 14-15=( -616) 1480 13- 5=( -334) 771 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 15-16=( -47) 56 13- 7=( -111) 168 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1700) 995 7-14=( -478) 263 TOTAL LOAD = 42.0 PSF 7- 9=(-1527) 928 9-14=) -266) 674 _ --= 8- 9=( 0) 0 14-10=( -152) 195 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=)-1680) 990 10-15=) -484) 321 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1825) 815 15-11=) -609) 1540 - BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-16=(-1713) 856 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -350/ 1894V -258/ 318H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -315/ 1772V 0/ 0H 5.50" 2.84 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 = 0.129" @ 17'- 7.4" Allowed = 2.054" MAX TL CREEP DEFL = -0.229" @ 17'- 7.4" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.055" @ 41'- 10.3" 0-07-08 MAX HORIZ. TL DEFL = 0.087" @ 41'- 10.3" 18-04-11 7-10-05 15-09 1 ,' . ,( Design conforms to main windforce-resisting 6-02-09 5-09-05 5-09-05 4-08-13 3-01-082-02-13 6-06 7-00-04 system and components and cladding criteria. f 1' ' '1' 1' f f f ' Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 18-00 M-3x4 13-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '( T M-3x4 8 . f load duration factor=1.6, 12 M-4x6 6 *• M-4x6 12 Truss designed for wind loads 7 50 5 M-?x4 / , ''' :17 50 in the plane of the truss only. ...///// M-5x6(S) - M-2.5x4 or equal at non-structural diagonal inlets. 0.25" 4 M-3x4 0 M-1.5x3 ily 3 + + M-3x6 1 . \ a 0 I 0 0 0 v P coni�( 7r..►M = -,n, of -3x6 M-3x4 b3.25" 0.25'4 =M-4x4 M-1.5x3*�6 D PROF M-5x8(S) M-5x8(S) ,.C(' �sAr y y y y y y \0 0c1GINE ,4 /O 9-01-03 8-06-04 11-00-02 6-07-12 6-08-12 Z y - �'i00 42-00 c89782PE C JOB NAME : 5019-B POLYGON - F8 .........., '+P' • • Scale: 0.1398 , WARNINGS: GENERAL NOTES, unless otherwise noted: V 1.Bolder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Individual -9 OREGON "TruSs: F8 and Warnings before construction commences. bolding component.Applkabigly of design parameters end proper 4/6/,,f 2.Duo compression web Wining must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. =T G (�� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top ant bottom chards to be laterally braced at 7 '�J Lr. la the ro rnlbll of the erector.Additional 7 o.c.and al 10 o.c.respectively unless braced throughout they length by V apo My permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywell(BC). P/A U t �` DATE: 12/8/2015 the overall structure Is the responelbAly of the building designer. 3.2s Impact bridging or Mterel bracing required where shown++ 7"1 L SEQ.: K 15 8 0 9 71 4.No bad should be applied to any component u tdl alter al bracing and 4.Installation of truss Is the respondWAly of the respective contractor. fastenri are complete and at no time should any bads greater than 5.Design assumes trusses aro to be used In a noncorrosive ernfonment, design loads be applied to any component. and are for"dry condition"of use. T RAN S I LINKand 6.Design assumes full bearing at al supporta shown.Shim or wedge If EXPIRES: 12/3112016 5.CompuTrus has no control over a 'resumes no responslbilty br the neasssry. {,, fabncatbn,handing,shipment and Installetbn of components. 7.Design assumes adequate drainage is prodded. Decem I.. S,2015 6.TMs design Is Earlahed subject to the limitations eat forth by 8.Plates Mal be located on both faces of truss,and placed so their center TPWVICA in SCSI,copies o1 which will be furnished upon request. Anes coincide with joint anter lines. 9.Digits indicate etre of piste M Inches. MfTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bask connector piste design values see ESR-1311.ESR-7966(MITsk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1343) 2636 3-13=( -123) 200 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3051) 1683 13-14=(-1671) 3469 13- 4=( -509) 1102 WEBS: 2x4 KDDF OTAND 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 <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 16-11=(-1078) 2439 14- 7=(-1254) 1974 BC LATERAL SUPPORT <= 12"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- B=(-1162) 1918 __-- --- 8- 9=(-2159) 1310 15- 9=( -741) 505 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1433 9-16=( -134) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1441 16-10=) -278) 337 ____= BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED £TORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 20:2. 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). '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" 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" fl 26-03 20-00 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 6-04-13 9-11-14 9-10-05 6-08-02 13-03-14 MAX HORIZ. LL DEFL = -0.100" @ 45'- 9.5" f f f f f f MAX HORIZ. TL DEFL = 0.147" @ 45'- 9.5" 5-01-03 4-08 5-07-11 5-00 5-03-05 6-06-04 6-06-04 6-11-07 .1' T T TT T T T T T 10-00 Design conforms to main windforce-resisting f- f system and components and cladding criteria. 12 12 M-4x6 12 7.50 127 7.50 F.7r 4.0" Q 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, e (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-$X6(S) M18HS-5x16 3.1 in the plane of the truss only. 6 M-4x6 7 0.25" M-4x6 4 5 M-3x5(5) Alpoo,M-1.5x3 M-1.5x3 3 t0 . o p I -3x8 1,e-- 13 325" M-5x6 0.25'1M-3x4 M-3x8 �i y M-5x8(S) (s)- - y M-5x8(S) - - y y o �?'�.��04GINE-�/O 9-07-07 6 00 15 10-06-10 9 06 05 10-05-11 Op pp 1-00 46-03 1-00 ' 89782 PE r- JOB NAME : 5019-B POLYGON - F9 Scale: 0.1216 f WARNINGS: GENERAL gra is unleupo the ise parameters " A OREGON YJ 1.BuAder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is bran Individual O Truss: F9 and Warnings before construction commences. building component.Atpllcabllity of design parameters and proper 'I (5 2.2x4 compression web bradng must be installed where shorn.. incorporation of compone.t<la the responsibility of the building dastgner, (/ V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom lords to be laterally braced el -9,9 4 Fiy 15a �, Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and al 10'o.c,respecttvety unless braced throughout their length by •T DATE: 12/8/2015 the overall stnohxe la the rs nsibll of the building de continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). ir �A UL ` 'W° H n9 signer• 3,2x Impact bridging ar lateral bradng requited where shown•• SEQ.:ft K 155 8 0 97 7 2 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is me.bsponsibilty of the respective contractor. [. fasteners aro complete and at no lime should any loads greeter than S.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. S.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes fut.bearing at all supports shown.Shim or wedge I} EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end installation of components. 7.Design assumes euecuate drainage is provided. 82015 December 6.This design is furnished subject o the limitations set forth by 8.Plates shall be louiac 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.Digits tractions size of plats In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-2 10.For basic connecbr piste design values sae ESR-1311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1240) 2616 3-13=( -130) 210 BC: 2x4 KDDF #10BTR SPACED 24.0" O.C. 2- 3=(-3051) 1568 13-14=(-1506) 3437 13- 4=( -461) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1515 14-15=( -964) 2480 13- 6=(-1350) 630 LOADING 4- 5=( 0) 0 15-16=( -802) 2191 14- 6=(-1462) 1058 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1339 16-11=(-1030) 2439 14- 7=(-1101) 1943 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 2236 7-15=(-1297) 945 TOTAL LOAD = 42.0 POP 7- 8=(-2117) 1322 15- 8=(-1097) 1905 8- 9=(-2147) 1243 15- 9=( -791) 507 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1364 9-16=( -136) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1373 16-10=( -278) 339 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -442/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) M-1.5x4 or equal at non-structural 46'- 3.0" -380/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) vertical members (uon). IC OND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.347" @ 15'- 8.9" 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 HORI2. LL DEFL = -0.096" @ 45'- 9.5" f-- f 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 T T T T T T T T T T 10-00 Design conforms to main windforce-resisting f ' system and components and cladding criteria. 12 12 M-4x6 12 7.50 177 7.50 4.0" Q 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, B (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, NsTrussTruss designed for wind loads 3.1 in the plane of the truss only. M-5x10 M-4x6 7 0.25" 5 M-9x6 4 ,d/////4 w +1 M-1.5x3 + + + M-1.5x3 3 4 rD . O O Cr •,/... 11 --b2 . Cep P R p,cc� f -3x8 0.25" M-5x6 0.25" M-3x4 M-3x8 I o y 9-07-07 7- 7 M-5xy(S) y - - M-5xy(S) - - y o ��CIN NGINEk- `I/ 0 0 6-00-15 10 06 10 9-06-05 10 05 11 i0 46-03 1-00 :9782PE ��"" JOB NAME : 5019-B POLYGON - F10 ,,aim, Scale: 0.1216 WARNINGS: GENERAL NOTES, unless otherwise noted. (./ . Aillf 1.Builder and erection contractor should be advised of eN General Notes 1.This design Is based only upon the parameters shown and is for an Individual �,a •RE G O N O Truss: F10 end Warnings before construction commences. building component.Applicability of design parameters and proper ,v/ 2.2x4 compression web bracing must be installed where shorn•. Incorporation of component Is the responsibility of the budding designer. -T,9 �//N r �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 77 'l :.7 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their bngih by 1 �` continuous sheathing such as plywood sheathing(TC)ing(TC)andror drywall(BC). p I '>1 DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• /{lJ 4 SEQ. : K 15 8 0 9 7 3 4.No load should be applied to any component until after all braang and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no Ilene should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes hill bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. C fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. December fQ],201 J 8.This design is furnished subject to the limitations set forth by 8.Plates shah be located on both laces of truss,and placed so their center TPUWTCA 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./CofnpuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Mack) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2574 3-12=( -147) 297 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3307 12- 4=( -450) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1250 13-14=( -829) 2453 12- 5=(-1355) 596 LOADING 4- 5=(-2351) 1130 14-15=) -725) 2126 13- 5=(-1462) 850 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 ?SF 5- 6=(-3887) 1938 15-10=) -956) 2439 13- 6=( -862) 1896 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 ?SF 6- 7=(-2119) 1230 6-14=(-1274) 830 TOTAL LOAD = 42.0 PSI, 7- 8=(-2138) 1151 14- 7=( -999) 1886 _____ ___________= 8- 9=(-2780) 1268 14- 8=( -740) 509 NOTE: 2x4 BRACING AT 24"OC 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/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) • ;COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 12-04-11 3-03-11 10-06-10 20-00 MAX HORIZ. LL DEFL = 0.088" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" 5-01-03 4-08 5-07-11 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 1' '1 T T T 1 T 1' T Design conforms to main windforce-resisting 10-00 system and components and cladding criteria. 12 12 M-4x6 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 F.77 7.50 4.0" '' Zf 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 7 '4( Truss designed for wind loads IN in the plane of the truss only. 3.1 M-5x6(S) M-4x6 • 0.25" e. • M-4x6 M-5x10 4 5 .M-1.5x3 Aiii M-1.5x3 + + 3 W l0 0 0 11 o I -3x8 0.25" M- 6 0.25" M- x4 M-3x8 i C ; M-5x8(S) M-sxy(s) 619 C;4\ jl 1 y y S' 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 CJ I, i 0 46-03 • 1-0 ft- :9782PE 17v JOB NAME : 5019-B POLYGON - Fll -.---k-1 � • • Scale: 0,1216 WARNINGS: GENERAL NOTES, unless otherwise noted: CI �} 1.Bolder and erection contractor should be advised of all General Notes 1.This design Is basad only upon the parameters shown and is for an Individual �jj_O R E G O N O� Truss: F 11 and Warnings before construction commences. building component.Appllublllty o1 design parameters and proper 'Cl/i5) �VI I� 2.2x4 compression web bradng must be Installed where shorn 0, Incorpontlen of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top es and uelybottu chords to W letanNy braced at 1 V Is the responsibility of the erector.Additional permanent bracing of c cox.and at 10•o.c.respecthrety unless braced throughout their length by continuous sheathing such es plywood )and/or drywall(BC), pig ` DATE: 12/8/2015 the ovenl structure la the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where shown•+ "1 SEQ.: K1580974 4.No load should be applied to any component until after all bracing and 4.InstaNalbn of truss is the,esponslbdNly of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTnrs has 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 necessary. G 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 louteo on both faces of truss,end placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. Ines coincide with Joint center Nnes. 9.Digits indicate site of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 64 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" o.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -9/ 202V -25/ 68H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PIF 3'- 10.9" -114/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.105" MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed = 0.268" 3-11-11 MAX BC PANEL TL DEFL = -0.036" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn ' I of 10E:20 M= 30 3 M-3x4 6-00 'PROVIDE FULL BEARING;Jts:1,2,3 ct,0p PROF.6-ss 8.782 P E JOB NAME : 5019-B POLYGON - BJ2A. Scale: 0.5893 / 4•.. „ WARNINGS: GENERAL NOTES, unless otherwise noted. CI1.0 �.�y�/ 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 7 O R E G O N gRTruss: BJ2 and Warnings before construction commences. building component.Appli;,abllity of design parameters and proper ` 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is Iha responsibility of the budding designer. 9:9 �^ r (}+ 3.Addttional temporary bracing to Insure stability during construction 2.Design assumes the fop and bottom chorda to be laterally braced at 'l ` Is the responsibility of the erector.Additls nal permanent bracing of 7 c.c.and at 10'c.c,respectively unless braced throughout their length by V continuous sheathing such es plywood sheet where and/or drywall(BC). p/1 U t \‘'\\‘'\DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral brade,e ng required where shown 1.- SEQ. : K 15 8 0 9 7 5 4,No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D: LINK design bads be applied to any component, and are for"dry condition"et use. 5.CompuTrue hes no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge it EXPIRES: 12/31/2016 neussary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 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 December 8,201 5 TPWJICA In SCSI,copies of which WA be furnished upon request. Anes coincide with joint center lines, 9.Digits 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(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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1096) 2579 3-13=1 -195) 277 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1341 13-14=(-1275) 3391 13- 9=( -446) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1279 14-15=1 -841) 2456 13- 6=(-1356) 592 LOADING 4- 5=) 0) 0 15-16=( -732) 2127 14- 6=(-1462) 868 TC LATERAL SUPPORT <= 12"OC. U014. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1157 16-11=( -962) 2439 14- 7=( -883) 1901 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3887) 1964 7-15=(-1276) 840 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1238 15- 8=(-1008) 1887 ______= 8- 9=(-2138) 1159 15- 9=) -740) 508 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1277 9-16=1 -139) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1286 16-10=( -277) 343 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=1 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -354/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -349/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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" f-°. MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 10-04-11 5-03-11 10-06-10 20-00 MAX HORIZ. LL DEFL = 0.089" @ 45'- 9.5" 5-01-03 4-08 5-00-03 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 MAX HORIZ. TL DEFL = 0.145" @ 95'- 9.5^ T T TT T T T T T T 10-00 Design conforms to main windforce-resisting T : system and components and cladding criteria. 12 12 M-4x6 12 7.50 7.50 F.77 4.0" ' 7.50 Wind: 140 mph, h=25.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, \ D4-5X6(S) Truss designed for wind loads 3.1 in the plane of the truss only. M-4x6 N. 7 0.25" c N. M-4x6 M-5x10 5 4' +1 M-1.5x3 M-1.5x3Ar/ + + 3 ,s, Aggiglikh\ ba, . 0 0 1 -3x8 0.25" M-5x6 0.251" M-3x4 M-3x8 i y M-5x8(S) (S) y M-5x8(S) 1 y <0 0.461 461NE.:`S/0 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 ,� 1' 1-00 46-03 1-00 Q .9782PE mac'` JOB NAME : 5019-B POLYGON - F12 „Jr -..o' Scale: 0.1216 AIM WARNINGS: GENERAL NOTES, unless omerwlae noted: ',� C./ / (1) 1.Buller and erection contredor shhould be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an individual �jq_OR E G O N O� e.". Truss: F12 and Warnings before construction commences. bulding component.Applicability of design parameters and proper 7(/J � i( 2.Sc4 compression web bracing must be metaled where shown o. incorporation of component lathe responsibility of the building designer. .t1� (//► I 3,Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom dards to be throughout braced at 7r '-7 A ,%‹ Is the responsibility of the erector.Additional nI o.c.end at 10'o.c,respectively unless braced their length by tn apo itY permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). P/A U l +` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.Dr Impact bridging or lateral bracing required where shown.... *'1 L. SEQ.: K1580976 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. feeteners aro complete and et no time should any loads greater than 5.Design assumes trusses era 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.CompuTnn has no control over end assumes no responsibility tor the 8.Design assumes full bearing at el supports shown.Shim or wedge If necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components, 7.Design assumes adequate drainage Is provided. December 82015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces of tons,and placed so their center r TPIWICA in BCSI,copes of which will ho furnished upon request. Anse coincide with joint center lines. MITek USA,Inc./CompuTrue Software 7.6.6(1L)-E 10.For nbascconnecctorr of late da Rhes Ale sign values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 88 1-3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PS? 0'- 0,0" -33/ 266V -40/ 107H 5.50" 0.43 ROOF ( 625) TOTAL LOAD = 42.0 PS' 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 5'- 11.7" -84/ 160V 0/ OH 1.50" 0.26 COOP ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BE_NG MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. _J BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.103" @ 3'- 7.2" Allowed = 0.425" MAX TC PANEL TL DEFL = -0.105" @ 3'- 4.8" Allowed = 0.638" ♦ 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" r MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 I Design conforms to main windforce-resisting 7.50 177 2 -W 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. m 0 0 4. 0 I PM I 0 1.�� 3 0�� 0 M-3x4 y ,y 6-00 �� op PROfi Ss [PROVIDE FULL BEARING;Jts::,3,2 e �`� ��G 1 N -4 /OZ -44 89782PE -7_JOB NAME : 5019-B POLYGON - BJ3 ,ir ma, Scale: 0.5397 WARNINGS: GENERAL NOTES, unless otherwise noted. ,•� .,�J OREGON 4J 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only.span the parameters shown and Is for an Individual V ryN, Truss: BJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper ''II n V 2.2x4 compression web bracing must be Installed where shown+_ Incorporation of component la the responsibility of the building designer. ,.a7� V� r V (}r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 77 J ��j` is the responslbilify of the erector.Additional permanent bracing of 7 continuous end et 10'o.c.re apo ply unless braced throughout their length by ,, V continuous sheathing auto as plywood sheething(TC)and/or drywall(BC). p/�U` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ PAUL 1 SEQ. : K 15 8 0 9 7 7 4.Na load should be applied so 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. T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTnss hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Instellatlon of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center December 8,201 5 TPWITCA In BCSI,copies of which MI be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.for basic connector plate design values see E5R.1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 46-03-00 GIRDER SUPPORTING 9-00-00 FROM 0-00-00 TO 4-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-13=(-1574) 7952 3-13-( -90) 578 18-10=(-4174) 1008 2x6 KDDF #1&BTR T2 2- 3=( -9828) 1982 13-14=(-1576) 8196 13- 4=( -744) 3294 10-19=) -930) 4364 BC: 2x6 KDDF SS; LOADING 3- 4=( -9912) 2012 14-15=(-1430) 8274 4-14=(-2418) 614 19-11=(-4986) 1208 2x10 KDDF SS B4 LL = 25 PSF Ground Snow (Pg) 4- 5=( -7944) 1596 15-16=(-1428) 8280 14- 5=( -666) 3594 11-20=(-1436) 6234 WEBS: 2x4 KDDF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF O'- 0.0" TO 46'- 3.0" V 5- 6=( -6814) 1392 16-17=( -832) 5356 14- 6=(-1912) 630 2x4 ROOF STUD A; BC UNIF LL( 87.5)+DL( 79.5)= 167.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=( -6476) 1268 17-18=( -894) 5458 6-15=( 0) 194 2x6 ROOF #2 B BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 4'- 0.0" TO 46'- 3.0" V 7- 8=( -4720) 1034 18-19=(-1734) 8948 6-16=(-3868) 792 8- 9=( -4732) 1026 19-20=(-2670) 12808 16- 7=( -466) 2880 TC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3443.0 LBS @ 6'- 0.0" 9-10=( -6594) 1320 20-12=(-2764) 13224 7-17=(-2688) 614 BC LATERAL SUPPORT <= 12"OC. UON. ADM,: 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"00 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: 9" oc in 1 row(s) throughout 2x4 top chords, JT 2: Heel to plate corner = 2.75" 9" oc in 2 row(s) throughout 2x6 top chords, !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. JT 12: Heel to plate corner = 4.50" -ter-• 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 3 row(s) throughout 2x10 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" HANGER BY OTHERS TO APPLY 9" oc in 2 row(s) throughout 2x6 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 3-04-02x09-0309-15 6-00-03 5-08-07 5-06-11 6-04-03 6-05-15 2-11-034-02-12� 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 Q 7 50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" Truss designed for wind loads 8 bf in the plane of the truss only. M-5x6(5) 3.�' M-3x5• A %%N%,, 0.25" M-4x8 M-6x10 s 6 +1 M-3x8 M-3 x 6 '' + + M-1.5x33 + + M-9x8 M18HS-3x18 o N, ,r0.71 _ 1' o $ _ B, *I of 1 3x10ut M-6x8 14 0.25" M-3x6 0.25" M-3x8 0.25" 20 I M-3x8 0 y M-7x8(S) M-7x8(S) M-12x14(S) ,tL�cV) PRQFFS y3993y# y y y y 18H$ti�f §# , �`C,0 04G,INE - s/0 5-10-04 2-07-10 6-04-04 5-06-11 5-10-03 6-07-11 6-05-15 2-10-07 4-00 �✓ 1�0 46-03 y �` :9782PE JOB NAME : 5019-B POLYGON - F13GIRD - ,,,,me Scale: 0.1050 .r IN WARNINGS: GENERAL NOTES, unless olhenviss noted: G.,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 • E G ON N, Truss: F 13 G I RD and Warnings before construction commences. building component.Applicability of design parameters and proper //� �d 2.2x4 compression web bradrg mud be Installed where shown+, incorporation of component Is the responsibility of the balding designer. -9,9 11 fi Y G 3.Additional temporary bracing to Insure stability during constn,ction 2.Design eswmes the lop and bottom unlchoess ion to be Toughy braced at 77 {-� _1 Is the responsibility of the erector.Additional permanent bracing of 7 o.e.and at 10'o.e.respectively unless broad throughout their length).bV continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /) L �` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �'S SEQ.: K1580978 4.No bad should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ars to be used Ina non-corrosive environment, TRANS I D• LINK design beds be applied to any component. end are for-dry condition"of use. 5.CompuTrus has 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 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December p $,2015 8.This design Is furnished subject to the limitations set forth by S.Plates shall be baled on both faces of truss,and placed so their center TPWVTCA In SCSI,copies of which nil be furnished upon request. lines coincide with Joint anter Tines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrua Software 7.6.8(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 153 1-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -76) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 ?SF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 ?SF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 237V -54/ 146H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -176/ 339V 0/ OH 1.50" 0.43 KDDF ( 625) 7'- 11.7" -15/ 9V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT 9E:NG MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.061" 8 2'- 9.3" Allowed = 0.427" 3 MAX TC PANEL TL DEFL = -0.058" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.002" 8 5'- 11.2" 7.50 12 ') MAX HORIZ. TL DEFL - -0.002" 8 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), � 1 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M O C O tr1'r o I OI 1„„=„,,, 40034 -� 0 M-3x9 l y ---J• 6-00 111-11 .1, „.pPRpF� !PROVIDE FULL BEARING;Jts:1,4,2,3 I S ...c.- :9782PE 1-- JOB NAME : 5019-B POLYGON - BJ4 ,,r► Scale: 0.5074 WARNINGS: GENERAL NOTES, unless otherwise noted: - 1.Builder and erection contractor should be advised of all General Notes 1,This design Is based only upon the parameters shown and is for an Individual �,�, •R EGON .O� ,,, Truss' BJ4 and Warnings before construction cammencee, budding component.Applicability of design parameters and paper /_ .7.- 2. 2x4 compression web bracing must be Installed where shown•. incorporetlon of component Is the responsibility of the budding designer. �/'R Y ,[`� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the kp and bottom chords 10 be throughouty braced et 1;9 Alp), Ie the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced their length by C'Ek` continuous aheethin,such as phwood required a,utraTC)and/or tlryweA(BC). r" t DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown•• AUL. SEQ.: 0415 8 0 9 7 9 4.No load should be applied to any component until alley all bracing and 4.Installation of truest'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, T RAN S I D. LINK design loads be applied to any component, and are for"dry condition"of use. - 6.Design assumes Ad bearing at ed supports ssushown.Shim or wedge II EXPIRES: 12/31/2016 5.CompuTrue has no control over and ames no responsibility for the necessary. p fabrlcstion,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8 201 5 ' 6.This design ie furnished subject to the limitations set forth by 0.Plates shall be Pouted on both faces of truss,and placed so their center r TPI/WTCA In SCSI,copies of which saII be furnished upon request. Anes coincide with joint center lines, 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7,6.6(1L)-E 10.For basic connector plate design veluec see ESR-1311,ESR-1966(MfTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-225) 208 1-4=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -21/ 235V -69/ 185H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -199/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -48/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. + AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.048" 8 2'- 11.8" Allowed - 0.427" MAX TC PANEL TL DEFL = -0.054" 8 2'- 11.9" Allowed = 0.641" 3 -1 MAX HORIZ. LL DEFL = -0.003" 0 9'- 10.9" ') MAX HORIZ. TL DEFL = -0.003" 0 9'- 10.9" 1 12 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 2 in the plane of the truss only. ran r 0 w 0 I WO 0 M-3x4 y 6-00 y 3-11-11 .��Ep P.R OFesS (PROVIDE FULL BEARING;Jts:1,4,2,3 I � 04G,IN E-/��• /jam +. [ray/ 144 89782PE ���<' JOB NAME : 5019-B POLYGON - BJ5 ...._.-0'".-., --•o ' • Scale: 0.4382W /y 1.Builder GENERAL NOTES, cony us on the isepar noted. 174Z/ 7 OREGON O N 1.Builder and erection contractor should be advised of ap General Notes t.This design Is based only upon the parameter shown and Is for an individual "f �� Truss: BJ5 and Wamings before construction commences. budding component.Applicability of design parameter and proper i tr 2.2r4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. .may h G � 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et / Ky J is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). • p/CL' f L DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown++ A U SEQ.: K1580980 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. fastener are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D- LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full Deering at all supports shown.Shim or wedge 1f EXPIRES: 12/31/2016 necessary. pp fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. DeCernber I:J,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 TP W,iTCA in SCSI.copies of which will be furnished upon request. Anes coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L(.E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 60 2-6=(-48) 101 6-5=( 0) 18 BC: 2x4 KDDF el&BTR SPACED 24.0" O.C. 2-3=(-178) 24 5-7=(-84) 167 5-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=( -29) 34 3-7=(-175) 88 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -50/ 350V -29/ 97H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -89/ 81V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 95V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" 3-11-11 MAX LL DEFL = 0.006" 6 2'- 3.8" Allowed - 0.170" MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" 9 5'- 4.0" Allowed - 0.078" 12 MAX TL CREEP DEFL = 0.000" @ 5'- 4.0" Allowed - 0.105" 7.50 F77 MAX HORIZ. LL DEFL = -0.006" 8 5'- 4.0" MAX HORIZ. TL DEFL - 0.008" 8 5'- 4.0" 4 -, Design conforms to main windforce-resisting M-4x6 ° system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, rl (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, C D o Truss designed for wind loads N1 in the plane of the truss only. 11111111111NOMMfta.- him- III All m 7 cI) /- It Mr M-1.5x3 SI o 01 l 1*-3x4 M-3x4 M-3x5 .y y y k 2-03-12 3-00-03 0-08-01 ; y y l 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,4,7 I t\r(5,,E,) P R()Fes OINc:� 04 s � • 2�':9782PE 1.- JOBJOB NAME : 5019-B POLYGON - CJ2 r✓��� � Scale: 0.5646 Wr WARNINGS: GENERAL NOTES, unless otherwise noted: 40 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is loran Individual 1' OREGON B Truss': CJ2 end Warnings before canstrucibn commence,. budding component.Applicability of design parameters and proper / Q 2.2x4 compression web bracing mud be Installed where shown.. Incorporation of component is the responsiDYlty of the building designer. �- G� 3,Additional temporary tracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ay Ab �G- Is the responsibility of the erector.Additional permanent bracing of 2'o,c,and et 10'o.c.reach ively unless braced throughout their length by 0` V' DATE: 12/8/2015 the overall structure I,the re continuous sheathing such as deg,d aheathlnp(TC)and/or drywaA(BC). �/� responsibility of the budding designer. 3.2z Impact bridging or lateral bracing required where shown.. A UL SEQ. : K 15 8 0 9 81 4.No load should be applied to any component until ener all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and el no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTnu hes no control over and assumes no responsibility for the 6.Design assume,sill bearing at all supports shown.Shim et wedge If EXPIRES: 12/31/2016 necessary. p fabrication,hendting.shipment and installation of components. 7.Design assumes adequate drainage h 8 provided. December 82015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center , TPI/WTCA in BC51,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-134) 187 6-5=( 0) 18 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-270) 59 5-7=(-228) 313 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -65) 53 3-7=(-327) 238 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 393V -43/ 136H 5.50" 0.63 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -4/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.7" -56/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.014" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 1' 4 MAX HORIZ. LL DEFL = -0.014" @ 5'- 4.0" 12 MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 7.50 177 (' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .-I load duration factor=1.6, "'i Truss designed for wind loads M-4x 6 "0 in the plane of the truss only. 0 I 3 M AllOPIIIIMil i...0 II 7 111. 1111 I M-1.5x3 1 1 o I M'-3x4 0 4„...7.....7:7 M-3x4 M-3x5 k l y y 2-03-12 3-00-03 0-08-01 i' • ,1 y 1-00 2-05-08 6-00 3-06-08 .ci, „9 p R u `PROVIDE FULL BEARING;Jts:2,7,4 I S i.Cp\�� 0�GI N_PE.,,,, `S,O�L :9782PE �v"' JOB NAME : 5019-B POLYGON - CJ3 ,0► -er Scale: 0.5115 WARNINGS: GENERAL NOTES, unless otherwise noted. 1,7 p ORE40 GON1.Builder and erection contrador should be advised of all General Notes 1.This design is based only upon the parameters shown and h for an individual ' 2d"• Truss. CJ3 building component,Applicability of design parameters and proper V and Warnings before construction commences. g Po PW AY g P Pr Pe 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. .11� /1 3.Additional temporary bracing to Insure staWlAy during construction 2.Design assumes the lop and bottom chorda to be laterally braced el 77 A R 1 Is the respond blllty of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by ,irNI continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). p/1 U 1 V'` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �`1 4 SEQ.: K1580982 No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectIe contractor. fasteners are complete end et no time should any beds greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. De cell!IJe r Q V 2n 5 S.This design is furnished subject to the limttallons eel forth by 8.Plates shall be located on both faces of Truss,and placed Sc their center IJ r 1J TPI/WfCA In SCSI,copies of which WA be furnished upon request. lines coincide with joint center line.. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L(-E 10.For basic connector prate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x.4 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. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 355V -51/ 196H 5.50" 0.57 KDDF ( 625) 5'- 4.0" 0/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -208/ 416V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX LL DEFL = -0.011" @ 2'- 3.8" Allowed = 0.254" '' '1' 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 4 Design conforms to main windforce-resisting 0 system and components and cladding criteria. .-+ Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, I Truss designed for wind loads ,r in the plane of the truss only. M-4x6 3 �D 88 B 0 t IN o M-1.5x3 o I I 1 M13x4 0 o M-3x4 I M-3x5 l l l l 2-03-12 3-00-03 0-08-01 l l l l 1-00 l 2-05-08 5-06-03 l l p rl 6-00 1-11-11 �����D IN��FOS, !PROVIDE FULL BEARING;Jts:2,B,4 1 C` t'.\`a �,(� O .v V T /L� 89782PE �"" JOB NAME : 5019-B POLYGON - CJ4 /+, Scale: 0.4172 "'e'./I � WARNINGS: GENERALNOTES,Is b, uMeup upon se mete "$7 OREGON vJ 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Q Vir- T r us s: C J 4 and Warnings before construction commences. building component.Applicability of design parameters and proper (� 2.2x4 compression web bracing must be Installed where shorn•. incorporation of component Is the responsibto of the building designer. �� �^ { (� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chords to be laterally brecetl el 7 '1i1 :7 ��` Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectNely unless braced throughout their length by ^, continuous sheathing such as plywood sheelhing(TC)and/or drywad(BC). PAUL /♦;U t ['+►` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+• / L SEQ. : 1<1580983 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 15 6.This design is furnished subject to the limitations set forth by B.Plates shalt be located on both faces of truss,and placed so their center December 8,2 Q TPWJTCA In SCSI,copies of which w@ be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SSPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -76) 146 7-6=( 0) 18 BC: 2x4 KDDF 916BTR SPACED 24.0" O.C. 2-3=(-226) 62 6-8=(-130) 243 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-201) 171 3-8=(-254) 136 LOADING 4-5=( -83) 46 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) • 5'- 4.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -160/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -55/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL - -0.002" @ -1'- 0.0" Allowed = 0.100" • T - - - -- 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 0 MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" it 10 MAX HORIZ. LL DEFL = 0.009" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,-' load duration factor=1.6, i( ,� Truss designed for wind loads r+ in the plane of the truss only. ui M-4x6 3 r rflIPANNOINIIIMMIANI D diiiIIII8 �� I t III I 0111111111=_ • M-1.5x3 1 M23x4 01 .- M-3x4 M-3x5 y )' l l 2-03-12 3-00-03 0-08-01 k y y >y 1-00 l 2-05-08 7-06-03 y c�R�� PRoFFs 6-00 1 3-11-11 \C; ..,k.‘‘ ../;) t5)� !PROVIDE FULL BEARING;Jts:2,8,4,5 I CJ .�. cw 89782PE �1` JOB NAME : 5019-B POLYGON - CJ5 Scale: 0.3706 j WARNINGS: GENERAL NOTES, unless otherwise noted: (/ OREGON 4') 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ' 1. .Truss: CJ5 and Warnings before construction commences. bu6ding component.Appllcabllity of design parameters and proper f ry O 2.2.compression web bracing mud be Installed where shown•. Incorporation of component Is the responsibility of the budding designer. V 3.Additional temporary bracing to Insure stablitty during construction 2.DaDesigna assumes the 14 and bottom chords to be laterally braced at �� 4ii Y Ab Is the responsibility of the erector.Additional permanent bracing of 7 c.c.sod at 10'0.c raepsdively unless braced throughout their length by continuous sheathing ouch es plywood sheathing(TC)and/or drywal(BC). PA U L DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3,7,Impact bridging or'ate;al bracing required where shown•• I"� SEQ.: K158 0 9 8 4 4.No bad should be applied to any component until eller all bredng and 4.installation of truss Is the iespondbility of the respectNe contracto, fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D• LINK design loads be applied to any component. and are for"dry conation"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full boaring at ell supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling•shipment and Installation of components. 7.Design assumes aeaelate drainage Is provided. 6.This design Is furnished subject to the!Inflations set forth by 8.Plates shag be bce.ed or.both faces of toss,and placed to thelr center December 8,201rJ TPI WI'CA In BC51.copies of which will be furnished upon request. Ines coincide vdth)iuIn.canter Ines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 10•For basic connector plate design values see ESR-1311,ESR-1998(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/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-102) 149 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-230) 61 7- 9=1-175) 247 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-262) 170 3- 9=(-259) 183 LOADING 4- 5=(-177) 91 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-120) 0 BC LATERAL SUPPORT 0= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -26/ 384V -81/ 278H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 4.0" -8/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 300V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -210/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1' 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6 MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 11'- 11.7" Allowed = 0.200" MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" 5 MAX HORIZ. LL DEFL = -0.011" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 %t 7.50 p Design conforms to main windforce-resisting system and components and cladding criteria. ~ ,1 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, 0 Truss designed for wind loads in the plane of the truss only. M-4x6 3 fill. .._ . Aiii Nm.,-"1-� _, o M i 9 W. �� o M-1.5x3 of a M-3x4 M 3x9 o M-3x5 y ,L )' y 2-03-12 3-00-03 0-08-01 y1-00 , 2-05-08 y , 9-06-03 ..i• p,Eu PR0Fe. 6-00 5-11-11 �,c.:,\((-'civ. `s/p 'PROVIDE FULL BEARING;Jts:2,9,4,5 ] '+./ Cr 8"782PE �" JOB NAME : 5019-B POLYGON - CJ6 '' Scale: 0.3204 WViiiiwwww WARNINGS: GENERAL NOTES, unless otherwise noted. // C./ (1) 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 174,,/OREGON o Truss: CJ6 and Warnings before construcllon commences, building component.Applicability of design parameter.and proper V, n 2.2x4 compression web bracing must be Installed where shown if. incorporation of component Is the responsibility of the budding designer. Al y 5 V Qr 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .(l� � .\ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end el 10'e.c.respectively unless braced throughout their length by �" ` v continuous sheathing such as plywood sheathing(TC)andlor drywah(BC). p/S 1 'i V DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.• /`S U L SEQ.: K1580985 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 and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. T RAN S I D: LINK design loads be applied to any component. and are for'dry condition`of use. 5.CompuTnrs has no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports shorn.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage la provided. December p 8,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss.and placed so their center TPIM/TCA in BCSI.copies of Mich WIT be furnished upon request. hnes coincide with joint center Imes. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6f 1 L)-E 10.For basic connector plate design values see ESR-1311.618-1988(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/Cq=1.00 TC: 2x4 RIDE #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-165) 151 3-4=( -76) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12^OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -57/ 174H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 4 -I MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" �' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 12 MAX�� TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" 7.50 17. -." MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 3 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" ) Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, ITruss designed for wind loads in the plane of the truss only. w 0 i 1: RR 1 2, 5 om o i M-3x4 ,6 ,1, l y (PROVIDE FULL BEARING;Sts:2,5,3,4 ! ` ��IN��'T f0 89782PE �r" JOB NAME : 5019-B POLYGON - EJ3 ,,_,,r! -*op' . Scale: 0.5080 MIN ' WARNINGS: GENERAL NOTES, unless otherwise noted: (,s. !l) 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,G OREGON o'er . Truss: EJ3 and Warnings before construction commences. budding component.Applicability of design parameters and proper ///'''��l 2.Deo compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the budding designer, ,�y�� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced et 7 is the responsibility of the erector.Additional permanent bracing of T o.c.end et 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywed(BC). PA U 1 DATE: 12/8/2015 the overall shunter,Is the responsibility of the budding designer. 3.2x Impact bridging or tale:al bradng required where shown++ �'7 1.. SEQ.: K1580986 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the tesponsibldty of the respeclta centred°, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component, end we for"dry condi:Inn"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes hal bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. p fabrication,handling.shipment and Installation of components. 7.Design assumes esequsle drainage is provided. December 8,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shad be locates on both faces of truss,and placed so their center TPIANiCA In 0151.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.fCompuTrus Software 7.6.6(1L}E 10.For basic connecto plate design values see ESR-1311,ESR-1908(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 #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) 205 3-4=( -89) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -72/ 214H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -191/ 365V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -50/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !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" 0 MAX TC PANEL LL DEFL = 0.039" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.2" 7.50 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, 0 r+-: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), � o load duration factor=l.6, r! Truss designed for wind loads 0 in the plane of the truss only. ko ko o /- er 2�� 5 Me M-3x4 1-00 6-00 3-11-11 Kcc . PROfi6-ss PROVIDE FULL BEARING;Jts:2,5,3,9 J t,CA\DANGI N ,.C6 )07 `". 89782PE YCr JOB NAME : 5019-B POLYGON - EJ4 Scale: 0.4386 ,La' )4;/ /' weiiie WARNINGS: GENERAL NOTES. unless otherwise noted: C/ (1) 1.Budder and erection contractor should be advised of all General Notes 1.This design to based only upon the parameters shown and is for an Individual 11/1t, 9, OREGON o ` Truss: EJ4 and Warnings before construction commences. building component,Applicability of design parameters and proper �) /, /i� 2.2x4 compression web bracing must be Installed wirers shown.. incorporation of component h the responsibility of the building designer. 7,('1 (J/i r; ,� y� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 7�T� "► J !. Ie the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10'o.c.respectively unless braced throughout their length by \,..1 / continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p/+f U L n DATE: 12/8/2015 the overall structure lithe responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. /"{ SEQ. : [<.1580987 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. T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supporta shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation o1 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 faces crimes,and placed so their center TPWOTCA In BCSI,copies of which will be furnished upon request. fines coincide with Joint center Imes. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 1D.Fe:basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-) 0) 60 2-5=(0) 0 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-223) 208 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.B" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -60/ 93V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" 9 0'- 0.0" Allowed = 0.023" I' MAX TL CREEP DEFL = 0.000" 9 0'- 0.0" Allowed = 0.031" �1 MAX TC PANEL LL DEFL - 0.038" 9 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" 9 2'- 11.9" Allowed = 0.641" 12 MAX BORIS. LL DEFL = -0.003" N 9'- 11.2" 7.50 MAX BORIZ. TL DEFL = -0.003" N 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 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), of load duration factor=1.6, a, Truss designed for wind loads 0 I in the plane of the truss only. ka o 1 101 O 1 �� 5�� M-3x4 y y ), >y P R 1-00 6-00 4-02-12 c:_:O OFFS PROVIDE FULL BEARING;Jts:2,5,3,4 I r``Ca �G1N1 6 ,9 V ', 4. 89782PE ter" JOB NAME : 5019-B POLYGON - EJ5 • Scale: 0.4371 ""t WARNINGS: GENERAL NOTES, _nkss otherwise noted, C., 40 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual I:// -OREGON �'. Q,. Truss: EJ5 and Warnings before conetructlon commences. building component.Applicability of design parameters and proper (�f 2.2o4 compresaron web bracing must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. 9- A 1y y ` l'Q'� • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom e,,choa t roighoaterally braced et /�� /'�( _1 �CVi. is the responsibility of the erector.Additional permanent bracing of 7 o.c,end et 10 o.c.respects Pty unless braced throughout lhelr length by ` continuous sheathing such es plywood Ing(TC)and/or drywall(BC). P U t �` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.s Impact bridging or lateral bracing required More shown+ J"� L. SEQ.: K1580988 4.No load should be applied to any component untti after all bracing and 4.Installation of truss Is tie responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corroNve environment, TRANS I D• LINK design bads be applied to any component. and are for-dry condition"of use. 5.CompuTrue hes no control over end assumes no responsibility for the 6.Design assumes full bearing al ell supporta shown.Shim or wedge If necessary. EXP t R ES: 12/31/2016 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of trans,and placed so their center December 8,2015 TPI/WFCA In BCSI,copies of which Will be furnished upon request. lines coincide with Joint center Imes. 0.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1865(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"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" -73/ 276V -15/ 59H 5.50" 0.44 KDDF ( 625) 1'- 10.9" -159/ 185V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 9'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.013" @ 3'- 11.6" Allowed = 0.404" MAX BC PANEL TL DEFL = -0.129" @ 5'- 3.2" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 T 1' 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 -/ I - O 1 M-3x4 y � y 1-00 PROVIDE FULL BEARING:Jts:2,3,4 9-00 ����° P R O`��ss � NGINE4'4 ,�a, 89782PE e,�` JOB NAME : 5019-B POLYGON - FJ1 • Scale: 0.5747 WARNINGS: GENERAL NOTES, unless otherwise noted' (/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual OREGON B Truss: FJ1 and Warnings before construction commences. building component.Applicability of design parameter and proper (� 2.2x4 compression web bradng must be Installed where shown+. incorporation of component Is the responsibility of the budding designer. T, (J^lfiyr 'V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et 7 'l :3 �l. Is the responsibility of the erector.Additional permanent bracing of 2'c.c.end al 10'o.c.respectively unless braced throughout their length by `(�/ continuous sheathing such as plywood sheathing(TC)and/or dryweN(BC). p/1 U L DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown+• /1 SEQ. : K1580989 4,No bad should be applied to any component until atter all bracing and 4.Installation of truss lathe responsibility of the respective contractor. fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D' LINK design Wads be applied to any component. and are for'dry condition"of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge II EXPIRES: 12/31/2016 necessary. 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 B.Plates shall be located on both faces of truss,and placed so their center TPVWTCA In BCSI,copies of which wiN be furnished upon request. Nnes coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-7311,ESR•19B8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-37) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 361V -29/ 97H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -1B4/ 175V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.228" MAX TC PANEL LL DEFL = -0.013" @ 2'- 3.8" Allowed = 0.268" MAX TC PANEL TL DEFL = -0.035" @ 2'- 0.7" Allowed - 0.402" MAX BC PANEL TL DEFL = -0.179" @ 4'- 11.3" Allowed - 0.539" MAX HORIZ. LL DEFL - -0.000" 8 3'- 10.9" MAX HORIZ. TL DEFL - 0.000" 8 3'- 10.9" 3-11-11 T 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 17. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. rt 0 0 i N O f- 1 O 0 1 M-3x4 y y y 1-00 (PROVIDE FULL BEARING;Jt5:2,3,9 I 9-00 . % ,D P R Qp ii c� ENGIN:PE'S: f'0�` 8978 ��" JOB NAME : 5019-B POLYGON - FJ2 Scale: 0.5247 f WARNINGS: O.This a lin ES, unless on Me ise noted: 17 OREGON •• 1.Builder and erection conhador should be advised of all General Notes 1.This design is based only upon the parameters shaven and is for en Individual � ��. Truss: FJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ///��• rt` lir 2.2x4 compression web bracing must be Installed where shown•. Incorporation of component la the respansibei5 of the building designer. "1,9 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be latently braced at 7 Is the responsibility of the erector,Additional permanent bracing of 2'0.c.end at 10'o.c.reapedivety unless braced throughout their length by Nil continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). P ,r t DATE: 12/8/2015 the overall structure Is the responsibility of the bultding designer. 3.2x Impact bridging or lateral bracing required where shown++ I"<<J L. SEQ.: K 15 8 0 9 91 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS I D' LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 201 5 6.This design Is furnished subject to the limitations set forth by 6,Plates shall be located on both faces of truss,and placed so their center ,L TPINYI'CA In SCSI,copies of which wig be furnished upon request. lines coincide With jolts center lines. 9.Digits indlute size of plate In Inches. MiTek USA,Inc.iCompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-168) 152 3-4=( -75) 30 TC LATERAL SUPPORT <= 12^OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 175H 5.50" 0.60 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 4 -/ MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" 9 2'- 9.3" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" 9 2'- 11.9" Allowed = 0.641" 12 7.50MAX HORIZ. LL DEFL - -0.002" 9 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" 8 7'- 10.9" 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), r'1 load duration factor=l6, o Truss designed for wind loads 0 in the plane of the truss only. ,, 7 5►�� ', M-3x4 y y )e ,P 1-00 6-00 1-11-11 ��p PR pre(PROVIDE FULL BEARING;Jts:2,5,3,4 I �� G til� ����� f-,,Y____..4,,C :9782P E r JOB NAME : 5019-B POLYGON - FJ3 ,or -ie Scale: 0.5080NMI• / WARNINGS: GENERAL NOTES, LNessotherwise noted' ,/ OREGONc.,'‘ 47 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual O" Truss: FJ3 and Warnings before construction commences. budding component.Appllcahllty of design parameters and proper / V 2.2x4 compression web bradng must be Installed where shown•. Incorporation of component Is the responsibNlty of the building designer. .A��J/! �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lcp and bottom chords to be laterally braced at 7 '-7 't is the responsibility of the erector.Additional permanent bracing of 7 c.c.and at 10'o.:.respectively unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). P/�U �` DATE: 12/8/2015 the overall structure Is the responsibility of the budding designer, 3.2x Impact bridging or lateral bracing required where shown.< / SEQ. : K 15 8 0 9 9 3 4.No load should be applied to any component until after ad bracing and 4.Installation of truss.s the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Demon assumes trusses ars to be used In s noncorrosive environment. TRANS I D• LINK design bads be applied to any component. and ere for dry condd on"of use. 5.CompuTnis has no control over and assumes no responsibility or the 6.Design assumes full bearing at■d supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. December 82015 6.This design Is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center r TPIM?CA In BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9,Digits indicate size of pieta In Inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 207 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.Q PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L1240, TL=L/180 4 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" ', MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" I MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 Mo Truss designed for wind loads in the plane of the truss only. r 0 kAID Lc li I PAI O 2►a 5► ",, o M-3x4 1-00 6-00 3-11-11 � �L� PROF PROVIDE FULL BEARING;Jts:2,5,3,4 I "'d ANG I N 6 > �0 1. �` :9782PE "P'___. JOB NAME : 5019-B POLYGON - FJ4 -Air -r' Scale: 0.9366 ' ` / NNW� WARNINGS: GENERAL NOTES, unless otherwise noted: ', 1/ ", 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual V OREGON O" Truss: FJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper /1/& n 2.2x4 compression web bracing must be Metalled where shown+, incorporation of component Is the responsibility of the building designer. aT,9 4 1�J V Q" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 77 Is the responsibility of the erector.Additional permanent bracing of NI 7 e.c.and at 10'o.n.respectively unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)and/or drywsf(BG), PA U L "a"\DATE: 12/8/2015 the overaA structure Is the responsibility of the building designer. 3.2x Impact bridging yr lateral bracing required where shown•• I 1<J SEQ.: K1580994 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 al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. t� t�/�{ 5.CompuTrus has no control over and assumes no responsibility for the necessary. 6.Design assumes full l beating at all supports ShaShim or wedge If EXPIRES: A 1 2/3 1/20 1 6 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. V December p 20 1 5 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center , TPWV1CA in BCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1906(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: ,x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-222) 208 3-9=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PDF DL ON BOTTOM CHORD = 10.0 PUP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 4.0" TOTAL LOAD = 42.0 PSE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 2160 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 95V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.044" 0 MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" 7.50 MAX HO RIZ. TL DEFL = -0.003" @ 9'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1� load duration factor=1.6, o, Truss designed for wind loads o in the plane of the truss only. O iiiI M-3x9 a PRox 1-00 6-00 4-09 j �P�r EScS' (PROVIDE FULL BEARING;Jts:2,5,3,4 ! �C;(<51\ @�G I N E -, ''02 NJ ` . 89782PE ��' JOB NAME : 5019-B POLYGON - FJ5 Scale: 0.4315 •" WARNINGS: GENERAL NOTES, unless otherwise noted: C/�r -r J 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 -57 • OREGON , Truss; FJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper I(//, (y 2.2x4 compression web bracing must be installed where shown•. Incorporation of compcne nl Is the responsibility of the building designer, �� �/� G V (�+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tcp end bottom chorda to be laterally braced et J �L,` Is the responsibility of the erector.Additional permanent bracing of c o.c,and el 10'a.c.rs spectively unless braced throughout their length byc. \ V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), p/1 1J t DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging oI lateral bracing required where shown•• /ti 1. SEQ.: K 1 5 o 0 9 9 5 4.No load should be applied to any component until after all brad ng and 4.Installation of tnrss le the responsibility of the respective contractor. O fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, T RAN S I D: LINK design loads be applied to any component. and are(or"dry condition'of use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December H,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WICA in SCSI,copies of which will be furnished upon request. fines coincide with joint center fins. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E l0.For basic connector plate design values see ESR•1311,ESR-1986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF gl&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x9 KDDF 111&BTR SPACED 24.0" O.C. 2-3-(-469) 453 3-4=(-324) 289 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-231) 200 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-119) 89 DL ON BOTTOM CHORD = 10.0 PSF 6-7=) -47) 22 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -145/ 423H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -208/ 348V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9'- 11.2" -138/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -159/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -123/ 209V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 3.2" -4/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) 8-01-03 11-02-01 ', !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.009" @ 17'- 11.2" 5 MAX HORIZ. TL DEFL = -0.009" @ 17'- 11.2" 12 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, s' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,-I I load duration factor=1.6, sr Truss designed for wind loads M-3x5(5) of in the plane of the truss only. cv 3 up 0 r!t -� o M-3x4 ����3 P R OFp, ; J' y y `C' �NGINE i4 /O 1-00 6-00 13-03-04 ,� 7 !PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,7 I Q 8 9 7 8 2 P E v JOB NAME : 5019-B POLYGON - FJ10 Scale: 0.2585 WARNINGS: GENERAL NOTES, unless otherwise noted: C,.0' 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 -y, OREGON 0,.47 tX„ Truss: FJ 10 and Warnings before construction commences. building component.Applicability of design parameters and proper V 2.214 compression web bracing must be installed where shown•. Incorporation of component Is the responsibility of the building designer. /�� G ( + 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the fop and bottom chords to W laterally braced al 7 '�J ��e 1 is Me responsidlfry of the erector.Additional permanent bracing of 2 o.c.and at 1V o.c.respectively unless braced throughout their length by V cenmpact edging g such as plywood sMathMp(TC)and/or drywaA(BC). p/�U t � DATE: 12/8/2015 the overall structure Is the responsibelry of the building designer. 3.2=Impact bridging or lateral bracing required where shown 0. r 1 4 SEQ.: K1580996 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the rsspedhe contrador. fasteners are complete and al no time should any loads greeter than 5.Design assumes trusses are to be used M a non-corrosive environment. TRANS I D• LINK design beds be applied to any component. and ars for"dry condition"of use. ��++ 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes lull bearing at el supports shown.Shim or wedge If EXPIRES: 12/31/2016 V necessary. febrlutbn,handling,ehiprner end installation of components. 7.Design assumes adequste drainage Is provided. December p 8.Thle design Is furnished subject to the limitations set faith by 8.Plates shall be located on both faces of trues,and piaud so their center ,2015 TPUWTCA in SCSI,copies of which will be furnished upon request. Ines coincide with Joke center lines. ' 9.Digits indicate size of plate in inches. MTek USA,Inc./CompuTrus Software 7.6.6(1L(-E 10.For basic connector piste design values sae ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KCDF #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=(-49) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 296V -15/ 59H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -107/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.0B 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 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 10in the plane of the truss only. o r` 0 I o - I 111 sr 01 2 =4 ►��' 1 M-3x4 l l ,1 1-00 'PROVIDE FULL BEARING:Jts:2,3,4 I 6-00 �Cr, GINE PRQ1 cc,�'\� 04 `N EF'9 �� 8.782 P E ��`" JOB NAME : 5019-B POLYGON - J1 '' Scale: 0.6771 • WARNINGS: GENERAL NOTES, unless otherwise noted-. V J 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 597 OREGON 0 Truss: J1 and Warnings before construction commences. building component.Applicablllly of design parameters and proper 2.2M4 compression web bradng must be!metalled where shown.. incorporation of component Is the responsibility of the building designer. ..e1 &�^ `r '¢ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et 7 /-j "l J ��j_ Is the responsibility of the erector.Additional permanent bracing of T o.c.end et 10'o.c.respectively unless bre cad throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywaf(BC). P • /t U L DINE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2>Impact bridging or lateral bracing required where shown+. /1 SEQ. : K1580997 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbiHty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment. TRANS I D: LINK design bads be applied to any component, and are for"dry conditionof use, 5,CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all soppons shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication.handling.shipment end installation of components. 7.Design assumes adequate drainage Is provided. December 82015 6.This design Is furnished subject to Betlimitations set rodh by B.Plates shall be located on both faces of truss,and placed so their center , TPL VTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10_E 10.For basic connector plate design value.see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-76) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"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" -43/ 346V -29/ 97H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -106/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.015" @ 2'- 2.2" Allowed = 0.268" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 7.50 p MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 '/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. O I-- 7 /- --of ��� � . 4 - 1 M-3x9 y y y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 I PRQFe,ss • 89782PE v'" JOB NAME : 5019-B POLYGON - J2 • - Scale: 0.6021 WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of allGeneral Notes 1.This design is based only upon the parameters shown and is for an Individual "7 -OREGON � Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper -(7ff� (� 2.Deo compression web bradng must be installed where shown+. 7S- incorporation of component Is the responsibility o!the building designer. .rsty� VI/? �'O' 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at 77 x"'11 Is the responsibility of the erector.Additional permanent bracing of 7 pc.end et 10'o.c.respectively unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PUL r't ' DATE: 12/8/2015 the overaN structure Is the responsibility of the building designer. 3.D Impact bridging or lateral bracing required where shown++ I'1`J{ SEQ.: K1580998 4.No bad should be applied to any component unlit after all bradng and 4.Installation of truss Is the responsibility of the respedNe contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS I D' LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes lull bearing at ell supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center December 8:2015 TPINVTCA In SCSI,copies of which will be furnished upon request. Anes coincide with Join canter lines. 9.Digits indicate size of Ast.3 in Inches. M7ek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-7986(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 RUDE #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=(-114) 86 TC LATERAL SUPPORT <= 12"0C. 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 BOG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 402V -43/ 136H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -80/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design,checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.102" @ 3'- 7.2" Allowed = 0.425" 5-11-11 MAX TC PANEL TL DEFL = -0.103" @ 3'- 4.8" Allowed = 0.638" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 12 --f MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 7.50 0 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. rn O O I c 01- I O lr-- 0 4 u 0 1 M-3x4 J y l 1-00 6-00 f ,<„'S),°) P R pFESS' PROVIDE FULL BEARING;Jts:2,4,3 89782PE -37_,.. JOB NAME : 5019-B POLYGON - J3 /.. -,,., , -Amor . • Scale: 0.5502 OW WARNINGS: GENERAL NOTES, unless otherwise noted. -� OREGON ".7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 21, �O.�� Truss: J3 and Warnings before construction commences. building component.Applicability 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. �� // y .\r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced el ^f J Is the responsibility of the erector.Additional permanent bracing of irNil 2'v.c.end et 10'o.c.respectNely unless braced throughout their length by /R continuous sheathing such ea plywood sheathing(TC)andfor drywall(BC). p U t DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•+ I{ 1 SEQ. : Ki5 8 0 9 9 9 4.No bad should be applied to any component until alley all bradng and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete end et no time should any bads greater than 5.DeNgn assumes trusses are to be used In a non-corrosive environment. T RAN S I D• LINK deege bads be applied to any component. and are for"dry condition"of use, 5.CompuTnos has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 8.This design Is furnished subject to the limitations set forth by B.Plates shag be located on both faces of truss,and placed so their center TpvwrCA in BCSt,copies of which win be furnished upon request. Imes coincide with joint center Imes. 9.Digits indicate sae of plate in Inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=10) 0 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2-3=(-168) 152 3-4=( -75) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net'C qpsf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 12 (il' 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 r 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), rn load duration factor=1.6, o if Truss designed for wind loads d' in the plane of the truss only. 0 i, Lo o rni IN 0 2 5 M M p 1 M-3x4 l .6 y l 1-00 6-00 1-11-11 WO PR iFF 'PROVIDE FULL BEARING;Jts:2,5,3,4 I 4 c=;3S OA N Efi', ) `S,,0o, c'‘/ 89782PE "V- JOB NAME : 5 019-B POLYGON - J4 ,"_,,,R•!. ow . . Scale: 0.5080 WARNINGS: GENERAL NOdesign is b unless on the a parameters noted: i' OREGON 1.Builder and erection contractor should be advised of al General Notes 1.Thh daslgn Is based only upon the parameters shown and is for an Individual �S ,�I O� _` Truss: J4 and Warnings before construction commences. bolding component.Applicability of design parameters and proper (% / 464F " 2.2x4 compression web bradng must be Installed where shorn+. Incorporation of component is the responsibility of the budding designer. .�J v� + • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et / la the responsibility of the erector.Additional permanent bradng of 2'o.c.end et 10'o.c.respectively unless braced throughout their length by continuous sheathing six('es ptywood eheething(TC)and/or drywall(BC). P/1' 11 DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ / �J L SEQ.: K158 10 0 0 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the.esponeibll fy of the respective contractor. fasteners are complete and at no lime should any loads greater then 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condhlon"of use. 5.CompuTrus has no control over and assume.no responsibility for the 8.Design assumes MI bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 ,-...eery. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be locarec on both laces of truss,and placed so their center December 8,2015 TPIA TCA in SCSI,copies or which will be furnished upon request. Inee coincide with Join!center lines. 9.Digits indicate size of plata In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(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: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-226) 207 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ 0H 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = =0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.03B" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" 0 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. r 0o 1- I,r :1111"li°1111°17 5irca 4 1 ,I` y y y P R r 1-00 6-00 3-11-11 '�G��D O�`sc� PROVIDE FULL BEARING;Jts:2,5,3,4 I ��NGj �NGI N c� /p2 89782PE 17_, JOB NAME : 5019-B POLYGON - J5 - • Scale: 0.4386 ' 1,.. �/ <i' /!,,)., NMI WARNINGS: GENERAL grab, only unlesso the erwise noted. ''A OREGON , 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual O Truss: J 5 and Warnings before construction commences. building component.Applicability of design parameters and proper /' n 2.2x4 compression web bracing must be Installed where shown., incorporation of component is the responsibility of the budding designer, -sy� (/4 r V 3.Additional temporary bracing to Insure stability during conatructlon 2.Design assumes the lop and bottom chords to be laterally braced el 77 -) 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing oft. ` continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). �A 1 ' �` DATE: 12/8/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• u SEQ. : K1581001 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and et no time should any bads greeter than S Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design eawmes full bearing at all supporta shown.Shim or wedge it EXPIRES: 12/31/2016 necessary. fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. December p 8,201 5 6.This design Is furnished subJed to the limitations set forth by B.Plates shall be located an both faces of 0055,and placed so their center TPIM?CA in BCSI.copies of which wlii be furnished upon request. Giles coincide with Joint center tins. 9.Digits Indicate size of plate in Inches. MiTek USA.Inc./COmpuTrus Software 7.6.6(10-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF (t16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-276) 260 3-4=(-132) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -45) 22 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -88/ 257H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -189/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT.BEING MET. 9'- 11.2" -106/ 189V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -23/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /14MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.040" @ 3'- 4.9" Allowed = 0.427" 4 MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL= -0.004" @ 11'- 10.9" 12 0MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 Mo load duration factor=1.6, • I Truss designed for wind loads oo in the plane of the truss only. r 0 I - -,, O M-3x4 y 1-00 y 6-00 5-��-11 y ."(5(5\°) PRprk120 Et `PROVIDE FULL BEARING;Jts:2,6,3,4,5 I ('��� �''�0I N1I WOv `�' 89782PE 9r JOB NAME : 5019-B POLYGON - J6 . .� " z-- *■"` • Scale: 0.3914 4111, WARNINGS: GENERAL NOTES, unless otherwise noted: C., <1) I.Builder and erection comrade,should be advised of ail General Notes 1.This design Is based only upon the parameters shown and is for en Individual '9 -OR EGO1 V O� Truss: J6 and Warnings before construction commences. building component.Appticabltky of design parameters and proper -Y/ (I 2.2x4 compression web bracing must be Installed where shorn*. Incorporation of component Is the responsibility nslbXity of Me building designer. .11� (J/1 G V 3.Additional temporary bracing to Insure slabilty during construction 2.Design assumes the top end bottom chords to be laterally braced al 77 'l J Is the responsibility of the erecter.Additional permanent bracing of T s.c.and at 10'0.5.respectively unless braced throughout their length by continuous sheathing soon as plywood sheathing(TC)and/or drywat(BC). p/�' f t DATE: 12/8/2015 the overeR structure Is the responslbillty of the buNding designer. 3.2x Impact bridging or:steral bracing required where shown•o I S�J 1. SEQ.: D,Q.: K�t1 5 8 1 0 0 2 4,No load should be applied to any component until afler all bracing end 4.InstaRatlon of truss is the responsibility of the respective contractor. LC J O v 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 bads be applied to any component. end are for"dry m.dhion-of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fti bearing al all supporta ahawn.Shim or wedge If EXPIRES: 12/31/2016 necessary, fabelcetion,handling.shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set Foch by 8.Plates shall be located on both taus of truss,and placed so their center December 8:2015 TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.Foe basic connector plate design values see ESR-1311,ESR-19138(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 10.7" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR 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"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 5-05-06 5-05-06 1' T i' 12 12 II M-9x9 7.50 Q 7.50 3 c, ,4ilIlIi ///////////////////////////////////////////////////////////////////////4iI 41 0 0 M-3x9 M-3x4 1-00 10-10-12 1-00 L ,5.N.'D ANGINEs',Y 0 :9782PE "7_,.._JOB NAME : 5019-B POLYGON - G1 Scale: 0.5269 Ir WARNINGS: GENERAL NOTES, unless otherwise noted. 40 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual A OREGON o Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper //II n 2.2x4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. �� V A V ii y A5 �Q+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be ktere Uy braced al Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'o.c.re epecllvely unless braced throughouttheir length by `NI continuous sheathing such as py /�wood sheathing(TC)and/or drywall(BC). p 1 /t DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requited where shown•• / U 1. SEQ. : K 15 810 0 3 4.No bed should be applied to any component until after all bradng and 4.installation of buss it the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment. T RAN S I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage It provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center December 8,2015 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indloate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR•1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 11.5" ICOND. 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 #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads 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 lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 4-07-12 0-03-12 T T T 12 6.00 p M-1.5x3 4 PI l J.ri I Oi O I N 2 0 " O 5 6 M-3x4 M-1.5x3 ,1 y 1-00 4-11-08 \ci0 P R,O fes, /F _o.,6,GINE, ,4 r0 2 8.782PE -71 JOB NAME : 5019-B POLYGON - H1J • . Scale: 0.5947 - / - • �• ,r _ WARNINGS; GENERAL NOTES, unleas otherwise noted: Cs"ry 40 1.Budder 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 7j(,OREGON "s Truss: H1 and Warnings before construction commences. budding component.Applicability of design parameters and proper j///, (� 2,2x4 compression web bradng must be Installed where shown.. Incorporation of component Is the responsibility of the budding designer. ,T V� V •/�[�� • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced el J ///��_ x py AS _�j.` Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end et 10'o.c.respectively unlace braced throughout their length by � ` V` continuous sheathing such as plywood sheathing(TC)and/or drywad(BC). p/A 1 I t �` DATE: 12/8/2015 the overall structure Is the responsibility of the budding designer. 3.2x Impact bridging or lateral bradng required where shown+. I`S J 1.. SEQ.: K15810 0 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss la 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 I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTnts has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta Shawn.Shim or wedge!f EXPIRES: 12/31/2016 necessary. fabrlcatlon,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December be r V p 201 5 6.This design is furnished subjects the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r TPVWTCA In BCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. S Digits indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.7(1L)-E 10.For bails connector plate design values see ESR-1311.ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-48) 52 3-5=(-150) 145 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 71 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -74/ 358V -34/ 94H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.5" -25/ 199V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/1B0 MAX LL DEFL = 0.002" 0 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" 0 2'- 8.1" Allowed = 0.295" 4-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.036" @ 2'- 6.3" Allowed = 0.442" MAX HORIZ. LL DEFL = 0.000" @ 4'- 7.7" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 7.7" 6.00 M-1.5x3 Design conforms to main windforce-resisting q system and components and cladding criteria. 3 Wind: 140 mph, h-20.4ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, s (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N rn 0 I N �I 1 Irk ���. 0 M-3x4 M-1.5x3 y l )' 4-07-12 0-03-12 y y l 1-00 4-11-08 90° P R°FeXss� 2ANGN'e' /0c; • �c `r' :9 7 8 2 P E v- JOB NAME : 5019-B POLYGON - H2 ,r "I' Scale: 0.5632 .*� / AWN 40 WARNINGS: GENERAL NOTES, unless otherwise naiad' V /'� 1.Builder and erection contractor should be advised of all General Notes 1.Thls design Is batted only upon the parameters shown and Is for an Individual 7 _OREGON O''` Truss: H2 and Wemings before construction commences, building component.Applloabl0Ny of design parameters and proper (/,( 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. �� (//N pty Ab �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chards to be laterally braced at �1 7 o.c,and el 10'o.c.respectively unless braced throughout their length byNI is the responsibil4y of the erector.Additional permanent bracing of ` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PL /�LI +� DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging o:lateral bracing required where shown++ I'� SEQ.: 8(1581005 4.No bad should be applied to any component until alter ail bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, T RAN S I D: LINK design bads be applied to any component. and are for"dry condllion'"fuse. 12/31/2016 t] !�N j {y� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at ail supports shown.Shim or wedge 11 EXPIRES: 1 G/t7 1/2O#V necessary, p fabrication.handling.shipment and installation of component.. 7.Design assumes adequate drainage Is provided. December 8 82015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center U r TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,InC.lCom UTruS Software 7.6.7 1L E 9.Digits indicate size of debt In Inches. P ( ) to.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 50 2-5=(-62) 83 3-5=(-199) 180 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-126) 110 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -78/ 413V -46/ 123H 5.50" 0.66 KDDF ( 625) LL 25 PSF Ground Snow (Pg) 6'- 5.5" -35/ 263V 0/ OH 5.50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THEr SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed 0.133" MAX TC PANEL LL DEFL = 0.130" 8 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.140" O 3'- 3.3" Allowed 0.610" 6-01-12 0-03-12 1 •1 '1 MAX HORIZ. LL DEFL 0.001" 8 6'- 1.7" 12 MAX HORIZ. TL DEFL = 0.001" 8 6'- 1.7" 6.00 ' M-1.5x3 4 rI -,/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-30, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. u� r,,--,0 I r1 o r- 1 1 0 -3x9 M 1.5x3 k y y 6-01-12 0-03-12 y ,1 ,1. 1-00 6-05-08 C-s e NGIN� 19 ft2 ,' 89782PE 7C' JOB NAME : 5019-B POLYGON - H3 Scale: 0.5257NW j WARNINGS: GENERAL NOTES, unless otherwisentheparameters noted. �A-OREGON .- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the paramelera shown and Is for an Individual -Y Q� ).- Truss: H3 and Warnings before construction commences. building component.Applicability of design parameters and proper 'l ry 2.2>t4 compression web bradng must be Installed where shown o. incorporation of component la the responsibility of the building designer. �(J� (//I Ry .15 V � 3.Additional temporary bruiting to Insure stability during construction 2.Design assumes the top end bottom chords to be throughouty braced at 7�T� '1 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et IS a.c.respectively unless braced their length by `NA continuous sheathing such as plywood sheafhing(TC)and/or dryweC(BC). p/�IJ t 0 DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+r• �`7 1.. SEQ.: K1581006 4.No load should be applied to any component unto after ell bracing end 4.Installation of truss Is the responeibility of the respective contractor, fasteners aro complete and al 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.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Ohm or wedge If EXPIRES: 12/31/2016 necessary. fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 5.ThIs design is furnished subject to the limitations set fo,h by 6.Plates shall be located on both faces of truss,and placed so their center December 8,2015 TPVWFCA In BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(114-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-10-12 GIRDER SUPPORTING 10-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 60 2-6=(-117) 1071 6-3=(-165) 1133 BC: 2x6 KDDF )#16BTR 2-3=(-1383) 233 6-4=(-117) 1071 WEBS: 2x4 KDDF STAND LOADING 3-4=(-1383) 233 LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 60 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 3.2" TO 10'- 10.7" V BC LATERAL SUPPORT 0= 12"OC. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 10'- 10.7" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -292/ 1487V -76/ 76H 5.50" 2.38 KDDF ( 625) 10'- 10.7" -292/ 1487V 0/ OH 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. 7 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 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 f f f MAX HORIZ. LL DEFL = 0.005" @ 10'- 5.2" 12 12 MAX HORIZ. TL DEFL = 0.009" @ 10'- 5.2" 177M-9x6 7.50 Q 7.50 4'0 3 Design conforms to main windforce-resisting 11.4b.N system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11 (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. k.om o P241111111.11111111111111111 11 NN-1141 o1 I 1 6M-3x4 M-3x6 I 1 y y y 5-05-06 5-05-06 y 1-00 y 10-10-12 1-00 y ,(c-D P R OFe ���� ANG NO'S' �g2- �' 89782PE �v`` JOB NAME : 5019-B POLYGON - G2 Air -do. Scale: 0.4518 AWN WARNINGS: GENERAL NOTES, unless otherwise noted: ',� C./ / 4f) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only u .- pon the parameters shown and is for Individual 777 O R E G O N p', Truss: G 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown e. Incorporation of component Is the responsibility of the building designer. �� &� r % (}, 3,Additional temporary bracing to insure stability during construction 2 Design assumes the top end bottom chords to be laterally brecetl et J � ` is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'a.c.respectively unless braced throughout their length by ` V conlinuoue shestnir,g such as plywood sheathing(TC)and/or drywall(BC). PA u t �` DATE: 12/8/2015 CpIse overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown e. !S L. SEQ.: K 1 5 8 1 0 0 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss!a Ins responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes tiles.ere to be used in a non-corrosive environment. T RAN S I D• LINK design bads be applied to any component. and are for"dry contllPon"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full tearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be'outlet:on both faces of truss,and placed so their center December 8,2015 TPIPATCA In SCSI,copies of which will be furnished upon request. lines coincide want°,center Ines. 9.Digits indicate size of piste In Inches. MiTek USA.Inc/CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-126) 111 1-4=(-62) 82 2-4=(-201) 180 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( 0) 0 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -33/ 278V -45/ 114H 5.50" 0.44 ROOF ( 625) 6'- 5.5" -37/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.133" @ 3'- 3.2" Allowed = 0.407" 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 T f '1 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.8ft, TCand.claddi=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticals) are exposed to wind, Truss designed for wind loads 11011111111111111111111111111 in the plane of the truss only. • rn ko 0 I M r•1 i c o ►�4 -f II 1 6 0 M-3x4 M-1.5x3 . )' )' 6-01-12 0-03-12 y ,,l' 6-05-08 ',.' €O RP Opp., / 4TN '*\ �` 8.782 P E 9v'' JOB NAME : 5019-B POLYGON - H4 '' Scale: 0.5029 a WARNINGS: GENERAL NOTES, unless otherwise noted: v 4J I.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter shown and Is for an Individual -s1,L OREGON ©'r Truss: H4 and blaming'before construction commences. building component.Applicability of design parameters and proper 1(/f- iqr 2.2,4 compression web bracing must be Installed where shown•. Incorporation of component Is the responsibility of the building designer. 9�� e 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 7/// 'l is the responsibility of the erector.Additional permanent bracing of 7 o.c.end e}10'o.c.raspecfNely unless braced Throughout their length byNI continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). p/�U L. DATE: 12/8/2015 the overall structure Is the responsibility of the buNding designer. 3.2x Impact bridging or lateral bracing required where shown•• /`S SEQ.: K15 810 0 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of Me 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.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes roll bearing at ail supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 82015 6.This design is furnished subject to the Ilmttetions set forth by 8.Plates shall be located on both faces of truss,and placed so their center u , TPUV TCA In SCSI,copies of which MIN be furnished upon request. lines coincide with joint center lines. 9.Digits indicate ales of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-428) 126 1-5=(-180) 330 5-2=( 0) 184 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-111) 109 5-6=(-182) 327 2-6=(-385) 151 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6-3=(-115) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"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) 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 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 4'- 4.2" Allowed = 0.377" MAX TL CREEP DEFL = -0.009" @ 4'- 3.3" Allowed = 0.503" MAX HORIZ. LL DEFL = -0.003" @ 8'- 0.0" 4-05 3-08-12 0-03-12 MAX HORIZ. TL DEFL = 0.003" @ 8'- 0.0"/ 1' ' I 12 Design conforms to main windforce-resisting 6 ao M-1.5x3 4 -, system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6"0, ASCE 7-10, l (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 2 , 1 ,4111111111ir o I .41411111111111=1 lil r of 1W=N 5 -.16 -1 M-3x4 M-1.5x3 M-3x4 y y 'I 4-03-04 4-02-04 y 8-05-08 y ,..c\ ,p PROFFS ��co-Cc-ANG I N��� s/a� 8•782PE 9� • JOB NAME : 5019-B POLYGON - H5 '' • Scale: 0.4635 a•• ,/ - ,.... WARNINGS: GENERAL NOTES, unless otherwise noted CI 40 1.Builder and emotion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual , , 17OREGON o T r'.i S S: H5 and Wam Ings before construction commences. building component,Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown•. Incorporation of component Is the responsibility of the building designer. ..ary� (.11 r 9"&,<Z'fir e-ANI emporaryracInsure s 3.Additional tbracing to Itability during construction 2.Design assumes the!np and bottom chards to be laterally braced at 7 "1 J is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c respectively.,ty unless braced throughout their length Iliaby continuous sheathing such es plywood sheething(TC)and/or drywell(BC). p/l U tL + DATE: 12/8/2015 the overaA structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a / SEQ.: K 1 5 810 0 9 4.No load should be applied to any component until aIer all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design Wads be applied to any component. and ere for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. 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 December 8,2015 TPI/W1CA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #14BTR LOAD DURATION INCREASE = 1.15 1-2=(-137) 115 1-4=(-62) 82 2-4=(-202) 186 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=( -10) 5 WEBS: 2x4 ROOF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -33/ 277V -46/ 116H 5.50" 0.44 KDDF ( 625) 6'- 5.5" -40/ 266V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.131" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.144" @ 3'- 3.3" Allowed = 0.610" MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6-01-12 0-03-12 1' 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, End vertical(s) are exposed to wind, ....iiiiiarlii Pi Truss designed for wind loads I in the plane of the truss only. N I �O O I m rn o l I' iii c, ►1 ..-:-..-.....14 -/ I 1 0 M-3x4 M-1.5x3 l i, y 6-01-12 0-03-12 J• y 6-05-08 s,,,gPRp4 <� Gssb N � ' /0 tiA �� :9782PE ,-- JOB NAME : 5019-B POLYGON - H6 40 ./ Scale: 0.5029 / MN WARNINGS: GENERAL NOTES. unless otherwise noted: ,, C/' 40 4') 1.Builder and erection contractor should be advised of all General Notes 1.Thle design is based only upon the parameters shown and is for an Individual A �ji-OREGON O" Truss: H6 and Warnings before construction commence., building component.Applicability of design parameters and proper • Lir '(�/ 2.2x4 compression web bracing must be Installed where shorn+. incorporation of component is the responsibility of the building designer. 9� (JA� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be laterally braced at 7 'l �� Is the responsibility of the.radar.Additional permanent bracing of 2'o.c.and et 10'c.c.rmob as respectively unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). J."J� t DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 L" SEQ. : K 15 8 1 0 1 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 et no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTnrs has no control over and assumes no responsibility for the 6.Design assumes hill bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December Q B,2 01 5 8.This design Is furnished subject to the limitations set forth by o.Plates shag be located on both faces of truss,and placed so their center TPINYrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6,7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-198e(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-327) 312 3-4=(-193) 155 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=) -79) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -103/ 301H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -166/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -151/ 266V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -59/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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" hit MAX TC PANEL LL DEFL = 0.043" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.005" @ 13'- 10.9" MAX HORIZ. TL DEFL - -0.005" @ 13'- 10.9" 12 4 Design conforms to main windforce-resisting 7,50 system and components and cladding criteria. hi Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 1 o M-3x4 1-00 6-00 7-11-11 N� -Lys, (PROVIDE FULL BEARING;Jts:2,6,3,9,5 I / � � O `/ 89782PE fir' JOB NAME : 5019-B POLYGON - J7 Scale: 0.3418 WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ' OREGON ' Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper r)� 2.2x4 compression web bredng must be installed where shown s. Incorporation ration of component Is the recponsibllty of the budding designer, �� G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chorda to be laterally bated at 7 is the responsibility of the erector.Add'Ab nal permanent bracing of 2'cc.and at 10'o.c.respectively unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)and/or drywal(8C). pJ�t ' DATE: 12/8/2015 the overall structure Is the responsibility of the building designer, 3.2s impact bridging or lateral bradng required where shove + A u S EQ,: K 1 5 o 10 11 4.No bad should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. X 1 J O fasteners are complete and et no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at el supporta shown.Shim or wedge if EXPIRES: 12/31/ 201 6 necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located o r both faces of truss,end placed so their center December 8,2015 TPINJTCA In SCSI,copies of which will be furnished upon request. Gree coincide with joint center lines. 9.Digits Indicate size of plata In Inches. MITek USA.Inc./CompuTrus 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 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-381) 365 3-4=(-241) 205 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-141) 111 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -52) 24 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -119/ 346H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF SBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -196/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -139/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -128/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J 10-08-10 5-03-G1 ,1' f a 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 = 0.042" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 5 MAX HORIZ. LL DEFL = -0.006" @ 15'- 10.9" �7 MAX HORIZ. TL DEFL = -0.006" @ 15'- 10.9" M-3x5(S( Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, rt Truss designed for wind loads o in the plane of the truss only. c 0 I 0 O 1077.01.1.1111111111111111111111111111111111111.1===.7..,.3..1 -! I 0 M-3x4 y y y c;" ,..‘G, P R pFess 1-00 6-00 9-11-11 .` �NGIN �C� /0* 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I "r./ ` :9782PE r Ct." JOB NAME : 5019-B POLYGON - J8 Scale: 0.2934 Ir WARNINGS: GENERAL NOTES, unless otherwise noted: C,/��r h 1.Builder and erection contrador should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual - ' -O R E G 4 N s.�,,, Truss: J8 and Warnings before conetrudbn commences. building component.Applicability of design parameters and proper j/ 11"2- `( 2.2a4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the Desisting designer. .e94,Alpi y A r , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom dards to W laterally braced at 7 f J is the responsibility of the erector.Additional permanent bracing of 410/0 / 7 c.c.end et 10•ca.rsuch a.eiy unless braced throughout their length by //may+ DATE: 12/8/2015 the overall structure is the responsibility of the building designer. continuous sheathing or such as adng rplywooe air a where s and/or drywap(BC). A U L 3.2x Impact brldging or lateral bracing required where rhown++ SEQ.: K158 1 0 12 4.No bad should be applied to any component until after all bracing and 4.Installation of trues is the reaponalbilty of the respectNe contractor. fastened are complete end al no time should any bads greater then 5.Dedgn assumes trusses are to be used In a noncorrosive environment, design bads be appled to any component. and are for"dry condition"of use. TRANS I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge It EXPIRES: 12/31/2016 5.CompuTrus has no control over end mums no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adecuatd drainage le provided. December O 6.This design is furnished wk.!to the limitations set forth by 8.Plates shat be located on both taus of true,and placed so their center ,2015 TPWt?CA In BCSI,copies of which will be furnished upon request, lines coincide with Ion:center lines. 9.Digits indicate size at Aida In inches. MITek USA,Inc,/CompuTrus Software 7.6.6(1L)-E 10,For basic connector piste design values see ESR-1311,ESR-1968(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/Cil=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-435) 419 3-4=(-289) 254 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-202) 169 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -82) 47 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -134/ 393H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -204/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) 9'- 11.2" -133/ 225V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -170/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -60/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 7-03-14 10-07-13 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL - -0.008" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 17'- 10.9" 5 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 F7 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, , Truss designed for wind loads 6 in the plane of the truss only. r- M-3x5(5) o 3 0 L r-v I M-3x4 �y � l y ` CNf 1-00 6-00 11-11-11 �� '9Q1- 'PROVIDE FULL BEARING;Sts:2,7,3,4,5,6 ' 8 9 7 8 2 P E �` JOB NAME : 5019-B POLYGON - J9 � '/�^J{ • Scale: 0.2718f \ / L 7 WARNINGS: GENERAL NOTES, unless otherwise noted. C/ 10 1.Builder and erection contractor should be advised of all General Notes 1.This design I.based only upon the parameters shown and is loran individual VA OREGON �b Q,., Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper I('� 2.2x4 compression web bracing must be Installed where shown+. Incorporation or component Is the responsibility of the building designer. 9� �^ r V 4Q 3.Addttlonal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda!o M leleragy braced at 7 ^f J 7 o.c.end at 10'c.c.raspectNely unless braced throughout their length byir ` Is the responslbllity of the erector.Additional permanent bracing of continuous sheathing such /�as plywood sheething(TC)and/or drywsli(BC). p U L DATE: 12/8/2015 the overag structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ 1 S E K 15 81013 4.No bad should be applied to any component until after all bracing and 4.Installacon of truss Is the responsibility ethe respective contractor. Q fasteners are complete and at no time should any beds greater than 5.Design assumes truseea ere 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 6.Design assumes hill bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. febelcation,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December V p V 2/l 1 5 6.This design Is furnished subject to the limitations sal forth by 8.Plates shag be located an both faces of truss,and placed so their center TPINVTCA 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(1L)-E 10.Fm basic connector plate design values see ESR-131 1,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-486) 470 3-4-(-340) 305 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-248) 217 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-137) 106 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -49) 23 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -150/ 439H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -210/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -139/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -160/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -127/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 7-03-14 12-07-01 "ND. 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" 6 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" 8 3'- 7.4" Allowed = 0.427" ' MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.010" @ 19'- 10.2" MAX HORIZ. TL DEFL = -0.010" @ 19'- 10.2" 5 12 Design conforms to main windforce-resisting system and components and cladding criteria. 7.50 177 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '" load duration factor=1.6, 4 iiiiiiiiiiiiiiiiiiiii1 I Truss designed for wind loads O, in the plane of the truss only, 0 M-3x5(5) , 3 ko O 4.111111111111111.1111111.11111111111111111.11.1 = e_. I M-3x4 .,c,,,o) P R()Fe, �g� Gy y y ` �N /p 1-00 6-00 13-10-15 iS y 65 I„. -7 (PROVIDE FULL BEARING:Jts:2,8,3,4,5,6,7 I `( •9 7 8 2 P E %- JOB NAME : 5019-B POLYGON - J10 - Scale: 0.2468 WARNINGS: GENERAL NOTES, unless otherwise noted: (I' 10 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 -y,L OREGONno" Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper Y//,, V 2.2u4 compression web bradng must be Inatalbd where shown+. incorporation of component Is IM responsibility of the buNOing designer. 1:9 C/I R y 1 3.Additional temporary bracing to insure stability during construction 2.Design sesames the tug and bottom chards to be laterally braced at 77 f' ''''77 't J is the responsibility of Me erector.Additional permanent bracing of 7 o.n,and at 10'o.c.respadNety unless braced throughout thea length by /f N continuous sheathing such as plywood sheathing(TG)and/or drywal(BC). i P/1 U t DATE: 12/8/2015 the overall structure is me responsibility of the bu%ding designer. 3.2x impact bridging or lateral bracing required wfiere shown... f"1 L SEQ. : K 15 81014 4.No bad should be applied to any component until aIle,aN bracing end 4.Insla%albn of trues is the responeibilty of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses we to be used In a non-corrosive environment, design beds be applied to any component. end ere for"dry condition"of tree. T RAN s I D: LINK Design assumes hill bear'ng al aN supports shown.Shim or wedge if EXPIRES: 12/31/201 fi 5.CompuTrus has no control over end assumes no responsibility for the necessary. fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. December C7 p 2 0 1 5 8.This design Is furnished subject to the limitations set forth by 8.Plates she%be located on both faces of truss,and placed so their center r TPI/WTCA in SCSI,copies of which coil be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MTek USA,Inc.)CompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-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 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 301V -15/ 59H 5.50" 0.48 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" .( .� MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 'r Truss designed for wind loads in the plane of the truss only. OI 2 I�� 4 W=N M-3x.9 y y y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 c,\ED PR Gress �NGIN :9782PE JOB NAME : 5019-B POLYGON - SJ1 Scale: 0.6822 ,-tor Alli WARNINGS: GENERAL NOTES, unless otherwise noted. (/ / 1.Bolster and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is for an Individualw -74Z/ j� •RE G V N Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper !ice / 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. .A� C/A C_ � py 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bosom chords to be laterally braced et 77 ,l :J Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'a.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). P/1 ul " DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• / 1 SEQ.: K 1 5 0 1 0 1 6 4.No bad should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. 1 O fasteners are complete and st no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. T RAN S I D• LINK design bads be applied to any component, end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If necessary. EXP!RES: 2/31/2016 fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 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 December 8,2 15 TPIM?CA 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 7.0.6(1L)-E ro.For basic connector plate design values see ESR-1311.ESR-1985(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-33) 28 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -11/ 30H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -29/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE S2ATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.165" 12 .50 [ MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 11 IMMO 31E130 M-3x4 y y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 � c(,- PR 0pe_, N- N� i�2 `rte :9782PE v" JOB NAME : 5019-B POLYGON - SJ1X Scale: 0.7389 _ WARNINGS: GENERAL NOTES, unless otherwise noted: v OREGON " 1.Builder and erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters shovel and is for an Indivklual '"�/11Z, a Truss: SJ1X and Warnings before construction commences, building component.Applicability of design parameters and proper '1,/ 2.2x4 compression web bradng must be Installed where shown•. Incorporation of component Is the responelb�llty of the building designer. 1A�y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 77 'l J^r J Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and.010'o.c.respectivety unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywef(BC). f 1 DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging cr lateral bracing required where shown l J L. SEQ.: K 1 C 8 1 0 17 4.No load should be applied to any component until after all bracing and 4.Installation of truss.a:he responsibility of the respective contractor. J O fasteners are complete and et no time should any bads greater than 5.Design assumes hisses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for-dry condition'of use. r� rr�� 5.CompuTrus has no control over and assumes no responsibility for the necessary,6.Design assumes bearing at as supports shown.Shim or wedge II EXPIRES: 2/J /2016fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December r 8 20 q5 1 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 lJ i J TPIANTCA in SCSI,copies of which wig be furnished upon request. lines coincide with Join center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-81) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -29/ 97H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -4/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -51/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7.50 [7- MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 3 • MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 0 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, ri (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads '-' in the plane of the truss only. N O INI 1 M-3x4 .l ,1 ,k y 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 Q :9782PE �," JOB NAME : 5019-B POLYGON - SJ2 ,,+ Scale: 0.7074 ,.,07 WARNINGS: GENERAL NOTES, unless otherwise noted. C., : 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and la for en Individual "A, •FR E G O N o Truss: SJ2 end Warnings before construction commences. building component.Applicability of design parameters and proper v//,, 2.ac4 compression web bracing must be Installed where shown•. Incorporation of component is the responsibility at the budding designer. .A� VR ( �� 3.Additional lemponry bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced el 7 �7 J Is the responsibility of the erector.Addlllonal permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P/1 UL DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact beeping or lateral bracing required where shown•• / SEQ. : K1581018 4.No load should be applied to any component until alter all bracing and 4.Inelallallon of truss la the responslbAty of the respective contractor. fasteners are complete and al no lime should any loads greater than 5.Design assumes irussee are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrue hes no control over end assumes no responsibility for the 6.Design assumes NII bearing al a8 supports shave.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication.handling.shipment end installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed w their center December 8,2015 TPI/WTCA In 8051.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.JCompuTrus Software 7.6.6(11}E 10.for basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=(-76) 53 1-3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -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 7.50 177 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX 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 11system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. in 0 0 I N 0 o IMM- 31�i M-3x4 y y y 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:1,3,2 I � Q•0P R 046, t-S ��D �C,9 GIN D0 `..c.- 89782PE �v" JOB NAME : 5019-B POLYGON - SJ2X Scale: 0.7737 f WARNINGS: GENERAL NOTES, unless otherwise noted: (✓ 4J 1.Builder and erection contrador should be advised of all General Notes 1.ThIs design is based only upon the parameters shown and is for an individual 7 /O� REGON o'' • Truss: SJ2X and Warnings before construction commences. building component.Applicability of design parameters and proper V (y 2.2x4 compression web bracing must be Installed where shown*. Nr- incorporation o}component Is the responsibility of the building designer. =T, /►r.., �V �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at 7 'I fl is the responsibility of the erector.Additional permanent bracing of 7 a.c.end at 10'e.c.respectively unless braced throughout their length by 'fr continuous sheathing such as plywood sheathing(TC)and/or drywsY(BC). " '. t'L r DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.... J`{ J SEQ.: K.1 C 8 102 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 contradar. 1 J fasteners are complete and el no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition'of use. 5.CompuTrus has no control over end assume.no responsibility for the 6.Design assumes full bearing at Ca supports shown.Shim or wedge It EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December p L S,2015 8.This design le furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMrrCA In 13C51,copies of which will be furnished upon request. knee coincide with joint center lines. 9.Digits Indlute size of plate in Inches, MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E in,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 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-120) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -30/ 310V -43/ 136H 5.50" 0.50 KDDF ( 625) -47/ 153V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -79/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 12 3 '" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 7.50 1 ,' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" I 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, oTruss designed for wind loads I in the plane of the truss only. 0 u, 0 I 0 1 10. 1.1 4 1111110 M-3x4 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 .<<, '9,°D P R 0 6,5,,ss ��~� �NGINER /0 89782PE �r JOB NAME : 5019-B POLYGON - SJ3 Scale: 0.5954 //)t,?.. ' WARNINGS: GENERAL NOTES, unless otherwise noted. 4 J 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is loran individual v2 OREGON o Truss: S J3 and Warnings before construction commences. budding component.Applicability of design parameters and proper J 2.sed compression web bracing mus be installed where shown+. Incorporation of component Is the responsibility of the building designer. -7,9 'Al R y A r 1 Q� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap and bottom chords to be laterally braced at 'Al J �!. is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10'o.c,respectNely unless braced throughout their length by `(/ continuous sheathing such as plywood sheathing(TC)andtor drywell(BC). P/1 U t P DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2r Impact bridging or!were!bradng required where shown++ /`} {. SEQ. : K 15 810 2 2 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 ere complete and at no time should any loads greater than 5.Design assumes trusses Scrto be used in non-corrosive environment TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary, p fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December H,201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WfCA in SCSI.copies of which will be furnished upon request. lines coincide with joint tender lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate:resign values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-162) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 251V -58/ 175H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -118/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -106/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '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" 6' MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 12 , MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads f1 in the plane of the truss only. 1 2► 4► M-3x9 y y y y 1-00 2-00 5-11-11 PR04 'PROVIDE FULL BEARING;Jts:2,4,3 ' S r�'<ANG I N 14 `SU 89782PE r' JOB NAME : 5019-B POLYGON - SJ4 Scale: 0.5080ANN WARNINGS: GENERAL NOTES, unless otherwhe noted: V OREGON t.Builder and erection contractor should be advised of al General Notes 1.This design N based only upon the parameters shown and is for an Individual -? O Truss: SJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 'j ,,, (12 2.2x4 communion web bracing must be Installed where shown+. incorporation of component Is me responsibility of the bulling designer, 17,9'"'!/► y I� , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to W laterally braced al 7 Is the responsibility of the erector.Additional permanent bracing or 7 n.c.and at IS o.n.respectively unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 2scoImpact sheathing lasuteral as acing re airedsheatwhere s and/or drywaN(SC). SCJ/1 t 3.2x Impact bddging or leterst bracing required where shewn++ �`1 4» SEQ.: K15810 2 3 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is lire responslbtlty of the respective contractor. fasteners aro complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes o responsibility for the 8.Design assumes fait bearing et al supports shown.Slim or wedge If n EXPIRES: 12/31/2016 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December Q 8.This deign N furnished subject to the limitations set forth by 8.Plates shall be bated on both faces of truss,end placed so their center ,2015 TPVWTCA M SCSI.copies of which will be furnished upon request. lines coincide nob)olnt center lines. • 9.Nils Indicats size of piste In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate deign values see ESR-1311,ESR-1988(Miles) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5,5" 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 WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. M-1.5x4 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:Truss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCJRRENTLY. 8-01-12 0-03-12 '( 1' '( 12 4.00 I M-1.5x3 iiiF 1 ea O I fh rn i 01 1 - �- 0 5 M-3x4 M-1.5x3 y .y y 1-00 8-05-08 �.. PRp ass �<- 89782PE yr JOB NAME : 5019-B POLYGON - P1 .,,� -+w" • • Sale: 0.5764 NEW WARNINGS: GENERAL NOTES, unless otherwise noted. C,/ 41) 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, OREGON o Truss: P1 and Warnings before conslructbn commences. building component.Applicability of design parameters and proper //' �y 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component la the responsibility of the building designer. I� V/N ty 1 G' �r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et 7 "1/Y J ` is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'°,c.respectively unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)and/or drywsll(BC). PA U t �` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*.. 1 l. SEQ. : K1581024 4,No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. and are for`dry condNlan"of use. 5.CompuTn/s has no control over and assumes no responsibility for the 6.Design assumes h.�l tearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be moister on both faces of truss,and placed so their center December 8,2015 TPW✓TCA in BCSI,copies of which vaN be furnished upon request. lines coincide with lo,center lines. 9.Digits indicate size of plat°In Inches. MiTe k USA,Inc.(CornpuTrus Software 7.6.6)1L)-E 10.For basic connect rr pi;le iesign values see ESR-1311.ESR-1988(Weld • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-52) 69 3-5=(-264) 182 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-109) 89 WEBS: 2x4 KDDF STAND 3-4=) 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -85/ 491V -36/ 107H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 5.5" -41/ 347V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 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" T 1 MAX HORIZ. TL DEFL - 0.001" @ 8'- 1.7" 12 4.00 v Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 9 3 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, s (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), = load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r-I M-3x4 M-1.5x3 y >y y 8-01-12 0-03-12 � k y 1-00 8-05-08 � � • ��NS R °"• •9782PE JOB NAME : 5019-B POLYGON - P2 -do' Scale: 0.5264 AWN WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for en Individual OREGON ^�V J Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper jam//� 2.2x4 compression web bradng must be installed where shown+. Incorporation of component la the responsibility of the building designer. � „ �G I • 3.Additional temporary bracing to Insure stability during construction 2.Dadgn assumes the top end bottom chorda to M laterally braced at 77 "1/^i J ��jV_ is the responsibility of the erector.Additional permanent bracing of o.c.end el 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywnN(BC). pJ�U L DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where'howl* /'� SEQ.: 1(1581025 4.No load should be applied to any component unlit after aN bracing and 4.Inetallatlon of truss Is the responsiblhty of the respectNe contractor, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. end are for"dry condition"of use. • 5.CompuTrue has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge if necessary. EXP 1 R E S: 12/3112016 fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center De ee m b e r 8,2015 TPI/WTCA In BCSI,copies of which WIN be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA.Inc,/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Mi. Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 s 1 Iti I2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0'1/16" ite4 wide truss spacing,individual lateral braces themselves o IAIWEBS may require bracing,or alternative Tor I ., p bracing should be considered. 1.14Nor O O= 3. Never exceed the design loading shown and never A U stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 C5-6 designer,erection supervisor,property owner and plates 0-'Agfrom 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 1i_ 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that y� Indicated by symbol shown and/or SYP represents values as published specified. i by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved;new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 4,111* Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek All Rights Reserved approval of an engineer. 'IMMINIEr reaction section indicates joint 17.Install and load verticallyunless indicated otherwise. IIIIM.6..JM 1111M [III number where bearings occur. Min size shown is for crushing only. =NM R, 18.Use ofreen or treated lumber may y pose unacceptable ►= environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: National Design Specification for Metal Ill19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. e is not sufficient. BCSI: Building Component Safety Information, il'e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013