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Plans (61) r U\c- WO-- MIN Mile 1 Ls ,Th'L_IvC) "Svk, -6,MCNr\--AkkA‘L,O. Milek® MiTek USA, Inc. 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very trulys, 6...e... 5 �G../:a/e avid Baxter, P.E., S.E. Sr. Structural Engineer ,tie`t0 PRQFFss MiTek USA �� 0�GINEF9 /Q2,9 DB :9200PE <' .0-11111.11:-A5 or• yG 4/.OREGONN� tL /0 r 14, 20�Q-� 12/06/2017 RR1Lk- EXPIRES: 12-31-2019 1 -- mil,„ MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-41 0_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: R46042160 thru R46042189 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. ,��EO P R Opts s �co �G1NEFR Vo 44, '' 83640PE of 9 OREGON 0y0�'q R Y 12 20\\ S.ON Di•: T ture EXPIRATIO 1 moi,-31-16 December 4,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R46042160 PL15-410 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 14:38:35 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-huOn6uBARNZdmzBuephdGZCS83xUo0d2pG3Aj2yCcwl 1-0-0 1.15x3 II 1 3x4= 5 2 Scale=1:13.2 -.111 : d N 1 Ill II Mr '/ 4 " 3 1.5x3 II 3x4= I 1-3-0 I 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 Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc 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(plf) Vert:3-4=10,1-2=100 Concentrated Loads(Ib) Vert 5-277(F) PROFFS 44/ -9 F9sio�� >640PE OP e y ORE 41110,o C 0 y, ' iY122 \- °0so0N ° Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 8 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE P011-7473 rev.10/03/2015 BEFORE USE. ill 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek(` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSI/SPit 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 R46042161 PL15-410_UPPER F02 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:37 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-dGWXXaDRy_pLOHLGIEk5L_IrvsX7GsYLHaYHoxyCcwG 0-1-8 H F- 9-7-11 7-111 1-2-0 1 p-8-711 1-2-0 1 p-11-131 Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 =5x8 II 5x6 II 4x6 II 5x6 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 42 `L L __• / ` / ! 1'< Y' ! !� \ N- e� el •cr o 'o o c m �/ e e e IJ. �� d 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 5x6 II 6x8 II 6x8=3x6 FP= 5x6 II 5x6 II 3x6 FP=5x6 II 6x6= 6x6= 1.5x3 = 6x6 = 5x6 II 11-8-3 I 10-6-3 11-1-1 I 23-8-0 10-6-3 0-7-0 11-11-13 0-7-0 Plate Offsets(X,V)- 133:0-3-0,0-0-01,135:0-3-0,0-0-01,[41:0-1-8,0-0-81,142:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 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 >946 360 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.06 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:208 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.18:Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 41=1737/0-5-4,26=1459/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2051/0,3-4=2051/0,4-5=-3812/0,5-6=-3812/0,6-7=5347/0,7-8=-5347/0, 8-9=-5347/0,9-10=6065/0,10-11=6065/0,11-12=5950/0,12-13=5950/0, 13-14=5686/0,14-15=-5686/0,15-16=5170/0,16-17=5170/0,17-18=-4309/0, 18-19=-4309/0,19-20=4309/0,20-21=3117/0,21-22=3117/0,22-23=-1698/0, 23-24=1698/0 BOT CHORD 40-41=0/1092,39-40=0/2962,38-39=0/4608,37-38=0/4608,36-37=0/6012,35-36=0/6065, 34-35=0/6065,33-34=0/5950,32-33=0/5950,31-32=0/5461,30-31=0/4820, 29-30=0/3743,28-29=0/3743,27-28=0/2438,26-27=0/906 WEBS 2-41=2000/0,2-40=0/1848,4-40=1755/0,4-39=0/1638,11-34=268/0,24-26=1676/0, 24-27=0/1526,22-27=1425/0,22-28=0/1308,20-28=1207/0,6-39=1533/0, 6-37=0/1423,9-37=1354/0,9-36=0/258,20-30=0/1090,17-30=985/0,17-31=0/673, 15-31=562/0,15-32=0/433,13-32=493/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. Q�.©<(. PROF Fc, 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)41 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �Co ENGINE. /O of bearing surface. ,� 29 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 <t- 8 s40PE 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 7-5-12,and 177 lb 411 �% down at 16-0-4 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). F OR fON ':� LOAD CASE(S) Standard O �y ��RY122 \.4 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 OO O Uniform Loads(plf) SOC) Vert:26-41=-8,1-25=80 Digital Signature Concentrated Loads( ( EXPIRATION DATE: 12-31-16 9=-965(B)17 Vert: =177(6) December 4,2015 t , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 rev.10/03/2015 BEFORE USE. MN. Design valid for use only vrith 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 6 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/T1.l1 Quardy Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N-Lee Street,Suite 312,Alexandria,VA 223)4. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042162 PL15-410_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 14:38:38 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-5T3wIwD3jIxCdRwTJxFKuBgOnGxW?FoUVEIrKNyCcwF I 1-7-0 I I 1-9-0 I Scale=1:17.8 6x6= 34 II 3x6 II 3x6 II 3x6 II 3x6 II 1 11 2 3 4 12 5 13 6 e o -a d d N A e e F� K u X� to 10 9 8 6x6= 5x6 II 3x6 II 6x6= I 94-0 I 9-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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+Flood ivp(balenrPst):Lumberincreasel=i 00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-10=10,1-6=100 ¢0) PR QFF ConcentratedVert:4—132(F)3=-132(F)2=132 F)11=276 F 12=132(F)13=132 F GJ.) GINE,&-.t ) t t ) t ) CO. �N F'g 02-9 8 .40PE f OP -v A.ORE +'N ... Oh.O• �A R 1 2 204 O SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 if NI.A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TRH Quality CrHeria,DSB-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042163 PL15-410_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:39 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-ZfdlyFEhUc33FbVftfmZRPNA2g9Qke0eku 1 OsqyCcwE I 1-10-4 11 1-9-0 1 01-8 Scale=1:41.8 3x6 FP= 3x6 FP= 1.5x3= 4x6 I I 4x6 I I 4x6 II 1.5x3= 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1e1 Lc,: rii ®sr 27 N _/ \, \ / "f./ \1_!/4.\ ! / ! / / \..-aNI1 26 25 24 23 22 21 20 19 18 17 1.5x3 I I 4x8= 3x6 FP= 3x5= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 23-11-12 I 23-11-12 Plate Offsets(X,Y)— 127:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ud 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. P R 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). \�.( ,Jc'G'N��F0's/O LOAD CASE(S) Standard �C? �' R 4- 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Q 8 +40 P E f Uniform Loads(pit) Vert:17-25=-8,1-16=80 Concentrated Loads(Ib) .,/ - Vert:28=-20(B) -7 ORE ioN r.� OyOUgRY 12,20�0 � SOONA Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPI1 QuaMy 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 R46042164 PL15-410_UPPER F05 FLOOR GIRDER 1 1 Job Reference(ootionall Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:39 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd I1-ZfdlyF Eh Uc33FbVftfmZRPNCmgI Okpdeku l OsqyCcwE 1-2-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 N 7 ; . / 4 3 1.5x3 II 3x4= I 1-5-12 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=74/Mechanical,3=74/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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• p ROrF �`� GSd' � EE / r�� R �2 8 +40PE pv O y ORE �N '.� 0y�&'1 RY 12 2°�� ° SOONO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. NI. Design valid for use only with MiTek©connectors.This design is based only upon parameters shown,and a 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 Milk. is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/MPl1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042165 PL15-410_UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:40 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-2r8g9bFJFvBwtl4rQMHozcwNZ4eeTGNnzYnxPGyCcwD 0-H8 Scale=1:39.4 3x6 FP=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 e O O O O O O O O O D O O m 0 O O O O 0 42 d o N I N Wilk"..* - - _ - - - _ _ - 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-8-0 1 4-0.0 1 5-4-0 1 6.8-0 I 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-4-0 1 22-8-0 123-11-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Hoa(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.t&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 23-11-12. (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. ��?'�° PR°FFss co NGINEF'9 �O ct- 88 >.40PE �r" • `y OR SON •.9 Oy0U'QRY 12 ,-.\4 ll O sOON Digital Signature I EXPIRATION DATE: 12-31-16 December 4,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. IMM., 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/D.11 Qualify CrBeria,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 R46042166 PL15-410_UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:41 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-W212NxGxODJnUvf1_3o1 WgSZdT_uCjdwCBWVxiyCcwC 0.1148 Scale=1:38.9 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 • ❑ 0 0 0 0 2 2 •0 B C 2 2 m 0 0 ❑ 2 0 • 42 a 8 0 0 2, N a 41 s_ 0 6 6 e 6 6 2 2 6 6 a 6 c e 5 - ;5 Vi ■ 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= I 1-4-0 I 2-8-0 i 4-0-0 1 5-4-0 1 6-8-0 I 8-0-0 I 9-4-0 I 10-8-0 1 12-0-0 1 13-4-0 I 14-8-0 I 16-0-0 1 17-4-0 1 1&8-0 1 20-0-0 1 214-0 1 22-8-0 X23-8-01 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 1-0-0 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 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:111 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 23-8-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,35,34,33,32,31,30,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. Qc�c,� �NGINEF9 `riO9C' 8 •40PE • y OR SON 0 06/ UgRV A2 2 \ C VV soot ) Digital Signature EXPIRATION DATE: 12-31-16 i December 4,2015 e __mit t A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1F7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Pit Qualify Cdteda,DSB-89 and SCSI Belding 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 R46042167 PL15-410 UPPER F09 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 14:38:42 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1_EJQaHGZnXRd62EEYnJG21?fptJUx8a4QrG2T9yCcwB 2-6-0 I 1-8-12 I 1-8-12 1 0-013 Scale=1:17.6 3x4 I I 3x4= 1.5x3 I I 3x6= 3x4= 1 2 3 4 5 aJ e e I a 11 e 1.5x3= 0 d o N d N e 1.5x3= - -e. I _ v 10 I 9 8 7 6 1.5x3 II 3x6 = 3x5= 3x6= 7-2-12 9-4-0 7-2-12 I 2-1-4 Plate Offsets(X,Y)— 11:Edge,0-1-81,15:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Norz(TL) -0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 9-4-0 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 6-0-0 oc bracing. REACTIONS. (lb/size) 9=118/7-4-4,8=204/7-4-4,7=999/7-4-4 Max Uplift9=-34(LC 4),8=-74(LC 4) Max Gray 9=183(LC 3),8=340(LC 3),7=999(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/280,3-4=0/280,4-5=0/500 BOT CHORD 7-8=-500/0 WEBS 4-7=-507/0,2-8=-381/0,4-8=0/339,5-7=699/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 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)336 lb down at 9-1-12 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). LOAD CASE(S) Standard <('4. . P R O�Fss 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 SCJ �G I N FSR /O Uniform Loads(plf) C? Vert 6-9=-8,1-4=-80,4-5=-180(F=-100) 4G 2'7 Concentrated Loads(Ib) 8 •40PE Vert:5=-336(F) OF - 1110 C) y ORE ii N r.. 0 'i'&gRY 12 2°�� 00 SOON O Digital Signature i EXPIRATION DATE: 12-31-16 December 4,2015 e e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2018 BEFORE USE. 1- Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Catena,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 R46042168 PL15-410_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:42 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll_EJQaHGZnXRd62EEYnJG21?kKtK6xAr4QrG2T9yCcwB OM 1 2 3 4 5 6 Scale=1:12.8 14 0 0 N • .—. — — 13 12 11 10 9 8 7 1 1-4-0 l 2-8-0 I 4-0-0 5-4-0 l 6-2-12 l 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) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 6-2-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (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. �tiR�p PR OF4- wc. � SS co NGINEFR AL2 8 :40PE 91- dir i tz -57,,_ORE . N. C)5,, Uq RV 12 `ZO\C? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Itill 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 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 R46042169 PL15-410_UPPER F11 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:43 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-SQtpodHBYgZUkCoQ6UgVbFXsJHZngVCDtV?c?byCcwA 0-1-8 HI 1-8-12 1 1 2-2-0 1 2-6-0 I Scale=1:39.0 3x4= 1.5x3= 1.5x3 II 1.5x3= 3x4 11 3x5= 1.5x3 11 3x4= 1.5x3 11 3x4= 3x6 FP= 3x5= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 20 :1\/ -N44... V 4N 07 -NINN. 7 -N....m - ..y 18 17 16 15 14 13 12 1.5x3 II 3x6= 3x6 FP= 3x8= 3x5= 3x6= 3x4= 2-2-12 1 1-11-12 2-1/1 22-4-12 1 1-11-12 0-14 20-2-0 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.12 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.20 14-15 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-17. REACTIONS. (lb/size) 12=849/0-2-12,17=1434/0-5-8 Max Gray 12=878(LC 4),17=1434(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=0/411,2-3=0/411,3-4=-1688/0,4-5=-1688/0,5-6=-2365/0,6-7=-2365/0,7-8=-1815/0,8-9=-1815/0, 9-10=-1815/0 BOT CHORD 16-17=-122/874,15-16=-122/874,14-15=0/2167,13-14=0/2232,12-13=0/1066 WEBS 1-17=-573/0,10-12=1321/0,10-13=0/928,7-13=-517/0,5-14=0/295,5-15=-642/0,3-15=0/1060,3-17=-1289/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 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)336 lb down at 0-2-4 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). LOAD CASE(S) Standard 03 PR Op 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 cwv\ FSS' Uniform Loads(Of) �`o� �NG)N�F9 `S/p Vert:12-18=8,1-11=-80 �G� 29 Concentrated Loads(Ib) Ct. 8 •40 P E Vert:1=336(F) AO y ORE oN r.. OyO�g Ry 12 `ZO4C? O SOON Digital Signature 1 EXPIRATION DATE:12-31-16 December 4,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ANI-7473 rev.10/03/2015 BEFORE USE. 1/111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Meek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Crrfeda,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 R46042170 PL15-410_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 14:38:43 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-SQtpodHBYgZUU�kCoQ6UgVbFXtmHdGgcSDfV?c?byCcwA I 0-6-4 4x4—1 1-2-0 I I 0-8-7 4x4—I 1-2-0 I I 0-6-1 I — lf 1 2 3 4 5 4x4 = 6 Scale=1:12.9 13 0 ' \ d N e e e e �� 4x4 = 12 11 10 9 8 440 4x4= 4x4= I 2-10-11 1 3-5-11 1 4-0-11 1 4-11-4 I 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)— 12:0-1-8,Edgel,14:0-1-8,Edgel,15:0-1-8,Edgel,17:Edge,0-1-81,110:0-1-8,Edgel,I12:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 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/TP12007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 12=209/Mechanical,7=204/0-5-8 FORCES. (lb)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-12=-314/0,5-7=306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. -<(51‘Ep PR Ore, �� tJGINEFR /�2 Q8 :�40PE �1' dir r y ORE • t.. �y��4FIY 12 2°�� OO SOON Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based onlyupon parameters shown.and is for an individual building component.not �^ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7811 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 R46042171 PL15-410_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 14:38:43 2015 Pagel ID:c53KNt9S8dZANgLpvMEnZkyCd 11-SQtpodH BYgZUkCoQ6UgVbFXrvHb Wga4 Df V?c?byCcwA I 0-6-4 I I 1-2-0 I I 0-8-7 I I 1-2-0 I I 1-5-1 2-6-0 Scale=1:16.4 1.5x3 II 4x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4x4= 4 5 6 7 J e e a N ee e 13 12 11 10 9 3x4= 8 1.5x3 I I 1.5x3 I I 4x4—4x4= 3x4= I 2-10-11 1 3-5-11 14-0.11 I 8-2-12 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)- f2:0-1-8,Edgel,f3:0-1-8,Edgel,r9:0-1-8,Edgel,f10:0-1-8,Edae1,f13:Edoe,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 IBC2012TrP12007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-380/0,4-5=-380/0,5-6=-380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 4-10=-262/0,2-13=-620/0,3-10=0/446,6-8=-437/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .��V) PR OFFss ��5 �tJGINEF9 /O c(/ 2 Cc' 8 .4-OPE 9r 7OR SON ,. O>yvU'gRY 12 2'°4C? OO SOON Digital Signature 1 EXPIRATION DATE:12-31-16 December 4,2015 i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 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 s to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI BuBding 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 R46642172 PL15-410_UPPER F16 FLOOR 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:44 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-wcRB?zIgJ8iLLMNcfCMk8S41 thuiPuMNu919Y1 yCcw9 I 2-5-8 I I 2-6-0 I Scale=1:40.5 1.5x3 II 4x5= 1.5x3 II 3x4 = 1.5x3 I I 3s4= 1.5x3 I I 3x4= 3x6 FP= 4x5= 1.5x3 I I , 1 2 3 4 5 6 7 8 9 10 11 9 2 o m 9 0 VV7d (tV N e e 18 17 16 15 14 13 12 1.5x3 I I 4x8= 3x6 FP= 3x5= 3x5= 3x8= 3x4= I 23-2-8 I 23-2-8 Plate Offsets(X,Y1— f1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.20 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.33 14-15 >837 360 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code IBC2012TTPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=1015/Mechanical,12=1015/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=1009/0,1-2=1276/0,2-3=1276/0,34=2808/0,4-5=2808/0,5-6=3111/0,6-7=3111/0,7-8=2188/0, 8-9=-2188/0,9-10=2188/0 BOT CHORD 16-17=0/2177,15-16=0/2177,14-15=0/3100,13-14=0/2791,12-13=0/1252 WEBS 10-12=-1552/0,10-13=0/1159,7-13=748/0,7-14=0/396,5-15=362/0,3-15=0/782,3-17=-1117/0,1-17=0/1576 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. ��PO P R pFFss �c\� �NGINEFR /p9 e �OPE c-- !de ' i y 41111, ORE �� O �CSrOU&RY 12 O�� sooty Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 e ° ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111111 Design valid for use only with M7ehS connectors.This design is based onlyupon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated b to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is olways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042173 PL15-410_UPPER F17 Floor 16 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:45 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd I1-0p_ZDJJS4SgczWypDvtzggdBN 5DT8MGVu6pU i4TyCcwg 1?-7-4[ 2-6-0I 0-1_T8 Scale=1:40.7 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 o21 0 N N .' 7 NS.-7 *.N.4%*4-V NN 7 N......w m ' ° 20 t 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 61r8 23-11-12 0-1-8 23-10-4 Plate Offsets(X,Y)— 119:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4,19=1043/Mechanical FORCES. (Pb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1581/0,3-4=1581/0,4-5=-3040/0,5-6=-3040/0,6-7=-3266/0,7-8=-3266/0,8-9=-2265/0,9-10=-2265/0, 10-11=2265/0 BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,14-15=0/2907,13-14=0/1291 WEBS 11-13=1600/0,11-14=0/1207,8-14=-796/0,8-15=0/444,6-16=-314/0,4-16=0/731,4-18=-1077/0,2-18=0/1492, 2-19=1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. -c(5' ` O PROFFSA, .0 <JG{N�F9 /O '°* Q 8 .40PE -91" Ar -7 ORE oN ... 06;v0,4Fly 12 Z-�C? 00 soo O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 i t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mifek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �^ a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate thls 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 MTek' 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/1811 Qually 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 R46042174 PL15-410_UPPER F18 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:45 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-0p_ZDJJS4SgCzNypDvtzggdBU5Df8M7W6pUi4TyCcw8 0-1-8 r1 r-Y 2-6-0 Scale=1:40.1 6x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 20 �I N 2 V- 7 2 V N 2 7 ! o �I I� N O o 0 • MI 19 18 17 16 15 14 13 6x6 = 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-8-0 I 23-8-0 Plate Offsets(X I— 119:Edae,0-1-81,119:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.21 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.35 15-16 >803 360 BCLL 0.0 Rep Stress Inc: YES WB 0.77 Horz(TL) 0.07 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied 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 ernrt tntcc hackwardn ��\NO PRQFE. �. .,__,,,c0.<(-_,: \� _,NGtNEF9 /j 8 .40PE �' y ORE *N �o O Cy °gRYAS ,- OO SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 A WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mil., Design void for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the designminto 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 R46042175 PL15-410_UPPER F20 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:46 2015 Page 1 ID:c53KNt9S8dZANgLpvM EnZkyCd 11-s?YxQfK4rly3bgX?ndOCDt9PJ Uh2t_rfLTE GcwyCcw7 Scale=1:18.7 1 1 2 3II 4 5 6 7 8 9 ' 10 _O 'J J O O pI O O J O d b O d N A O pl O O O . O O 20 19 18 17 16 15 14 13 12 11 I 11-4-8 11.48 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:55 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 11-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. R� a P ��F ' � ssNGINE /o ��\ A9 2 Q 8 tai-OPE r- 41111. y OROfON r.c. 0 '&„41 122° c, OO SOON ,\-\ Digital Signature 1 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 vdth Mitek&connectors.This design is based only upon parameters shown,and is for an individual building component,not �' a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Cdteria,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 R46042176 PL15-410 UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:46 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-s?YxQfK4rly3bgX?ndOCDt9NOtlhHt_gfLTEGcwyCcw7 1.5x3 110.7-12 I 2-6-0 115x3 I 1 2 4x4= 3 Scale=1:13.0 J � 5 4 4x4= 3x4= 1- 3-4-12 I 3-3-4 Plate Offsets(X,Y)— 15:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "•` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=144/0-1-8,5=144/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <cF'`E PROFFS c„ \AG t N EFR ` o 8 .440PE, • y OR ON r 0O0gRY 12 `ZOIC? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPII Quality Cdferfa,056-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job 'Truss Truss Type Qty Ply POLYGON R46042177 PL15-410_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 14:38:46 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-s?YxQfK4rly3bgX?ndOCDt9NJUeOtvyfLTEGcwyCcw7 1 1-3-12 1 2-6-0 Scale=1:24.9 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 s a • riN.. N 7-:-NIIII'. — o r, d N oV o een7p 1 10 9 8, 3x4 = 3x5= 3x5= 3x4 = 14-3-12 I 0-1-8 14-2-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-977/0,3-4=-977/0,4-5=-1120/0,5-6=1120/0 BOT CHORD 10-11=0/427,9-10=0/1189,8-9=0/719 WEBS 6-8=-891/0,6-9=0/497,4-10=-264/0,2-10=0/682,2-11=721/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��ti4 PR�FFss w :-6640PE 9c-' y ORE 1..- Oy-�'1 RY 12 2�\C? 00 SOON O Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE NI. Design valid for use only with MiTek®connectors.This design is based onN 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 Mif 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/INDQualify Cdleda,DSB-89 and SCSI Guiding Component 7777 Greenback Lane Safety Infoatlon available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 nn Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042178 PL15-410_UPPER F23 Floor 7 1 Job Reference(pptionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:47 2015 Page 1 ID:c53KNt9S8dZANgLpvM EnZkyCdl1-KB6Jd?Kic34wCg6BLKvRl5iXiuxecJ Lpa7zp8MyCLw6 01 ._/-41 1 2-6-0 I D-H8 Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 e 02 I I IZAII 11111111111111, VA l ' iliji_ .ell41 kil l' i I IF._ A I I l' Ill ' d N � MI 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5= 3x8 = 3x4= I 21-6-12 21-6-12 Plate Offsets(X,Y)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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/TPI2007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=937/0-2-12,12=937/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=949/0,1-2=-414/0,2-3=414/0,3-4=2170/0,4-5=-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. �ti,c0 PROFFss c-N ANO�N EF9 /pkv 8 .40PE r APPe y ORE •N �o Oy, F?Y 12 ,\.\.? SOON Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 —e. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mt, Design valid for use only with MTekt6 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly 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 R46042179 PL15-410_UPPER F24 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 14:38:48 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-pOgirKLKNNCngzhOu2QgIIFgEIMgLs5ypnjNhoyCcw5 0-1-8 HI 1-8-12 I I 2-0-8 1 2-6-0 I Scale=1:38.6 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 I I 3x4= 1.5x3 II 3x4 = 1.5x3 I I 3x4= 3x6 FP= 3x4= 3x4 I I 1 2 3 4 5 6 7 8 9 10 11 s ® 5 --111-2 _ a e 20 aN7 - _ 0 4••••/ 07 iiN 7 N... d o r d NiN N 19 e XXXxxxx� >XXXXxxxXxXXxxxx xxxxxxxxxxxx xxxxxxxxxxxx x 18 17 16 15 14 13 12 1.5x3 II 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x6= 1 2-1-4 1 22-4-12 20-3-8 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 117 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 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 6-0-0 oc bracing. REACTIONS. All bearings 20-5-0. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)12 except 13=489(LC 4),14=451(LC 4),15=417(LC 4),17=1052(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/496,2-3=0/497 BOT CHORD 16-17=-301/21,15-16=-301/21 WEBS 2-17=-303/0,1-17=694/0,3-15=111/271,3-17=-364/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 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)336 lb down at 0-2-4 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). LOAD CASE(S) Standard ��4E4 PROFFss 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��5 ANG I N Ek- /O Uniform Loads(plf) 2 Vert:12-18=8,1-2=180(F=100),2-11=80 9 Concentrated Loads(Ib) Q 8 .40PE t' Vert:1=336(F) APIP y ORE �N .. �y�U4 RY 12 2�\0 OO SOON O Digital Signature 1 EXPIRATION DATE: 12-31-16 7 December 4,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not �^ a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated o to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/tPil Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety IMormalon 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 R46042180 PL15-410_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 14:38:48 2015 Page 1 ID:c53KNt9S8dZAN gLpvM EnZkyCdl1-pOgirKLKN NCngzhOu2Qg I I Fk01 N S LuKypni NhoyCcwS . 0-1H8 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 0 0 0 0 0 0 0 0 0 0 9 0 0 O 0 • 38 0 o d d ri Cu ; 0 0 00 0 0 0 . - o a o 0 0 • 37 /‘ .2<. XXXXXXXXXXXXXXXXXXXXXXA. z'c XXXXXXXXXXXXXXXXXXXXXXXA 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= I 1-4-0 1 2-8-0 I 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 I 10-8-0 I 12-0-0 I 13-4-0 I 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 I 20-0-0 i 21-6-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 21-6-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. S_-�,; 0 PR OFFss ��L770 oNGINEF9 ip29 ( OPE r 4�ORE�N o0 i'6, 0�RY 12 2 \-\ �° SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 r t ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MN,. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing !Ariel( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042181 PL15-410_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 14:38:49 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-HaE42gMy8gKeS7GaSlxvrWnsCib64AU61 RSwDFyCcw4 1 1-0-4 1 2-6-0 0-48 Scale=1:41.5 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 7 N , 7 N „ 7 N 4 o o N I/ NPV' PV' OVNf7t21 r'y O ,mi O O O - 20- 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 0.I F8 24-4-12 0-1-8 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1062/0-5-4,19=1062/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. ��o PR 5 . mac., JG)N EF9 /'2 8 >'40PE 91' OP y ORE N dir r.. O>, & RY 12 9.-a 0- Oo SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/1015 BEFORE USE. IVIN- Design valid for use only with Miteki8 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042182 PL15-410_UPPER F27 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page I lD:c53KNt9S8dZANgLpvMEnZkyCd l l-ImoSGONau_S V3H rm OST8Nj K3g6?vpkOFG5,C�TIhyCcw3 I 1-7-4 I 2-3-0 0Y-18 Scale=1:23.3 1.5x3 I I 1.5x3 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 = 1 2 3 4 5 6 7 J /_N_z-N._z_ ,.. 13 d d A N 0 u v1 12 1 10 9 3x4= 3x5= 3x5 = 3x4= l-._ _ _ ._ _. __. _._. 13-5-12 _1 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 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 Ina- YES WB 0.28 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=582/0-5-4,11=582/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-888/0,3-4=-888/0,45=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. <0\:, -D-PROFESS , a\c ,<JGINRF9 ;g2 cr 8 :40PE 7f y ORE q 0 0,41 RY't 2 2°�� 0o SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 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.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 Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPI1 Qualify Criteria,DSB-89 and BCSI Building Component ////Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042183 PL15-410_UPPER F28 FLOOR SUPPORTED GABL 23 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-ImoSGONau_SV3HrmOST8NjK5d621poLFG5CTIhyCcw3 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 3 N • 4 • ♦ �I 1.5x3 II 3x4= 1-3-8 0-0-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 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=32/1-3-11,3=32/1-3-11,3=32/1-3-11 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. PR opeo c?�5 �NG)NE�c9 X0 � 8 ,,4OPE 9� 9 ORE 'c, Oy0 U,I RV 12,20\C? O SOON Digital Signature EXPIRATION DATE:12-31-16 J December 4,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss 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/1811 Qualify 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 R46042184 PL15-410_UPPER F29 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-ImoSGONau_SV3HrmOST8NjK5k622poLFG5CTIhyCcw3 0-10-12 1.15x3 I I 3x4= 2 Scale=1:13.2 0 0 d d N N 1.5x3 11 3x4= 1-1-12 0-43 1-1-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 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 1-1-12 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=28/1-1-15,3=28/1-1-15,3=28/1-1-15 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. PROpko w�\� NGINEF9 QO2 9 /', .40 P E r" 410. y GREG* C� �'Ciq RY 1 Z 2oaC, OO SOON Digital Signature EXPIRATION DATE:12-31-16 J December 4,2015 c I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1003/2015 BEFORE USE. 1 Design valid for use only with MirekrB 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/IP11 Quality Criteria,DSB-89 and BCSI Bolding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 4 Job Truss Truss Type 'Qty Ply POLYGON R46042185 PL15-410 UPPER F30 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-ImoSGONau_SV3HrmOST8NjK5x624poLFG5CTIhyCcw3 1.5x3 II 1 4x4 = 2 Scale=1:13.3 - o 1 4 3 1.5x3 I I 4x4= II 0-9-12 0-0-4 0-9-12 Plate Offsets(X,Y)— 11:Edae,0-1-81,f3:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 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 0-9-12 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=19/0-10-0,3=19/0-10-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��EO P R op Fss co NGiN4- /O 1 : r640PE �f air 9 ORE • '� 0 k&,4RY 12,`fr 00 SOON Digital Signature EXPIRATION DATE:12-31-16 , December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/1015 BEFORE USE. ' Design valid for use only with Wick®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Infoalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 rm Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042186 PL15-410_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 14:38:51 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DzMgTMNDflaMhRQyaA NwxtGNVOGYFbPVIy117yCcw2 I 1-0-8 I 1.5x3 II i 3x4= 2 Scale=1:13.2 1 L d , N I - .dam_ 4 • •♦ ��♦ 1.5x3 II 3x4= p 1-3-8 0-D-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. C �0 PR OFFS �(-3, ANG 1 N EF6) sio2 e :.>640PE �r illir c) 7„..RE w 0 kg y RRY12 \4 °O SOON ° Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-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 mil 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/TPI)Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042187 PL15-410 UPPER F32 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:51 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DzMgTMNDflaMhRQyaA_NwxtGOVODYF3P VIy117yCcw2 1 2 3 4 Scale=1:13.0 - o et A 8 7 6 5 I 3-7-0 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (lb)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. . NG<cQ,cO PR Op ��c. AI N E4- /O 444 2 Q 8 .40PE 9r YORENI. y T7,? 0 0,41 RY 12 2°�� OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 6 A 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 11111 I. Design valid for use only with MiTelxS 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 6 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/1811 Quern),Criteria,DSB-89 and BCSI Belding 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 R46042188 PL15-410 UPPER F40 Floor Supported Gable 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:51 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DzMgTMNDflaMhRQyaA_NwxtGGVOGYFbPVly117yCcw2 0-9-12 1.5x3 ii 1 3x4= 2 Scale=1:13.2 d d N N 4 • • ► 1.5x3 I I 3x4= I 1-0-12 1-0-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 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: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 1-0-12 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=52/1-0-12,3=52/1-0-12,3=52/1-0-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,<(- G GIN , 6> ` O2 mac -Y__... e 8 a40PE >/ 4 OREoN OhrO U'1 RY 1 `ZO\C" O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i __ 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 11111., Design valid for use only with Miter&connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated u 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 SCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042189 PL15-410_UPPER F41 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 14:38:52 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-h9wChiOrQbiDJb?97tVcS8PQAvkPHiryjphagZyCcw1 I 1-38 1.5x3 II 1 3x4= 2 Scale=1:13.2 - o d N ♦ ♦.♦ 4 ♦� ♦♦♦♦♦�♦♦♦ 7♦♦ 1.5x3 I I 3x4= 1-6-8 1-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 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 Inc" 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 1-6-8 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=78/1-6-8,3=78/1-6-8,3=78/1-6-8 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. ��%� PROfiFss C�� ,..., F'9 �O 4, cc- 8 .40PE 9r > PP V ORE �N �� 0y�&gRY 12 2�� 00 SOON O Digital Signature EXPIRATION DATE:12-31-16 ! December 4,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate This design into the overall building design. Bracing indicated s to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPll Quality Cdfeda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Infonnaion 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 1 (Drawings not to scale) De or Personal In offsets are indicated. I ama u g ry Dimensions are in ft-in-sixteenths. I ■■ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. 11140h, and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Tr ss bracing must be designed by an engineer.For 0-T/T 6' 4 w de truss spacing,individual lateral braces themselves y require bracing,or alternative Tor I b acing should be considered. 1.111Rullor OC 3. N ver exceed the design loading shown and never O ILNIIIPildri21 = st ck materials on inadequately braced trusses. On 4. P vide copies of this truss design to the building For 4 x 2 orientation,locate 7.8 c.6 d signer,erection supervisor,property owner and plates 0 ''u' from outside BOTTOM CHORDS a other interested parties. edge of truss. 8 7 6 5 5. 4t members to bear tightly against each other. 6. Pkice plates on each face of truss at each iiMMID This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE (10 nt and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO I. ati¢ns are regulated by ANSI/TPI 1. connector plates. THE LEFT. 1 7. D-sign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT t e ervironment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. U less otherwise noted,moisture content of lumber 5 all not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. U less expressly noted,this design is not applicable for ICC ES Reports: u e 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 r=spomsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 c.mb'er for dead load deflection. the length parallel to slots. 11.P ate type,size,orientation and location dimensions I diccited are minimum plating requirements. LATERAL BRACING LOCATION ,12.L mbr used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, g or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 1 number where bearings occur. 17.Install and load vertically unless indicated otherwise. f ® Min size shown is for crushing only. MI 1111.11111111 16. 18.U e of green or treated lumber may pose unacceptable e vironmental,health or performance risks.Consult with ojeot engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Ris view all portions of this design(frontback,words Plate Connected Wood Truss Construction. nd not sufficient. pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. iire1BCS: Building Component Safety Information, 20.design assumes manufacture in accordance with Guide to Good Practice for Handling, NSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek 7777 Greenback Lane,Suite 109 Citrus Heights,CA 95610 Telephone 916-676-1900 Fax 916-676-1909 February 22, 2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: I, Marcos Hernandez and MiTek USA, Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired.I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site; www.osbeels.org for current license updated renewal status. If you have any questions, please contact me at 800-772-5351. Sincerely, P R Opt. -444 8722PE OFEL3t1 'IP Co, at?. EXPIRES:64019 Marcos Hernandez, RE. Senior Engineer Western Engineering Operations Job Transmittal MiTek USA, Inc. H III Dliii Iii ID H III 250 Klug Circle, Corona, CA 92880 (951)245-9525 Fax(951) 273-0040 Transaction ID: 418660 TO: PACIFIC LUMBER & TRUSS DATE: 3/11/2015 ATT: Bob Cairns Drawings Repairs Sequence #'s Description 69 0 6203100-6203168 5019-D POLYGON2 -5019-D POLYGON Transmittal Notes: Design Notes: FTP:418660.zip 3/11/2015 9:58:07 AM Page 1 IIIIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-08 GIRDER SUPPORTING 40-00-00 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 72 2-10=(-1674) 7816 10- 3=(-1410) 6444 7-15=(-6510) 1454 2x6 KDDF #1&BTR T2 2- 3=(-10392) 2284 10-11=(-2976) 13558 10- 4=(-8518) 1930 15- 8=(-1600) 7282 BC: 2x8 KDDF SS LOADING 3- 4=( -7816) 1752 11-12=1-3640) 16458 4-11=(-1412) 6334 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-14262) 3212 12-13=)-3604) 16352 11- 5=(-3160) 726 2x4 KDDF #16BTR A; TC UNIF TrL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 5.5" V5- 6=(-166B6) 3770 13-14=)-3604) 16352 5-12=( -458) 2058 2x6 DF SS B; BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 0'- 0.0" TO 7'- 0.0" V6- 7=(-13680) 3084 14-15=)-2890) 13148 12- 6=( -134) 1118 2x4 KDDF STUD C BC UNIF LL( 475.0)+DL) 343.0)- 818.0 PLF 7'- 0.0" TO 20'- 0.0" V7- B=( -8756) 1986 15- 9=(-1908) 8756 13- 6=( -432) 2098 BC UNIF TSL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 5.5" VB- 9=(-11632) 2580 6-14=(-3730) 834 TC LATERAL SUPPORT <= 12"0C. UON. 14- 7=(-1042) 4764 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3777.0 LOS @ 6'- 0.0" 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) NOTE: 2x4 BRACING AT 24"0C UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1577/ 7108V -65/ 73H 5.50" 11.37 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 20'- 5.5" -1975/ 8881V 0/ OH 5.50" 14.21 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 OVERHANGS: 12.0" 0.0" ( 1 complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Jo n together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" ** HANGER BY OTHERS TO APPLY CONC. sails staggered at: MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" LOAD(S) EQUALLY TO ALL MEMBERS. 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.132" @ 8'- 11.6" Allowed = 0.977" 9' oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.360" @ 8'- 11.6" Allowed = 1.303" 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.034" @ 20'- 0.0" MAX HORIZ. TL DEFL = 0.074" @ 20'- 0.0" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3-08-11 13-00-02 3-08-11 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-08-11 2-01-09 2-09-13 2-11-09 2-11-09 2-09-09 3-05-11 load duration factor=1.6, 1' i' -r i 1' d' ( T Truss designed for wind loads 12 12 in the plane of the truss only. 10.00 7 M-5x10 M-6x8 M-3x5 M-3x10 M-5x6 M18HS-5x1 6 10.00 3 4 5 6 T2 - - M-5x16 A A A M-5x16 In 44 A B - 1. _ ll I I _L B 41kkkl c,) o _ u-,f,_. II in� ISI ISIo I 10 11 12 'r 13 14 15 - 9 o M-6x8 M-7x12 0.25" M-3x8 M-6x8 M-6x8 ,* MSHS-9x18(5) 3-05-11 2-08-01 1 2-09-13 2-08-01 2-08-01 2-08-01 3-05-11 l 1 1-00 20-05-08 �4c) PROF s JOB NAME : 5019-D POLYGON - Al Scale: 0.2948 w t'NG7INeCI? s/tq� WARNINGS: GENERAL NOTES,unless otherwise noted: r` "'f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A 1 and Warnings before construction commences. building component.Applicability of design parameters and proper l/ F 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n OREGON *4 DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7 fjr ,124tZ- 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. t� SEQ. : 6203100fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "9 q f7 Y 1 5 design loads be applied to any component. and are for"dry condition"of use. +L7. T RAN S I D: 418660 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 pq U L 4\ necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 VTPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideiitwith joint tecenter lines. EXPIRES: 12/31/2016 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111V'''III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 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) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 42 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" -53/ 293V -23/ 810 5.50" 0.47 KDDF ( 625) 1'- 10.9" -67/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (pg) 3'- 9.0" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" i-11-ii AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.066" MAX BC PANEL LL DEFL = 0.003" @ l'- 9.3" Allowed = 0.142" 12 MAX TC PANEL TL DEFL = 0.003" @ 1'- 3.7" Allowed = 0.196" MAX BC PANEL TL DEFL = -0.002" @ 1'- 11.9" Allowed = 0.189" 10.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 3 -, NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oi load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. CO c 0 o ' 111.-__, 4 M-3x4 1- ). / 1-00 3-09 'PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5019-D POLYGON - AJ1 �� Q PRp�Fss� Scale: 0.6897 444 9 (^ WARNINGS: GENERAL NOTES,unless otherwise noted: , §a78 E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper _/'F/ / ` 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. Pi/ J"""" DES. BY: B S 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - c„ <0 continuous sheathing such as plywood ing(TCs and/or drywall(BC). -$7 •OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •Y SEQ. : 6203101 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. ,�� (j R Y ON 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, r7 T RAN S I D: 418660 design loads be applied to any component. and are for"dry condition"of use. S.Compu7rus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PA U L Q.i fabrication,handling,shipment and Installation of components. necessary. 7.Designassumes atedadequate drmes d.Plates feces of truss,and placed so their center b c* 111111111111111141111 TPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES:Ev.12/31/2016 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IMIW 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1EBTR SPACED 29.0" O.C. 2-3=(-91) 73 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 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PSF 0'- 0.0" -38/ 325V -42/ 127H 5.50" 0.52 KDDF ( 625) 3'- 6.2" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -72/ 104V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 i,, MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" 10.00 73 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX TC PANEL LL DEFL = 0.032" @ 2'- 3.7" Allowed = 0.286" MAX TC PANEL TL DEFL = 0.030" @ 2'- 3.7" Allowed = 0.428" / MAX HORIZ. LL DEFL = -0.001" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 8.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting o system and components and cladding criteria. i o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ,-1/- A__ in the plane of the truss only. M i rO -/ o� �� 4► 1 M-3x4 b 1, b J, 1-00 3-09 0-02-11 PROVIDE FULL BEAR'ING;Jts:2,4,3I t`�0c O P R OF4' JOB NAME : 5019-D POLYGON AJ2 NGINE . ,�4, , Scale: 0.64317 4' f 8 r WARNINGS: GENERAL NOTES,unless otherwise noted: / .� 1.Builder and erection contracto should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AJ 2 and warnings before construction commences. building component.Applicability of design parameters and proper 1 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing tO insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS Is the of the erector.Addi5onal rmanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v N.responsibility pe 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 9,,�,OREGON �„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Z Q 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ^Q ,� Y i GJ f, SEQ. : 6203102 fasteners are complete and Bill('time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, tS-``V T RAN S ID: 418660 design loads be applied to any component. and are for"dry condition"of use. i(' fl IiS4 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Decessa assumes full bearing at all supports shown.Shim or wedge if /�U fabrication,handling,shipment and installation of components. ry. D P 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 1111111111111111111111 TPI N?CA in BCSI,copies of which will be furnished upon request. git coincideiitwith joint centerIn che. EXPIRES: 12/31/2016 9.Digits idsize oplate to inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) ) INAThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 72 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-215) 181 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=( -61) 30 LOADING BC LATERAL SUPPORT <= l2"OC. DON. 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 BEG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -17/ 312V -66/ 185H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.2" 0/ 90V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -146/ 222V 0/ OH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -35/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) 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 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 = 0.009" @ 1'- 10.0" Allowed = 0.286" 12 0 MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.4" Allowed = 0.928" 10.00 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c, load duration factor=l.6, Ln Truss designed for wind loads in the plane of the truss only. M I - c CII.��I 0 o� ►� 5►1 1 M-3x4 ), .6 .6 .6 1-00 3-09 2-02-11 PROVIDE FULL BEARING;Jts:2,5,3,4I ....D PROF,rs, JOB NAME : 5019-D POLYGON - AJ3 ,o NGINE sio Scale: 0.5166 w� f C� 9 ?i WARNINGS: GENERAL NOTES,unless otherwise noted: 4` ,.+`� X782 '9T,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 ,OREGON N. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredwhere shown++ SEQ. : 6203103 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. l/ Y 1 � Q fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses ere to be used In a non-corrosive environment, 1,9 <G,C. TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. 6. c�` 5.CompuTrus hes no control over and assumes no responsibility for the Design assumes full bearing at all supports shown,Shim or wedge If P S' necessary. /� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII I III VIII IIIIIIIITPIAVTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. EXPIRES: 12/31/2016 9. Digits indicate size of plate in inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 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) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-302) 267 3-4=( -98) 69 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. ' LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -10/ 297V -86/ 232H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -207/ 305V 0/ OH 1.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -83/ 118V 0/ OH 1.50" 0.15 KDDF ( 625) .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" 4 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" I MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX TC PANEL LL DEFL = 0.007" @ 2'- 2.3" Allowed = 0.286" �j MAX BC PANEL TL DEFL = -0.005" @ 1'- 11.9" Allowed - 0.189" MAX HORIZ. LL DEFL = -0.003" @ 7'- 8.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 7'- 8.2" 10.00 7 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 to (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads �( r in the plane of the truss only. M �i/- i of ► 5►_=� 1 M-3x4 1-00 3-09 4-02-11 PRO DE FULL BEARING;Jts:2,5,3,4 JOB NAME : 5019-D POLYGON - AJ4 Scale: 0.4264 c�,4 5 ,y GINE 9 p'�'q X782 C WARNINGS: I GENERAL NOTES,unless otherwise noted: 1.Bulkier and erection contractorlshould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ,- Truss: AJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing trust be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS s the res nsibil' of the erector.Addit oral ermanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t.' X40 po aY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,q "$�,t+OREGON ',.- DATE: �, DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ," -Y6, + 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. 1,9 � Y �j. I, SEQ. : 6203104 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, .1 design loads be applied to anycomponent. and are for"dry condition"of use. r'jA ' � TRANS I D: 418660 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 4 V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111E11 VIII VIII VIII I 111 VIII 11E111 TPI WlCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXRI RES: 1 /3 I �16 9.Digits Indicate size of plate in inches. MiTek USA,IC./CompuTfws Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EA 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 RUDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-388) 351 3-4=(-214) 168 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -66) 30 BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF li 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" -13/ 303V -111/ 296H 5.50" 0.48 KDDF ( 625) 3'- 6.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -200/ 277V 0/ OH 1.50" 0.35 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -162/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) 9'- 11.7" -29/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. , 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ', MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" i( MAX TC PANEL LL DEFL = 0.005" @ 1'- 10.0" Allowed = 0.286" MAX BC PANEL TL DEFL = -0.004" @ 1'- 11.9" Allowed = 0.189" MAX HORIZ. LL DEFL = -0.005" @ 9'- 10.9" 4 MAX HORIZ. TL DEFL = -0.005" @ 9'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 12 0 NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, o Truss designed for wind loads 0i0 in the plane of the truss only. 3 M r / M-3x4 b > > .1 1-00 3-09 6-02-11 PROVIDE FULL BEARING;Jts:2,6,3,4,5I c. 0,`Eo P R Q1 JOB NAME : 5019-D POLYGON - AJ5 Scale: 0.3637 es,t,' (N fiR �``'.�44 ,�, ry i . J 78 * 1 1.WARNiNGS: G. hRAe NOTES,unlssOnly upon otherwisehnoted: 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 0,41110 Truss: AJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper ,,44. w, 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. J" `- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and velybottchords to be laterally t theiraced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V t) is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -7'pA.OREGON h DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7 'v ` 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. �� G,�p Y .�GJ_ p!, ' SEQ. : 6203105fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, rl V TRANS I D: 418 6 6 0design loads be applied to any component. and are for"dry condition"oof use. pp 9 5.CompuTrus has no control over and assumes no responsibility for the 6.nDesi ns assumes full bearin at all su orts shown.Shim or wed e if 34 U L �` fabrication,handling,shipment and installation of components. ecessary. 7.DDesign 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 VIII II II ILII II II I II I II(IIIIIIII III TPI WTCA In BCSI,copies of which will be furnished upon request. git coincide with jointaIn lines. EXPIRES: 12/31/2{116 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 5-03-05 FOR 3-OS-12 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF �'. PROVIDE SUPPORT 12 7.07 PROVIDE SUPPORT M-5x8 2X4 IF ill&B R M-3x6 1111110d PROVIDE M-3.6 00 M 3x6 )111 00 M-3x8 10. ix- 0 t wail 0 ,1 b 5-01-13 > b 3. , 1-07-02 51-03-05 5-07-14 > Q PROS JOB NAME : 5019-D POLYGON -- AR 16-00 Scale: 1/2" ,� GIN - ,,s,,, WARNINGS: GENERAL NOTES,unless otherwise noted: �' ~ 78 9f 1.Builder and erection cont ctor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AR and Warnings before con#truction 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. 3.Additional temporary bracing to neure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DE'S- BY: BS 2'o.c.and at 10'on.respectively unless braced throughout their length by v 40 is the responsibility of the erectgr.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 17 OREGON M DATE: 3/11/2015 the overall structure is the respdnsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ sijr. ,Q 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. Vrt t� SEQ. : 6203106 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, �4A Y i design loads be applied to any component. and are for"dry condition"of use. fs�11 TRANS I D: 418660 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 k. Pq U L C`\ fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate ne dthi face iso truss,d.and 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 11111111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. git coincideiitwith jointacenter lines. 9.Digits indicate size of plate in inches. 12/31/2016 MiTek USA,Inc./CompuTru9 Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1E IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 1- 2=(-10218) 2500 10-11=) -276) 1098 10- 1=(-8986) 2190 5-15=(-3908) 1062 2x6 KDDF #1&BTR Ti, T3 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3-(-12050) 3038 11-12=(-2414) 10216 1-11=(-3058) 12618 6-15=(-1494) 6396 BC: 2x8 KDDF #1&BTR 3- 4=1 -9220) 2374 12-13=(-2756) 11252 11- 2=(-6990) 1804 15- 7=( -484) 1706 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-11422) 2964 13-14=(-2766) 11294 2-12-) -902) 180 7-16=( -778) 270 2x4 KDDF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=( -9040) 2328 14-15=(-2766) 11294 12- 3=(-1580) 6784 2x6 KDDF #2 B; TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLP 0'- 0.0" TO 6'- 0.0" V6- 7=(-11654) 2952 15-16=(-1904) 8082 12- 4=(-3632) 998 2x8 DF SS C TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 14'- 8.0" V7- 8=(-11136) 2726 16- 8=(-1898) 8066 4-13=( -52B) 2606 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 8.0" TO 20'- 8.0" V8- 9=( 0) 72 13- 5=( -624) 234 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 8,0" V 14- 5=( -520) 2652 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 500.0)+DL( 340.0)= 840.0 PLF 0'- 0.0" TO 13'- 8.0" V 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) NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 8.0" 0'- 0.0" -2468/ 10325V -147/ 105H 5.50" 16.52 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL- 3564.0 LBS @ 14'- 8.0" 20'- 8.0" -1988/ 8182V 0/ OH 5.50" 13.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, OVERHANGS: 0.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Caution: Note bearing area requirements. ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/160 Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.102" @ 8'- 10.7" Allowed = 0.988" nails staggered at: 9" oc in 2 row(s) throughout 2x6 top chords, ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.263" @ 11'- 11.0" Allowed = 1.317" 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" 5" oc in 2 row(s) throughout 2x8 bottom chords, #0 HANGER BY OTHERS TO APPLY CONC. MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" 9" oc in 2 rows) throughout 2x6 webs, 9" oc in 1 row(s) LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.027" @ 20'- 2.5" throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.056" @ 20'- 2.5" 2-04-13 3-06-14 8-08-10 5-11-11 T '( .' . f DESIGN ASSUMES MOISTURE CONTENT DOES 2-08-05 3-03-06 2-07-09 3-03-13 3-00-05 2-06 3-02-11 NOT EXCEED 19% AT TIME OF MANUFACTURE. f I +3200 T T i i20# T f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 10.00 M18HS-5x16Q 10.00 3 M-3x5 M-3x10 \ _5_5x16 M18H5-5X16 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Mit T3 _ _ Truss designed for wind loads in the plane of the truss only. M-6x10 M-7x10 1 2 A- - Tl rn 0A0 -, `0 `�� - - r.-c, _ _ �� ISI �� \ 6,13 rk- 8% 11 12 13 '' 19 15 16 0 0.25" 9 I M-3x10 M-8x10 M-3x10 M-8x10 M-1.5x3 O 7_M-10x10 =M-10x10(S) #8 t y ), 1' y +3640 y 2-04-13 3-02-02 3-03-13 3-00-05 3-02-01 2-06 3-00-15 ), b 20-08 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME : 5019-D POLYGON - B1 ,5>Scale: 0.2803 ��`< ��►N��9 °� ' { is fp 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` Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper //,, 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 is the responsibility of the erector.Additional permanent bracing of , V continuous sheathing such l plywoodmiredsheathing(TC)ere and/or drywall C). ` -p OREGON 4 DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ (� 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. 1, �4 y 5�:!'j2+ SEQ. : 6203107 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 design loads be applied to any component. and are for"dry condition"of use. /4^ LV TRANS I D: 418660 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 Pq U fabrication,handling,shipment and installation of components. necessary.Design 7. laesassumes adequate one dthinace is trussed 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 111111 VIII VIII VIII VIII I III IIIA IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. coincide withjoint center lines. EXPIRES: 12/31/2016 9.Digits indicate size of plate in Inches, MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-56) 53 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" -51/ 296V -23/ 816 5.50" 0,47 KDDF ( 625) 1'- 10.9" -117/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T I T MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.131" MAX TC PANEL TL DEFL = -0.004" @ 1'- 1.5" Allowed = 0.196" MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL - -0.021" @ 3'- 3.8" Allowed = 0.339" 10.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 3 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting ' system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. A 0N M� i �■ O p ► )►4 M-3x9 ), 1, 3. 1-00 PROVIDE FULL BEARING;Jts:2,3,4( 6-00 JOB NAME : 5019-D POLYGON -I BJ1 ��o. tJGlue `0 Scale: 0.6900 kr p -5 WARNINGS: GENERAL NOTES,unless otherwise noted: 1 ./ X782 Tr 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 Truss: BJ1 and Warnings before constructibn commences. building component.Applicability of design parameters and proper 1,e,! 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / '.. 3.Additional temporary bracing to'insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t/ 44) is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryali BC. F OREGONN, DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C�. "�6',9p? , 2 Q" • 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. 1 f q Y '\ `,5(' SEQ. : 6203108 fasteners are complete and at nc time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, J G/ Z'�N S 1 D• 418660 design loads be applied to any component. and gare for"dry conditionof use. pP wedgei(" A u L \ • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or if p necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPiANTCA in SCSI,copies of vetch will be furnished upon request git coincideiitwith joint center che EXPIRES: 2/31/2O 9. Digitssidsize of tplate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111 IIIIIIII 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 TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 82 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 347V -44/ 132H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -125/ 135V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.025" @ 2'- 2.2" Allowed = 0.305" 12 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 3 -/ 10.00 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" ' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. rn Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cm (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), co load duration factor-1.6, o I Truss designed for wind loads M in the plane of the truss only. ro ,-(r- t O o� �� i��4 '-f 1 M-3x4 ), ). y 1-00 I PROVIDE FULL BEARING;Jts:2,3,416-00 JOB NAME •. 5019-D POLYGON - BJ2 \K.��rNG}N � /2 �>�q PNio��s Scale: 0,5915 4.` { 29 WARNINGS: GENERAL NOTES,unless otherwise noted: . / s 78 t. 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 ,�^ Truss: B J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper / , r}/ rt 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the buiding designer. Al/ f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by d,, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). s� DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '. :51,5:1/(61 9 OREGON a 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./ CZ+� SEQ. : 6203109 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, :51,5 1`lir �y j TRANS I D: 418660 design loads be applied to any component. 6. and r aosumycondition" on bearing el el. t1�4 5.CompuTrus has no control over and assumes no responsibility for theDesign supports shown.Shim or wedge if PA UL ` fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate ne hdrainage is truss,d.and This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss, placed so their center VIII'II II VIII VIII IIII IIII IIIIIIII IIITPI/WFCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 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/ 402V -66/ 185H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -106/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) II, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.161" @ 3'- 7.2" Allowed = 0.479" 5-11-11 MAX TC PANEL TL DEFL = -0.145" @ 3'- 4.9" Allowed = 0.718" T T 3 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" I) DESIGN ASSUMES MOISTURE CONTENT DOES 12 ' NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 0 ri i/- I o� 0./ 4./o 1 1-00 6-10 PROVIDE FULL BEARING;Jts:2,4,31 Q PRQ JOB NAME : 5019-D POLYGON - ' BJ3 �c„`� G,N4.-sa Scale: 0.4854 44441 7p `� WARNINGS: GENERAL NOTES,unless otherwise noted: / 7"-!82• d 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 j' Truss: BJ3 and Warnings before constructioncommences. building component.Applicability of design parameters and proper /,! 11111 w,... 2.2x4 compression web bracing rrust be installed where shown+. incorporation of component Is the responsibility of the building designer. /"' •^d 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the res onsibil' of the erector.Additional of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by tr 40 responsibility permanentbracing continuous sheathing such as plywoodsheathing(TC)ere and/or drywall(BC). l' OREGON N. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ $ 46, fP Q 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.SEQ. : 62031109,c, AIR Y 15 '' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: 418 6 6 0 design loads be applied to any component. and arefor"dry condition"of use. pP g • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearinget all supports shown.Shim or wedge if PA U L \ necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111 VIII II II III II III)01111 TPIANTCA in SCSI,copies of which will be furnished upon request lines coincidewith Jointcenter lines. EXPIRES: 12/31/2016 9. Digitsindicate p size of platete in inches. MiTek USA,Inc./CompuTru Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-5=(0F/Cg=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2-) 0) 72 2-5=(0) 0 2-3=(-299) 222 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=( -91) 37 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" 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" -24/ 378V -88/ 238H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'"- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 3V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP GOND. 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 q 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 = 0.095" @ 2'- 11.8" Allowed = 0.481" 0MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL - -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" 12 3 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0., (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads o in the plane of the truss only. M a PAIIIMEIMIMMMMMMNIMM oA- I IIEMA 5 r_3 0 1 M-3x4 1 ), . b 1-00 6-00 1-11-11 1PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-D POLYGON - BJ4 K �' �RaF�ss \'� t.Nt"iiV� q i Scale: 0.4264 w WARNINGS: GENERAL NOTES,unless otherwise noted 1:.' r S'2C�''�'8?2 �f" Truss: BJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 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 "�4 . j""�� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. } DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by DATE: 3/11/2015 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required in ere shown and/or tl ywaII�BC). -j7 OREGON N. P Y 9 3.2x Impact bridging or lateral bracing where shown++ SEQ. : 6203111 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. t],. 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, 1,[ti L�'Q A' A 5 !`CP TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. 'T V 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 PAUL fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage'sof rovided. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located on both faces truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FFobasicconnectorplatedesgnvaluesseeESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2016 This design prepared from computer input by 1111111111PACIFIC 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) 72 2-5=(0) 0 BC: 2x4 NUDE #16BTR SPACED 24.0" O.C. 2-3=(-336) 303 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" , TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -63/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = C0.002" @ -1'-: Allowed 0.100" 4 --/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" 10 MAX HORIZ. LL DEFL = -0.005" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 9'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. 3 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 o Truss designed for wind loads I in the plane of the truss only. co 0 1 co Co ,-1 1 - ii �� 5 7 . 0 1 M-3x4 1-00 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 �,R p Opk.619 JOB NAME : 5019-D POLYGON' - BJ5 `. �NG1N4- -/e Scale: 0.3637 / 7p11 WARNINGS: GENERAL NOTES,unless otherwise noted: f J Q r- 1. 1.Builder and erection contracto should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: BJ5 and Warnings before construc.ion 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. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'c.c.respectively unless braced throughout their length by ,A•OREGON 4��„ DES. BY: B S is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !y 'Y DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ U �, 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "� ''Q( Y j `j�. SEQ. : 6203112 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, V design loads be applied to any component. and are for"dry condition"of use. pq U L �� TRANS I D 418660 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 111 1111 VIII VIII VIII VIII 3111111111 IIIVIIIIIII IIII TPI WTCA in BCSI,copies oflwhich will be furnished upon request. 9. es. lines Fr Digits coincide saedoint center of plate in inches. EXPIRES: 12/31/2016 MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) INN This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 8-05-08 FOR 6-00-00 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE SUPPORT 12 7.07 177 M-5x8 401 PROVIDE 2X9 DF SUPPORT #1&BTR M-3x6 M-3x6 M-3x6 Ile M-3x8 co i- i1E111c i- ► o .0 y y y 8-04 1-07-02 8-05-08 y y J, 5-07 19 16-01-12 op PRQ1. JOB NAME : 5019-D POLYGON - BR �5 NG)N>~�R �o Scale: 1/2" 9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4." f 78+.7 E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: BR and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as drywall( BC).plywood aired where s ownor drywall BC). 9 OREGON so DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,�j///''' ��.. SEQ. : 6203113 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. �� Y i G , 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, v V TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PA 1 t fabrication,handling,shipment and installation of components. necessary. V 7.Designlaesassumes adequate ne drhiface is provided.,and This design refurnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIIIIIIITPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 12/31/2016 9. Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) VIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL 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) 84 2-11=(-1842) 5290 3-11=( -142) 354 10-15=(-3912) 1384 2x6 KDDF #1&BTR T2, T3 2- 3=(-6104) 2080 11-12=(-2906) 7344 11- 4=( -360) 1548 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6046) 2122 12-13=(-2916) 7186 11- 6=(-2330) 1236 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 13-14=(-2180) 5262 6-12=( 0) 376 2x6 KDDF #2 A TC UNIF L ( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5374) 1936 14-15=( -78) 146 12- 7=( 0) 340 TC UNIF L ( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 38'- 0.0" V 6- 7=(-7426) 2884 7-13=(-1578) 796 TC LATERAL SUPPORT <= 12"00. UON. TC UNIF L', ( 50.0)+DL( 14.0)= 64.0 PLF 38'- 0.0" TO 40'- 0.0" V 7- B=(-6040) 2392 13- 8=( -346) 1670 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LI ( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9=(-1166) 482 8-14-(-4818) 2056 9-10=(-1442) 566 9-14=( -104) 314 TC CONC LL( 416.7)+DL( 116.7)- 533.3 LBS @ 10'- 0.0" 14-10=(-1124) 3200 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 38'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) 1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1053/ 3438V -93/ 178H 5.50" 5.50 KDDF ( 625) OVERHANGS: 20.0" 0.0" 40'- 0.0" -1477/ 3777V 0/ OH 5.50" 6.04 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 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 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, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.206" @ 19'- 0.6" Allowed = 1.954" 9" oc in 1 rows) throughout 2x4 webs, MAX TL CREEP DEFL = -0.398" @ 19'- 0.6" Allowed = 2.606" 9" oc in 2 row(s) throughout 2x6 webs. MAX HORIZ. LL DEFL - -0.061" @ 39'- 9.2" ** For hanger specs. - See approved plans MAX HORIZ. TL DEFL = 0.097" @ 39'- 9.2" 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-11-11 28-00-10 1-11-11 load duration factor=1.6, Truss designed for wind loads 5-01-04 4-04 0-06-07 6-08-01 7-02-08 7-02-08 6-11-08 1-11-11 in the plane of the truss only. T T TT T T T T T 9-10-12 1' 533.30# +533.3002 12 M-7x8(S) M 9x6 Q 10.00 6.00 p M-4x6 5 6 M-3x9 045" M-3x8 s ,0 '1') • y 1'ir,� 1; o-4x8 M-1.5x3 kms, -' 3 + + ri t aD 0 rn 1-1 r«11 I5 , 1NM 3 * A�** �M 0 1�M-3x8 M-3x8 10.25" 0.25 M-6x8 M-7x8(S) M-7x8(S) M-1.5x4 ,1 )' ), b .1 b 9-03-08 9-09-02 9-07-06 9-09-02 1-06-15 b 1-08 40-00 ?1/4> p PRQF JOB NAME : 5019-D POLYGON - Cl w�`�� ,NGINE';9 SS Scale: 0.1582 77 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 / �j' Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 00(.4 ft�+r 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing tq insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON N. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /It, 2 !),_ 4No bad should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. �7 ,c�Ay 1 G�_ /�C. SEQ. : 6203114 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, +7 it AD -`V T RAN S ID: 418 6 6 0 design loads be applied to any component. and are for"dry condition"of use. 6. - • 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at alt supports shown.Shim or wedge If /.}U necessary. fabrication,handling,shipment'.and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIIIIIII TPIANlCA In BCSI,copies of which will be furnished upon request. lines coincideItwithizjoint center che. EXPIRES: 12/31/2016 9. Digits idsize of plate in inches.. MITek USA,Ino./COmpuTf�S SOftwefe 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1EIIIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 84 2-11=(-1168) 2607 11- 3=( 0) 261 15-10=( -363) 1164 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3054) 1164 11-12-(-1170) 2604 3-12=( -447) 338 10-16=(-1654) 681 WEBS: 2x4 KDDF STAND; 3- 4=(-2557) 1052 12-13=( -963) 2560 12- 4=( -200) 761 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 13-14=( -885) 2430 12- 6-( -592) 205 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6-(-2200) 1023 14-15=( -682) 1880 6-13=( -42) 158 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2541) 1068 15-16=( -59) 76 13- 7=( -63) 271 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2090) 881 7-14=( -638) 297 8- 9=( -849) 479 14- 8=( -165) 819 LL = 25 PSF Ground Snow (Pg) 9-10=(-1129) 485 8-15=(-1540) 560 NOTE: 2x4 BRACING AT 24"OC UON. FOR 9-15=( -82) 434 ALL FLAT TOP CHORD AREAS NOT SHEATHED 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 POP. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0" -283/ 1886V -132/ 227H 5.50" 3.02 KDDF ( 625) ** For hanger specs. - See approved plans 40'- 0.0" -205/ 1670V 0/ OH 5.50" 2.67 KDDF ( 625) '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 = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.174" @ 18'- 9.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.326" @ 18'- 9.0" Allowed = 2.606" MAX HORIZ. LL DEFL = -0.070" @ 39'- 9.2" MAX HORIZ. TL DEFL = 0.109" @ 39'- 9.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 13-03-11 22-08-10 3-11-11 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T '1 T (All H ) Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-10 6-01-04 0-04-07 5-05-04 5-09-11 5-09-11 5-07-15 3-11-11 load durationfactor=1.6, T T TT . f ' . f Truss designed for wind loads 13-02-12 in the plane of the truss only. T 1' 12 M-5x6(S) M-4x6 12 6.00 17' 45 M-3x4 0 25" M-3x5 9M-4x6 N 10.00 1/1 5x6(S) 6 y 7 y 0.25" M-3x5 3 0 co r co A 00 o ..a101.11°°°°°°°°°°°°1111111111°1111°f \/ . 10,00.---j 11 1 T 13 T li4 15 6 ** -co o IM-3x8 M-1.5x3 U.25" M-3x4 0.25' M-3x8 M-5x8(S) M-5x6(S) M-1.5x3 > 1, ), ), 3, 1, y 6-08-04 6-01-04 7-10-11 7-08-15 7-10-11 3-08-02 b /, 1-08 40-00 y ��. G N shy, JOB NAME : 5019-D POLYGON - C2 Scale: 0.1585 44 7p 2� WARNINGS: GENERAL NOTES,unless otherwise noted: �,/ /C7 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 ,✓ „r"^ Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+• incorporation of component is the responsibility of the building designer. ,,,r -,o, -.., .. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: B S is the responsibility of the erector.Additional 2' and at 10'o.c.respectively unless braced(TC)ghoul theirenggtit)y / OREGON ��4 p ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dr all(BC. DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !' SEQ. : 6 2 0 3115 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. l,"� 6 i f j2w4 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, V T RAN S I D: 418660 design loads be applied to any component. and are for"dry condition"of use. }�j 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 P,4 t- fabrication,handling,shipment and installation of components. necessary. PAUL 7.Designlaesassumes atedadequate drsup faces or truss,and placed so their center I IIIIII 111II VIII VIII VIII VIII VIII IIII IIIITPIM?CA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. EXPIRES: 2/3�/ 01 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIIIIIIIL IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 84 2-12=(-1326) 2620 12- 3=( 0) 261 11-17=(-1654) 832 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3054) 1398 12-13--(-1327) 2617 3-13-1 -447) 278 WEBS: 2x4 KDDF STAND; 3- 4=(-2557) 1317 13-14=(-1226) 2589 13- 4=( -215) 759 2x6 KDDF #2 A LOADING 4- 5=1 0) 0 14-15=1-1076) 2446 13- 6=( -594) 238 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2200) 1232 15-16=1 -838) 1885 6-14=( -42) 238 TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2552) 1307 16-17=) -64) 76 14- 7=( -154) 288 BC LATERAL SUPPORT <= 12"00. NON. TOTAL LOAD = 42.0 PSF 7- 8=(-2090) 1048 7-15=( -638) 344 8-10=( -854) 559 15- 8=( -207) 832 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 8-16=(-1551) 667 NOTE: 2x4 BRACING AT 24"00 UON. FOR 10-11=1-1129) 596 10-16=( -51) 445 ALL FLAT TOP CHORD AREAS NOT SHEATHED 'i BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-11-( -478) 1164 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -374/ 1886V -132/ 228H 5.50" 3.02 KDDF ( 625) ** For hanger specs. - See approved plans 40'- 0.0" -314/ 1670V 0/ OH 5.50" 2.67 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.211" @ 13'- 2.7" Allowed = 1.954" MAX TL CREEP DEFL = -0.326" @ 18'- 9.0" Allowed = 2.606" MAX HORIZ. LL DEFL = -0.079" @ 39'- 9.2" MAX HORIZ. TL DEFL = 0.110" @ 39'- 9.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 16-07-11 17-04-10 5-11-11 T T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-10 6-01-04 3708-07 2-01-04 5-09-11 5-09-11 3-07-15 2-01-13 3-09-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T f . T ' .' T . T load duration factor=1.6, 13-02-129-00 Truss designed for wind loads f f 5 9 1, T in the plane of the truss only. 12 12 M-5x6(S) 6.00 p M 4x6M-36x4 0 25„ M-36x5 M-4x6N 10.00 0 M-5x6(5) f = y 0 w 0.25" M-3x5 1 o +. M A 0 M M A 16 1'1 pi 1�M-3x8 M-1.12 25x3 10.25" M-3x4 0.25 M-3x8 M-5x8(S) M-5x6(S) M-1.5x3 .1 1- .1 )' ,1 y * 6-08-04 6-01-04 7-10-11 7-08-15 7-10-11 3-08-02 y y 40-00 PR 1 os , N` �rrFSS JOB NAME : 5019-D POLYGON - C3 �` NGINE�9 -`�i�Y Scale: 0.1555 7OO WARNINGS: GENERAL NOTES,unless otherwise noted: 'zty ~ `O 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual . Truss: C 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V p rty continuous sheathing such as plywood sheathing(TC)and/or drywalhBC). .,Y QRE ON CJ.. �„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown...... r� 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. �/,x��Y Fj /•`C" SEQ. : 6203116 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, L S/ TRANS ID: 418660 design loads be applied to any component end are for"dry condition"of use. 't PA 0'4 • 5.CompuTrus has no control over and assumes no responsibility for the 6'Design ssumes full bearing at all supports shown.Shim or wedge if /�. L fabrication,handling,shipment'and installation of components. necessary. p P 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 IIIIII VIII VIII VIII VIII I III VIII IIII IIIITPI WTCA In BCSI,copies of Which will be furnished upon request. lines coincide with joint tecenter lines. 1/2016 9.Digits ondt size of cin inches.. MiTek USA,Inc./CompuTrys Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:EJ, 1E IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 1- 2=)-2974) 1263 1- 8=( -998) 2604 2- B=(-294) 359 BC: 2x4 RIDE #16BTR SPACED 24.0" O.C. 2- 3=(-2696) 1189 8- 9=( -731) 2179 8- 3=(-135) 544 WEBS: 2x4 KDDF STAND 3- 4=(-1906) 971 9-10=( -725) 2133 3- 9=(-784) 485 LOADING 4- 5=(-1906) 971 10- 7=(-1003) 2535 9- 4=(-549) 1280 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2696) 1189 9- 5=(-784) 485 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2974) 1263 5-10=(-135) 545 TOTAL LOAD = 42.0 PSF 10- 6=(-294) 359 ** For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BOG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -243/ 1680V -217/ 217H 5.50" 2.69 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 0.0" -243/ 1680V 0/ OH 5.50" 2.69 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. '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 = 0.177" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.324" @ 20'- 0.0" Allowed = 2.606" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.116" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 20-00 20-00 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-10-14 6-05-11 6-07-07 6-07-07 6-05-11 6-10-14 load duration factor=1.6, 'f ,' '1 T '1 1' T Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 p M-4x6 J 6.00 4.0" 4 .h o M 5x6(5) \" M2-5x6(S) 0.25 0.25" 3 5 >1.5X31/ir\ M1. 3 / rn I rn 1 8 9 T 10 7** o , * M-3x8 M-3x4 0.25" M 3x9 M-3x8 0 M-5x8(5) , 1, y y )' ,) 10-02-09 9-09-07 9-09-07 10-02-09 J., ), 40-00 ��?,v PRpfi s JOB NAME : 5019-D POLYGON - C4 �� N INE -v'o�� Scale: 0.1607 p WARNINGS: GENERAL NOTES,unless otherwise noted: // ?Q2 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 � �/ •° TM Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper J4®t" 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 14) is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -,n TA-OREGON aN 4„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ p. "' Y�, ti. • 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. ^� ,��Y FJ �tr,"C SEQ. : 6203117 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, V'' 1 V T RAN S I D: 418660 design loads be applied to any component. and are for"dry condition"of use. p L ai • 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 A u. necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI VJFCA in BCSI,copies of which will be furnished upon request. git coincide withizjoint center che. EXPIRES:12131!2016 9.Digitssincae size of tplate In inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) INN This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 11-06-07 FOR 1-01-19 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF , PROVIDE SUPPORT 2X9 DF 12-02-05 #1&BTR 1' 4 12 PROVIDE 5.14 p SUPPORT M-3x6(S) M-5x8 8 2X9 OF PROVIDE #10TR M-3x6 SUPPORT 100 M-3x6 M-3x6 M-3x8 rr 0 y ,1 J‘ y 11-04-15 y y b 2-02-08 11-06-07 5-07-14 5-07-14 .1 25-05-02 y ��e D P R Ore JOB NAME : 5019-D POLYGON - CR Scale: 0.3659 <;, NC"1N��9 'a WARNINGS: GENERAL NOTES,unless otherwise noted: '' 782 r 1.Builder and erection contractor ehould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: CR and Warnings before conatrudiyn commences. building component.Applicability of design parameters and proper1 ..- 2.2x4 compression web bracing Must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of v 47 continuous sheathing such las bracing e sheathing(TC)where s shown drywall(BC). ' 9 OREGON N. Q„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 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. (,/ SEQ. : 6203118 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, 9j '4A Y 1 6 � design loads be applied to any component. end are for"dry condition"of use. �� TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if pA fabrication,handling,shipment and installation of components. necessary.Design — 7. latesassumes atedadequate drainage is provided.and This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss, placed so their center 1111111111111011111 TPI/WfCA in BCSI,copies of which will be furnished upon request. coincide with joint center cher. EXPIRES: 12/31/2016 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTru9 Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) 1 11 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq-1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-12=(-1352) 7306 12- 3=( -560) 2784 17-10=(-268) 364 2x6 KDDF #1&BTR T2 SPACED 24.0" 0.0. 2- 3-(-8388) 1602 12-13=(-1338) 7236 3-13=(-2236) 546 BC: 2x4 KDDF #1&BTR; 3- 4=(-6314) 1202 13-14=(-1114) 6228 13- 4=( -384) 2278 2x6 KDDF #1&BTR B1 LOADING 4- 5=1 0) 0 14-15=(-1112) 6230 13- 6=(-1140) 838 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-5564) 1084 15-16=( -822) 4004 6-14=( 0) 196 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=)-4618) 1280 16-17=( -824) 3256 6-15=(-2904) 562 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3164) 1118 17-11=(-1072) 3606 15- 7=( -322) 2026 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-3184) 1058 7-16-(-2166) 568 LL = 25 PSF Ground Snow (Pg) 9-10=(-3920) 1252 16- 8=( -716) 2446 ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-4196) 1340 16- 9=( -784) 476 NOTE: 2x4 BRACING AT 24"00 ION. FOR 9-17=( -122) 526 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 2508.0 LBS @ 6'- 1.5" 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) OVERHANGS: 20.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -930/ 4616V -229/ 239H 5.50" 7.38 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 46'- 3.0" -355/ 2273V 0/ OH 5.50" 3.64 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. + Laterally brace to roof diaphragm. Attach 2 ply with 3"x.131 DIA GUN 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 J%- 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL - 0.174" @ 20'- 8.7" Allowed = 2.267" Of HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0.517" @ 15'- 7.7" Allowed = 3.022" LOAD(S) EQUALLY TO ALL MEMBERS. M 9" oc in 1 row(s) throughout 2x4 webs. 0-06-06 MAX HORIZ. LL DEFL = -0.054" @ 45'- 9.5" 9-11-11 ''( 5-06-04 10-09-01 20-00 MAX HORIZ. TL DEFL = 0.127" @ 45'- 9.5" T T f T T DESIGN ASSUMES MOISTURE CONTENT DOES 6-03-04 3-02-01 5-09-12 5-02-12 5-02-13 6-06-04 6-06-04 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. 9-10-12 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-4x6 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p 6.00 p Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 8 End vertical(s) are exposed to wind, '` M-5x6(5) Truss designed for wind loads M-3x5 3'%14in the plane of the truss only. 7 0.25" o 9 cc M-5x65 M-6x10 46 +I M-1.5x3 M-3x63 + + 10 M-3x10 M M 1 B :0 12 1 'r 14 15le T ;6 17 11** 0 o M-3x8 u.25" M-1.5x3 M-3x5 0.25' M-3x4 M-3x5 0 Of M-7x12(S) M-5x8(S) 2508# )' ), y y y b y 6-01-08 3-03-13 6-02-06 5-01-01 5-06-04 9-05-08 10-06-08 )' .1 1, 1-08 46-03 JOB NAME : 5019-D POLYGON - D1 �4 ° PRQ Scale: 0.1476 ,co, ,1/4- , � S/alt WARNINGS: GENERAL NOTES,unless otherwise noted: `'' 8978 w 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,f,/ .,‘,#.s'/';'�^ 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. "elf 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 40 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(Bc). ^p' OREGON �„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,, h 45)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. G + SEQ. : 6203119fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "7�{7 11A Y 1 't design loads be applied to any component. and are for"dry condition"of use. S/t^ 1�y ' TRANS I D: 418660 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 P4 u L fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes atedadequate drsuppd.faces of truss,and placed so their center IIII111I II VIII VIII VIII I IIIIIIII IIIIIIII TPIANTCA In BCSI,copies of which will be furnished upon request. coincide with jointcenter lines. EXPIRES: 12/31/2016 9.Digits Indicate size of plate in inches. MiTek USA,InC./COf1 puTruS Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11E II IIII 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 #1EBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-12=(-1300) 3100 12- 3=1 0) 273 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2- 3=(-3577) 1483 12-13=(-1302) 3097 3-13=1 -411) 308 WEBS: 2x4 KDDF STAND 3- 4=(-3097) 1389 13-14=(-1248) 3314 13- 4=1 -363) 951 LOADING 4- 5=( 0) 0 14-15=( -982) 2682 13- 6=1 -951) 433 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 4- 6=(-2684) 1325 15-16=) -999) 2623 14- 6=(-1290) 713 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7-(-3681) 1802 16-11=(-1230) 3013 14- 7=( -689) 1578 TOTAL LOAD = 42.0 PSF 7- 8=(-2425) 1322 7-15=(-1271) 754 8- 9=1-2471) 1251 15- 8=( -911) 1860 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3251) 1458 15- 9=( -775) 477 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1-3520) 11522 9-16=( -133) 546 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-10=( -277) 350 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -351/ 213BV -230/ 240H 5.50" 3.42 KDDF ( 625) 46'- 3.0" -279/ 1942V 0/ OH 5.50" 3.11 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 = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.337" @ 18'- 9.9" Allowed = 2.267" MAX TL CREEP DEFL = -0.592" @ 18'- 9.9" Allowed = 3.022" 0-04-07 MAX HORIZ. LL DEFL = -0.106" @ 45'- 9.5" MAXff HORIZ. TL DEFL = 0.168" @ 45'- 9.5" 13-03-11 5-06,04 7-05-01 20-00 DESIGN ASSUMES MOISTURE CONTENT DOES 6-10 6-01-04 5(-02-12 �3-11-03 3-09-07 6-06-04 6-06-04 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. 4' 1' TT I T 4' 1' T T T Design conforms to main windforce-resisting 13-02-12 1 system and components and cladding criteria. 12 I12 M-4x6 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p 6.00 17 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), 4.0" load duration factor=l.6, 8 ,,-,( End vertical(s) are exposed to wind, M-5x8(S) Truss designed for wind loads M-3x57 3.1 in the plane of the truss only. M-5x6 M-5x10 0.25" 5 9 4 6 Gy M-5x8(5) e Vee, +a M-1.5x3 3 +' °+ + 10 I 0d, • i M-3x8 A. 1� 12 1 '0' 14 lr5 16 11,*, o M-3x8 M-1.5x3 Ol•25 M-4x6 0.25' M-3x4 o I M-5x8(S) M-5x8(S) ), 1- b > y 1- .1 6-08-04 6-01-04 6-00=07 7-05-01 9-10-04 10-01-12 ), )' ), 1-08 46-03 op PR©1 JOB NAME : 5019-D POLYGON -, D2 Scale: 0.1476 142j- 17 �.\`' /qi9 WARNINGS: GENERAL NOTES,unless otherwise noted: 70 1.Builder and erection contgactor hould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual p. Truss: D 2 and Warnings before con$tructi n commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. r '• p- 2.2x4 compression web bracing ust be installed where shown+, P Po P IY gtf -- 3.Additional temporary brading to stability during construction 2.Design assumes the top and bottom chords to be laterally braced at v DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by \''.....(.. .......""*".1:3 is the responsibility of the erector.Additional permanent bracing of continuous sheathin such as I od sheathin C and/or dr ail C.9 PY'^'o 9R ) Yw' ) t7REGt�DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor, tiSEQ. : 6203120 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Y 1 TRANS ID: 418660 design loads be applied to any component. and are for"dry condition"of use. P� wedge 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or if A U L T`` fabrication,handling,shipment end installation of components. necessary.sg P P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject'ito the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II II VIII VIII II II ON VIII IIII IIII TPIM?CA in BCSI,copies of w)tich will be furnished upon request. git coincide with joint anr lines. EXPIRES; 1,rt.�i �20 9.Digits Indicate size of plate in inches. MiTek USA,IDC./CompuTru$Software 7.6.7(1 l)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq=1.00 TC: 2x4 HOOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1386) 3146 13- 3=( 0) 273 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3576) 1692 13-14=(-1388) 3143 3-14=( -411) 250 WEBS: 2x4 KDDF STAND 3- 4=(-3096) 1629 14-15=(-1471) 3364 14- 4=( -358) 950 LOADING 4- 5=( 0) 0 15-16=(-1133) 2719 14- 6=( -948) 439 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2684) 1512 16-17=(-1100) 2621 15- 6-(-1290) 882 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3680) 2051 17-11=(-1317) 3009 15- 7=( -873) 1610 TOTAL LOAD = 42.0 PSF 7- 8=(-2424) 1437 7-16=(-1291) 873 8- 9=(-2470) 1366 16- 8=(-1014) 1870 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3248) 1541 16- 9=( -773) 475 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3516) 1586 9-17=( -71) 538 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=) 0) 84 17-10=( -273) 275 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 20.0" 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" -422/ 2133V -244/ 244H 5.50" 3.41 KDDF ( 625) 46'- 3.0" -384/ 2132V 0/ OH 5.50" 3.41 KDDF ( 625) rOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.[ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.366" @ 18'- 9.9" Allowed = 2.267" MAX TL CREEP DEFL = -0.591" @ 18'- 9.9" Allowed = 3.022" MAX LL DEFL = 0.022" @ 47'- 11.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 47'- 11.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.113" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.168" @ 45'- 9.5" 16-07-11 2-02-04 7-05-01 20-00 DESIGN ASSUMES MOISTURE CONTENT DOES 6-10 6-01-04 1T10-}�2 3-09-07r 6-06-04 6-06-04 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. T f �3=08-071 3-11-03f T f T T Design conforms to main windforce-resisting 13-02-12 system and components and cladding criteria. T 1' 12 12 M-4x6 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p 6.00 pv 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, B ns( Truss designed for wind loads M-5x8(S) in the plane of the truss only. 5 M-3x57 3.1 444.4 M 5x6 / M 5x10 0.25" M-5x8(5) �� 6 0.25" +` M-1.5x3 3 + + 0 fig. + v* i _ 11 i 1/ ir 13 O4 T 15 114 'f 17 M-3x8 -�2 �i Ip M-3x8 M-1.5x3 10.25" M-4x6 0.2 M-3x4 0 M-5x8(S) M-5x8(S) .1 ,/ / b .1 ,6 / 6-08-04 6-01-04 6-00-07 7-05-01 9-10-04 10-01-12 ,l > ,1 / 1-08 46-03 1-08 ,i,1/4.0 PRork. JOB NAME : 5019-D POLYGON - D3 Scale: 0.1286 (� t, s'o44 9 WARNINGS: GENERAL NOTES,unless otherwise noted: 78 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual [ Truss: D 3 and Warnings before construction commences. building component.Applicability of design parameters and proper1 , 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 01/ I'" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by OREGON 47 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 's. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 '� �- 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. .cs n t�v Q'" SEQ. : 6203121 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, T4 'T A i t4, design loads be applied to any component. and are for"dry condition"of use. TRANS 1 D: 418660 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 PA U L nR, fabrication,handling,shipment and installation of components. Designecesary. 7. laesassumes atedadequate drainagefis o provided. and This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces o�truss,and placed so their center 1111111111111111111 TPI WlCA in SCSI,copies of which will be furnished upon request. git coincide with joint anr lines. EXPIRES: 12/31/2016 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) VIII III IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 96'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1054) 3146 3-14=(-261) 280 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-3518) 1398 14-15=1 -829) 2760 14- 9=( -77) 512 WEBS: 2x9 KDDF STAND 3- 4=(-3254) 1298 15-16=( -582) 2276 4-15=(-698) 933 LOADING 9- 5=(-2521) 1139 16-17=1 -883) 2661 15- 5=(-317) 828 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-12=(-1127) 3079 15- 7=(-211) 147 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2177) 1109 7-16=(-197) 140 TOTAL LOAD = 42.0 PSF 7- 9=(-2184) 1109 9-16=(-318) 830 8- 9=( 0) 0 16-10=(-721) 441 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2527) 1190 10-17=1 -92) 552 ALL FLAT TOP CHORD AREAS NOT SHEATHED �, 10-11=(-3297) 1311 17-11=(-307) 301 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3576) 1368 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=1 -2) 90 OVERHANGS: 20.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) , 0'- 0.0" -350/ 2133V -238/ 239H 5.50" 3.41 KDDF ( 625) 46'- 3.0" -391/ 2131V 0/ OH 5.50" 3.91 KDDF ( 625) rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" j MAX LL DEFL = 0.223" @ 23'- 0.5" Allowed = 2.267" , MAX TL CREEP DEFL = -0.433" @ 23'- 0.5" Allowed = 3.022" MAX LL DEFL = -0.016" @ 47'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.020" @ 97'- 9.0" Allowed = 0.200" , 0-04-081 . 0-04-08 MAX HORIZ. LL DEFL = 0.096" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.158" @ 95'- 9.5" 19-11-11L... 6-01-10 20-01-11 DESIGN ASSUMES MOISTURE CONTENT DOES TT T 1' NOT EXCEED 19% AT TIME OF MANUFACTURE. 6-09-14 6-04-11 6.04 11 3-00-133-00-13 6-04-11 6-04-11 6-11-14 T T T TT T TT T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M-4x6 M-3x4 6 M-4x6 Q 6.00 Wind: 190 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x8(S) / 7 M-5X8(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), //// load duration factor=1.6, 0.25" Truss designed for wind loads 0.25" in the plane of the truss only. 4 0 ao 1 tt M-1.5x3 1M-1.5x3 + + co ' M-3x8 r) 1/-( 14 115 T 'r V6 17 c>,3 ri o IM-3x8 M-3x4 0.25" 0.25' M-3x9 0 M-5x8(S) M-5x8(S) 1- 3, i 5 .1 1- )' J, b 10-00-03 9-05-p4 7-02-01 9-05-04 10-02-03 y y 1-08 ! 46-03 1-06 JOB NAME : 5019-D POLYGON - D4 Scale: 0.1425 4\ ENGINE f�.T, WARNINGS: GENERAL NOTES,unless otherwise noted: C'''/ 7S'G E c 1.Builder and erection contractorjshould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D4 and Warnings before construction commences. building component.Applicability of design parameters and proper �f 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the budding designer, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibilityof the erector.Additionalpermanent of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by V 40 bracing continuous sheathing such as plywooding(TC)and/or drywall(BC). I OREGON h DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S' /1/re, 15) Q" 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. ..n SEQ. : 6203122 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, lis 'IAY 15 �1, T RAN S I D 418660 design loads be applied to any component. and aregfor"dry condition"of use, pP g 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or wedge if 111- AA UL \ necessary. fabrication,handling,shipment)and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111 11 1IIII I I 11111 I I 11111 IIII I IIII TPI VJfCA in BCSI,copies of Which will be furnished upon request. Digit coincidenwith jointacenter lines. EXPIRES: 12/31/2016 9.Digits Indicate size of plate In Inches. MiTek USA,InC./CompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII 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) 84 2-12=(-1070) 3215 3-12=(-195) 254 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=(-3546) 1345 12-13=( -876) 2906 12- 4=(-127) 406 WEBS: 2x4 KDDF STAND 3- 4=(-3364) 1345 13-14=( -674) 2481 4-13=(-519) 305 LOADING 4- 5-(-2826) 1251 14-15=) -713) 2351 13- 5=(-170) 717 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2178) 1112 15-16=( -910) 2725 5-14=(-937) 521 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2176) 1112 16-10=(-1115) 3034 14- 6=(-715) 1620 TOTAL LOAD = 42.0 PSF 7- 8=(-2826) 1251 14- 7=(-937) 521 OVERHANGS: 20.0" 20.0" 8- 9=(-3365) 1345 7-15=(-170) 717 LL = 25 PSF Ground Snow (Pg) 9-10=(-3546) 1345 15- 8=(-519) 305 10-11=( 0) 84 8-16=(-127) 406 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-195) 253 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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" -366/ 2133V -279/ 279H 5.50" 3.41 KDDF ( 625) 46'- 3.0" -366/ 2133V 0/ OH 5.50' 3.41 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.234" @ 23'- 1.5" Allowed = 2.267" MAX TL CREEP DEFL = -0.443" @ 23'- 1.5" Allowed = 3.022" MAX LL DEFL = 0.022" @ 47'- 11.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 47'- 11.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.096" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.158" @ 45'- 9.5" 23-01-08 23-01-08 DESIGN ASSUMES MOISTURE CONTENT DOES 6-00-14 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-07-10 6-00-14 NOT EXCEED 19% AT TIME OF MANUFACTURE. l' T T T T T T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p M-4x6 Q 6.00 9 Ott Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 .0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3x45 M-3x9 in the plane of the truss only. M-5x6(S) M-5x6(5) 0.25" 0.25" 4 6 M-1.5x3311T\/' ''\,* 9M-1.5x3 M rn 1•000.-- 12 3'( 14 16 ^� o o M-3x8 M-3x4 �.25" M-3x6 0.2�' M-3x9 M-3x81 1 t M-5x6(S) M-5x6(S) ), ), ), y y b y 8-00 7-06-12 7-06-12 7-06-12 7-06-12 8-00 ). y b y 1-08 46-03 1-08 JOB NAME : 5019-D POLYGON - D5 �S' G N st Scale: 0.1293 7O C 't. ice WARNINGS: GENERAL NOTES,unless otherwise noted: + l C2 P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ✓ Truss: D5 and Warnings before construction commences. building component.Applicability of design parameters and proper jp/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /'"s eAr DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). '' •7 OREGON �'� DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. ,�� G Y i -`�,q, SEQ. : 6203123 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, V C TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. ` 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pA U L fabrication,handling,shipment and installation of components. necessary. 7.Designlatesassumes atedadequate dr6.naged.faces of truss,and placed so their center IIII'I VIII VIII VIII VIII I III VIII IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 12/31/2016 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompUTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) OMNI 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) 84 2-11=(-1152) 2892 3-11=(-213) 259 15- 9=( -241) 1016 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.0. 2- 3=(-3182) 1220 11-12=) -941) 2567 11- 4=(-133) 421 9-16=(-1905) 905 WEBS: 2x4 KDDF STAND; 3- 4=(-3015) 1219 12-13=) -742) 2138 4-12=(-524) 308 16-10=( -33) 23 2x6 KDDF #2 A LOADING 4- 5=(-2463) 1106 13-14=( -619) 1788 12- 5=(-173) 721 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5- 6=(-1790) 965 14-15=( -678) 1714 5-13=(-939) 522 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1795) 979 15-16=( -375) 741 13- 6=(-595) 1282 BC LATERAL SUPPORT <= 12"OC. UON. '., TOTAL LOAD = 42.0 PSF 7- 8=(-2068) 993 13- 7=(-516) 358 8- 9=(-1526) 705 7-14=( 0) 196 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=( -34) 55 14- 8=( -4) 222 8-15=(-819) 329 ** For hanger specs. - See approved plans '. 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 BOG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -341/ 1960V -253/ 3108 5.50" 3.14 KDDF ( 625) 42'- 0.0" -262/ 1764V 0/ OH 5.50" 2.82 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 = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL - -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.171" @ 15'- 6.8" Allowed = 2.054" MAX TL CREEP DEFL = -0.315" @ 15'- 6.8" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.068" @ 41'- 6.5" MAX HORIZ. TL DEFL = 0.109" @ 41'- 6.5" 23-01-08 18-10-08 DESIGN ASSUMES MOISTURE CONTENT DOES Tq NOT EXCEED 19% AT TIME OF MANUFACTURE. 6-00-14 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-09-03 1-08- 4 T T 3' I T f 1' T 3' T Design conforms to main windforce-resisting 1212 system and components and cladding criteria. 6.00 p M-4x6 Q 6.00 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 ,,,,, load duration factor=1.6, I _` Truss designed for wind loads in the plane of the truss only. 3.1 M-3.4 M-3x4 M-5x6(S) 5 7 M-5x6(S) 0.25" .+ 0.25" 4 8 +, M 1.5x3 9M 5x6 s -1.5x3 o A aa � fi4Q 15 16 a+mo I �o AI 1/rM-3x8 M-3x4 �OZ..5 " M-3x8 0.2�' M-3x4 M-5x6(S) M-5x6(S) M-3x5 b ,0 ), ,1 k ), )' 8-00 7-06-12 I 7-06-12 7-06-12 7-06-12 3-09 i-08 y 42-00 ckcp PROFe JOB NAME : 5019-D POLYGON -I D 6wc`c �Na'Nee, wo� Scale: 0.1456 � 7O WARNINGS: GENERAL NOTES,unless otherwise noted: 1' • `Q 1.Builder and erection contracto should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individualJ / Truss: D 6 and Warnings before cohstru ion commences. building component.Applicability of design parameters and proper PI/2.2x4 compression web bracing est be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing t insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by t/ h� is the responsibility of the credo,.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ., OREGON o �„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+e 6, f� Q 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "Q ARY 1 Gj -`!�, SEQ. : 6203124 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, V design loads be applied to any component. and are for"dry condition"of use. PAUL �� T RAN S I D: 418660 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 V fabrication,handling,shipment and installation of components. ry p Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subje4t to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11 VIII IN 11111111111111111111 IIII IIIVIIIIIIIIIII TPI/WI-CA in BCSI,copies of which will be furnished upon request. git coincide with jointain linche. EXPIRES:12/31/2016 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.ICo of is Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII 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) 84 2-11=(-1951) 4547 11- 3=( -443) 1195 17- 7=( -632) 1252 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5186) 2079 11-12=(-1797) 4157 3-12=(-1090) 590 17- 8=( -512) 358 WEBS: 2x4 KDDF STAND; 3- 4=(-3476) 1355 12-14=(-1216) 3069 12- 4=( -23) 408 8-18=( 0) 198 2x6 KDDF #2 A LOADING 4- 5=(-2751) 1176 13-15=( 0) 0 4-14=( -785) 378 18- 9=( 0) 357 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP 5- 6=(-2709) 1297 15-16=) -30) 76 5-14=( -293) 250 9-19=(-2249) 943 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1764) 978 16-17-) -672) 1911 15-14=( 0) 73 19-10=( -167) 203 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1799) 973 17-18=( -634) 1758 14- 6=( -529) 1196 8- 9=(-2055) 984 18-19=) -689) 1631 14-16=( -650) 1857 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=( -71) 125 6-16=( -197) 140 hanger specs. - See approved6-17=( -835) 524 * For P plans 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" -341/ 1960V -253/ 310H 5.50" 3.14 KDDF ( 625) 42'- 0.0" -262/ 1764V 0/ OH 5.50" 2.82 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 = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.260" @ 14'- 6.7" Allowed = 2.054" MAX TL CREEP DEFL = -0.462" @ 14'- 6.7" Allowed = 2.739" 23-01-08 18-10-08 MAX HORIZ. LL DEFL = -0.129" @ 41'- 6.5" MAX HORIZ. TL DEFL = 0.198" @ 41'- 6.5" 3-03-04 5-07-09 5-09 9-02-02 4-03-14 6-03-08 6-03-08 6-03-08 T T T T T T Q i' f DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 6.00 p M-4x6 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 7 ,f( _44.4. M-5x6(S) Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x106 3. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=l.6, M 1.5x3 8 End vertical(s) are exposed to wind, M 5x6(5) 5 gy Truss designed for wind loads in the plane of the truss only. 0.25" +, I Alp9M-3x6 M 3x63 �AdllIll�'oi,,�u�u + -1.5x3 in M-3x10 �� r-i eta M-6x8 A i_ o I. MSHS-5x8 M-I3x4 0 133 1 5 1_X 7 M-5 9 M 3x6 9 ** �N 6 x M-1.5x4+ M-1.5x3 M-1.5x4+ M-5x8(S) a 3.00 / y 12 4-10-12 �4-00-06� y y y b 2- 11-12 5-07-09 1-11-12 4-05-10 9-04-06 9-06-02 y / 1-08 2-11-12 10-06 28-06-04 l / / 19-05-12 1-00 27-06-09 / * y 1-08 92-00 _ 0 PRQF4-- JOB NAME •. 5019-D POLYGON - D7 , 6. GIN 1s/0 Scale: 0.1206414 4 2 9 f WARNINGS: GENERAL NOTES,unless otherwise noted: 44.. ^'°�' O 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 ,,, ``` Truss: D7 and Warnings before construction commences. building component.Applicability of design parameters and proper ✓ 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,(�,3 continuous sheathing such as plywood in ere and/or drywall(BC). - •q QRE ON.�"` DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3,Sr Impact bridging or lateral bracing required where shown++ SEQ. : 6 2 0 312 5 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. �„y� (�'�RY i GJ_ -t�13 . 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, 7 '4 `C- TRAN S 1 D• 418 660 design loads be applied to any component. and are for"dry condition"of use. ir \ 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 PA U L fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequateatedon drainage is provided. and This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center 111111 II1111111011111111 VIII 11111 IIII IIIITPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 12/31/2016 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) , IIIIIIIIIIIIII 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) 84 2-13=(-1985) 4543 13- 3=( -451) 1195 19-11=( -221) 227 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5221) 2111 13-14=(-1829) 4154 3-14=1-1102) 612 11-20=( -411) 313 WEBS: 2x4 KDDF STAND; 3- 4=(-3497) 1364 14-16=(-1227) 3051 14- 4=( -28) 409 20-12=) -658) 1802 2x6 KDDF #2 ALOADING 4- 5=(-2778) 1199 15-17=( 0) 0 4-16=( -771) 347 12-21=(-1694) 803 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2730) 1369 17-18=1 -33) 82 5-16=( -288) 340 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=( -613) 1827 17-16=( 0) 69 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-1839) 1000 19-20=( -711) 1838 16-18=( -596) 1770 8-10=(-1712) 934 20-21=( -76) 118 16- 6=( -637) 1166 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 6=( -120) 185 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-2037) 958 18- 8=( -77) 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2117) 865 8-19=( -343) 208 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10-19=( -243) 580 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -327/ 1970V -212/ 271H 5.50" 3.15 KDDF ( 625) 42'- 0.0" -248/ 1754V 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 = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.254" @ 14'- 6.7" Allowed = 2.054" 19-11-11 6-03-10 15-08-11 MAX TL CREEP DEFL = -0.446" @ 14'- 6.7" Allowed = 2.739" 1 'f T MAX HORIZ. LL DEFL = -0.122" @ 41'- 9.2" 5-07-04 4-08-04 -01-13 0-04-07 7-09-14 MAX HORIZ. TL DEFL = 0.187" @ 41'- 9.2" 3-03-04( l' 5-09 4 0-67L15 '' -01-1 7-06-06 T .) T T T 1' T ft .1 DESIGN ASSUMES MOISTURE CONTENT DOES 19-10-1215-07-12 NOT EXCEED 19% AT TIME OF MANUFACTURE. T I .' T 4' Design conforms to main windforce-resisting 12 M-410 M-'x4 M-4x6 12 system and components and cladding criteria. 6.00 p 0 Q 6.00 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5 lie( (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), + load duration factor=1.6, M-5x6(S) 1-3x4 End vertical(s) are exposed to wind, Truss designed for wind loads 0.25" in the plane of the truss only. 4 +t -3x6 M-3x63 --/on I M 3x10 r -.00"'"'"............7 o o 1f 13 M-3 x4 155 17 1,E 20 ** - N MSHS-5x8 M-5x6 M-bx8 0.2 M-3x8 o M-1.5x4+ M-1.5x3 M-1.5x3 M-1.5x4+ 1 1 M 5x8(S) - n 3.00 12 k k k / y 1 1 2-11-12 5-07-04 4-10-la-01-12 4-10 7-04 7-08-02 7-06-06 b )' ), y j y 1-08 2-11-12 10-06 b y 28-06-04 y 14-05-12 1-00 27-06-04 _ 1-08 42-00 y �0.v PROPer, JOB NAME : 5019-D POLYGON - D8 ,oGINe9 /°9 Scale: 0.1238 i . WARNINGS: GENERAL NOTES,unless otherwise noted: /yam i �� w 1.Buller 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 J Truss: D 8 and Warnings before construction commences. building component.Applicability of design parameters and proper :1►•' ++. 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erec or.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their leng4th by v k. p ity continuous sheathing such as plywood sheathing(TC)and/or drywall C). 40 'f7,r•OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (i t� t' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "� .q+�Y 16 �`C SEQ. : 6203126 fasteners are complete and at ho time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t1 T RAN S ID: 418660 design loads be applied to any component. and are for"dry condition"of use. PA T``� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design necessary. nassumes full bearing at all supports shown.Shim or wedge if r^h �. fabrication,handling,shipment and installation of components. P P 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 IIIIII 11 VIII 11111 VIII 1111 11111 III IIIITPI WfCA In SCSI,copies of Frich w 11 be furnish(d upon request. nes coincide with joint center lines. EXPIRES 12/3'1/22016 9.Digits Indicate size of plate in inches. MiTek USA,Inc./Com uTf 6 Software 7.6.7 1 L-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek III 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) 84 2-15=(-2511) 4507 15- 3=( -585) 1184 10-23=(-1034) 472 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2- 3=(-5186) 2493 15-16=(-2311) 4120 3-16=( -987) 608 23-11=( -345) 1139 WEBS: 2x9 KDDF STAND; 3- 4=(-3579) 1672 16-17=(-1713) 3137 16- 4=( -61) 350 11-24=(-1853) 823 2x4 KDDF STUD A; LOADING 4- 5=(-2991) 1501 17-19=(-1527) 2796 4-17=( -620) 352 13-24=( -44) 151 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5- 6=(-2608) 1384 18-20=( 0) 0 17- 5=( -550) 1102 24-14=( -706) 1516 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=( -61) 117 17- 6=( -675) 399 14-25=(-1773) 852 TC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2794) 1489 21-22=(-1270) 2719 6-19=( -42) 458 BC LATERAL SUPPORT <= 12"OC. UON, 8- 9=(-2816) 1350 22-23=(-1044) 2277 20-19=( 0) 78 LL = 25 PSF Ground Snow (Pg) 9-10=(-2596) 1149 23-24=( -732) 1506 19- 8=( -194) 57 10-11=(-1789) 821 24-25=( -72) 83 19-21=(-1346) 2733 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-13=( -377) 291 8-21=( -314) 380 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 0 21- 9=( -176) 154 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -467) 314 9-22=( -476) 347 22-10=( -287) 664 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ RGBG REA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SOON. RED(SPECIES) 0'- 0.0" -382/ 1970V -126/ 251H 5.50" 3.15 KDDF ( 625) 42'- 0.0" -329/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.315" @ 14'- 7.5" Allowed = 2.054" MAX TL CREEP DEFL = -0.505" @ 19'- 7.0" Allowed = 2.739" - 16-07-11 21-07-10 3-08-11 T '( T MAX HORIZ. LL DEFL = -0.159" @ 41'- 9.2" 4-10 1-06-08 2-11-05 5-01-10 2-11-1 1-06-14 MAX HORIZ. TL DEFL = 0.210" @ 41'- 9.2" 3-03=04T T 4-10 T 2101-f5 T 5-05-02 T T 5-01-10 T 201-f3 l' DESIGN ASSUMES MOISTURE CONTENT DOES 1' < 4' 4' 4' T 1 T T T T 1' NOT EXCEED 198 AT TIME OF MANUFACTURE. 13-02-12 1-09 Design conforms to main windforce-resisting 4' 4' T T system and components and cladding criteria. 12 M-5x6(S) 12 6.00 p M-3x4 7 12 N 10.00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M X9 0§25" M 13x4 M 3x5 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) 5 0 11 load duration factor=1.6, q M 3x6 End vertical(s) are exposed to wind, 0,25" t -/ Truss designed for wind loads in the plane of the truss only. M-3x5 0 g B ,� ro M-3x10 i�� o t��_ A, 1 G� 15 16 , 17 o-�-�"�'�� .. _ I MSHS-5x8 M-3x4 0 18 20 1 2s 2 25 ** o M-1.5x4+ M-3x8 M-7X8 0.2�� M ix5 M-3xf 0 M-1.5x4+ M-5x8 M-1.5x3 - 3.00 M-1.5x3 M-5x6(S) 12 y y y 018170f 5-01-04 y y . y y 2-11-12 4-10 4-11-12 1-y1- 12 6-11-15 6-10-03 6-11-15 1-05-02 J, 1-08 y y 2-11-12 10-06 28-06-04 y 14-05-12 1-00 27-06-09 ), ), y 1-08 42-00 •\<<5° PROi4,, JOB NAME : 5019-D POLYGON - D9 Scale: 0.1179 1. �c �G(Ne�9 `° 17 WARNINGS: GENERAL NOTES,unless otherwise noted: ,, 78 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 // AS Truss: D9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - - DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of yy v Lp continuousxImpact sheathing such as plywood sheathing(TC)were or drywall(BC). -,7 OREGON N. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (J 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. . ,....xl 'Y i �Q� SEQ. : 6203127 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: 418660 design loads be applied to any component. and are for"dry condition"of use. f� U la • 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 p fabrication,handling,shipment and installation of components. neessary. 7.Designlaesassumes adequateod hinace re trussed. _ 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 111111 IIII VIII VIII VIII I III VIII IIII IIII TPI/WI-CA in BCSI,copies of which will be furnished upon request. coincide withizjoint center lines. EXPIRES: 12/31/2016 9. Digits Indicate size of late in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII 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) 84 2-14=(-2313) 4507 14- 3=) -536) 1184 21-10=1 -214) 676 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5186) 2213 14-15=(-2129) 4120 3-15=( -987) 579 10-22=(-1034) 387 WEBS: 2x4 KDDF STAND; 3- 4=(-3578) 1445 15-16=(-1560) 3137 15- 4=) -55) 350 22-11=( -268) 1127 2x4 KDDF STUD A; LOADING 4- 5=(-2991) 1252 16-18=(-1271) 2796 4-16=( -620) 411 11-23=(-1853) 772 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) 0) 0 17-19=( 0) 0 16- 5=( -380) 1102 12-23=) -28) 217 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2608) 1188 19-20=( -51) 117 16- 7=( -675) 238 23-13=( -732) 1516 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2794) 1235 20-21=(-1134) 2719 7-18=( -74) 450 13-24=(-1773) 882 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2816) 1155 21-22=( -959) 2277 19-18=( 0) 78 LL = 25 PSF Ground Snow (Pg) 9-10=)-2596) 1030 22-23=( -707) 1506 18- 8=( -178) 80 10-11=(-1789) 745 23-24=) -73) 83 18-20=(-1155) 2733 NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -374) 253 8-20=( -314) 284 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -464) 271 20- 9=( -83) 154 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9-21=( -476) 281 OVERHANGS: 20.0" 0.0" I, BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -292/ 1970V -127/ 249H 5.50" 3.15 KDDF ( 625) 42'- 0.0" -217/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.287" @ 14'- 7.5" Allowed = 2.054" MAX TL CREEP DEFL = -0.505" @ 19'- 7.0" Allowed = 2.739" 13-03-11 1 26-11-10 1-08-11 MAX HORIZ. LL DEFL = -0.149" @ 41'- 9.2" 4-10 0-04-07 5-01-04 5-01-10 4-11-14 T MAX HORIZ. TL DEFL = 0.210" @ 41'- 9.2" 3-03-04r ' 4-10 11'6201 1 ' 5-05-02 T T 5-01-10 4' 108-11 DESIGN ASSUMES MOISTURE CONTENT DOES 4' T 4' ft4' 4' 4' 4' 4' 1 4' NOT EXCEED 19% AT TIME OF MANUFACTURE. 13-02-12 Design conforms to main windforce-resisting T T system and components and cladding criteria. 12 M-5x6(S) 12 6.00 10.00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6M-3x4 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 56 M- x4 0925" M-13ox4 M-131x5 2 load duration factor-l.6, 7 „,----,1, 4-3x10 End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 4 0 + o M-3x53B 1 r 0 r, M-3x10 _ 18 - o1 _ 141.5x4 0 1617 19 ,.� 1M 0 � 22 2 24 ** r MSHS-5x8 i M-5x8 M-ix8 0.2� M-3x5 M-3x130 o M-1.5x4+ M-3x8 o M-1.5x3 M-1.5x3 M-1.5x4+ M-5x6(S) a 3.00 y 12 Y 0-C8-01, 5-01-04 , y y J, ), 2-11-12 4-10 4-11-12 1-31- 12 6-11-15 6-10-03 6-11-15 1-05-02 J, y y y 1-08 2-11-12 10-06 y y 28-06-04 ), 14-05-12 1-00 . 27-06-04 y 1-08 - 42 00 `� 0AGIN S) JOB NAME : 5019-D POLYGON D10 Scale: 0.1229 c(,' 2,y, i 78 t-- WARNINGS: GENERAL NOTES,unless otherwise noted: /,�t�`j9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual „ Truss: D10 and Warnings before construction commences. building component.Applicability of design parameters and proper O.1 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. r' ` 44""-41""". 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS s lite res onsibil' of the erector.Additional ermanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by c-" p itY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 OREGON 4 �„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t✓ (L 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. ^S7 OREGON 1 f� t/. SEQ. : 6203128 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, y V design loads be applied to any component. and are for"dry condition"of use. '1 fjA UL �t1 T RAN S I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.Design f assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. P P 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 IIIIII II II I III VIII VIII I III VIII IIII IIII TPI WfCA In BCSI,copies of witch will be furnished upon request. git coincideIiwith joint acenter lines. EXPIRES 12/31/2016 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) VIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP-D 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) 84 2-13=(-3078) 9292 13- 3=( -318) 1060 18-10=( -470) 1592 2x4 KDDF #1&BTR Ti 2- 3=(-10564) 3326 13-14=(-2504) 7052 13- 4=( -566) 2360 10-19=(-2508) 1142 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -9946) 3158 14-16=(-3338) 8534 4-14=) -582) 360 19-11=( -718) 2444 i WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -7290) 2626 15-17=( -112) 284 14- 5-( -640) 2156 11-20=(-4978) 2062 2x4 KDDF #1&BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=( 0) 0 17-18=(-3188) 7864 14- 7=(-2546) 1238 20-12-( -330) 240 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 42'- 0.0" V 5- 7=( -6512) 2382 18-19=(-2656) 6456 7-16=) -264) 906 TC LATERAL SUPPORT K- 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 42'- 0.0" V 7- 8=( -8522) 3338 19-20=(-1642) 3892 15-16=) 0) 64 BC LATERAL SUPPORT <= 12"00. UON. 8- 9=( -8010) 3166 16- 8=( -240) 690 TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 9-10=( -7482) 2984 16-17=(-3090) 7864 10-11=( -4840) 1944 8-17=(-1124) 628 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( -68) 76 17- 9=( -24) 186 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9-18=( -984) 592 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1109/ 3581V -90/ 187H 5.50" 5.73 KDDF ( 625) 2 ) complete trusses required. 42'- 0.0" -1444/ 3564V 0/ OH 5.50" 5.70 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.294" @ 18'- 4.3" Allowed - 2.054" For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.575" @ 18'- 4.3" Allowed = 2.739" + Laterally brace to roof diaphragm. MAX HORIZ. LL DEFL = -0.114" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.187" @ 41'- 8.5" 0-06-07 DESIGN ASSUMES MOISTURE CONTENT DOES 1"f NOT EXCEED 19% AT TIME OF MANUFACTURE. 9-11-11 32-00-05 T T ,� Design conforms to main windforce-resisting 3-01-08 3-01 3-02-12 4-06-01 3-10-08 6-00-11 5-09-03 5-09-03 6-00-11 system and components and cladding criteria. 1' T T TT T I I I T T 9-10-12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 533.30# load duration factor=l.6, 12 M-7x8(5) 6.00 L- M-4x85 6 M 3x9 M x9End vertical(s) are exposed to wind,0 25" M-3x9 M 3x8 M 1.5x3 9 10 11 12 Truss designed for wind loads M-4x4 a in the plane of the truss only. 9 H-1.5x33 • 0 r~, M-3x10 �iG1� -- 0i i 14 r '��, 441/A&A ,n 1 1 r� M-7x10 M-3x8 ° M--1155x5 17 0.25�� M 3x5 M 3x820 ** -/ M-3x6+ M-7x8 M18HS-3x18 M-7x8(S) H-3x6+ a 3.00 j412 ; > y y y J' y y- 11-1 y 6-03-12 5-04 b 3-10-08 7-10 7-08-04 7-11-12 y 1-08 2-11-12 10-06 28-06-04 ,1 .0 y ,1 14-05-12 1-00 27-06-04 1-08 42-00 y i JOB NAME : 5019-D POLYGON - D11 c tiNGN4. /,:a Scale: 0.1372 44 7tl '�i9 WARNINGS: GENERAL NOTES,unless otherwise noted: T'� fCS 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 T r us s: D1 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: B S is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �? P Npermanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -p,,t+OREGON pry DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Y! 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. �9� vY 1 GJ 1�(2.� SEQ. : 6203129 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, V T RAN S I D: 418660 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if pA I t L. \ fabrication,handling,shipment and installation of components. necessary. V 7.Designlaesassumes adequate drainage is trussed. --- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces o�truss,and placed so their center IIIIII VIII III 11111 IIIIII Ell IIII III TPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES:12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CO npUTfus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIII IIIII This design prepared from computer input by PACIFIC LUMBER-BC Refer to CompuTrus rafter detail for complete specifications. HIP CORNER RAFTER TO 11-06-07 FOR 8-01-14 SETBACK LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE 12-01-14 2X4 DF SUPPORT H1&BTR PROVIDE SUPPORT 12 5.14 p PROVIDE SUPPORT M-3x6(5) 2X4 DF M-5x8 8� #1&BTR 0015i!' PROVIDE M-3x6 SUPPORT 1 M1-3x6 10 M-3x6 10 r M-3x8 0 11-04-15 ,1 y ) y y 2-02-08 11-06-07 5-07-14 5-07-14 ,1 y 29-00-14 ��-` a P R Op JOB NAME : 5019-D POLYGON DR Scale: 0.3000 5/b.�,9 WARNINGS: GENERAL NOTES,unless otherwise noted. 4 !9 w 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: DR and Warnings before construction commences. building component.Applicability of design parameters and proper / . 4.. • 410 2.2x4 compression web bracing noel be installed where shown+, incorporation of component is the responsibility of the building designer. J�"� 3.Additional temporary bracing td insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibilityof the erector.Addhional of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (,.* permanentbracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n 9 OREGON N. DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 72d 4.SEQ. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,cs lin it Y S EQ. : 6203130 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-co noswe environment, IT'7 `Nvs, design loads be applied to any component. and are for"dry condition"of use. T RAN S I D418 6 6 0 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 A� C : necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIIII II II IIIII II II IIIII I III III II IIIII TPIAA?CA in BCSI,copies of which will be furnished upon request, git coincideiitwith joint center che. EXPIRES: 12/31/2016 9. Digitssidsize of tplate in Inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 6-09-13 FOR 4-09-14 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE SUPPORT PROVIDE SUPPORT 2X4 DI #100TH 8-05-13 PROVIDE SUPPORT 12 5.14 D M-3x6(S) PROVIDE SUPPORT M-5x8 #0,#1&BTR2x9DF M-3x6 ofrPROVIDE M-3x6 SUPPORT M-3x6 (--) M-3x8 4. ICTAI 0 0 b .1 ,1 1, 6-08-05 1, ), .1 b 2-02-08 6-09-13 5-07-14 5-07-14 5-07-14 JOB NAME : 5019-D POLYGON - DR2 29-00-14 `0,� GIN ��0 Scale: 0.3000 4' Q p7> WARNINGS: GENERAL NOTES,unless otherwise noted: y ?G E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: DR2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9 QREQN to is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). h DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /tjr. Q. Q^ 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. . t� Q+ SEQ. : 6203131 fasteners are complete end et no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f 7 Y -` design loads be applied to any component. and are for"dry condition"of use. V TRANS I D: 418660 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 AR U t R\ fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes atedadequatendrhinace Isprovided.,and 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 c. MID I I I VIII 1011 IIIIIIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 12/31/201 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111111111 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 KOH #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x9 RODE #1&BTR SPACED 29.0" O.C. 2-3=(-93) 15 TC LATERAL SUPPORT <= 12"00. UON. j LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -55/ 262V -7/ 45H 24.00" 0.42 KDDF ( 625) 1'- 11.2" -21/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -6/ 20V 0/ OH 0.00" 0.00 KDDF ( 625) I12 6.00 7'" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. " REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 3 -, system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M Truss designed for wind loads o in the plane of the truss only. C 0 rim I ,.- 9x4 y J, J, 1-00 2-00 .a P R°F JOB NAME : 5019-D POLYGON - El `co .kaN .,``o Scale: 0.9533 Af �9 WARNINGS: GENERAL NOTES,unless otherwise noted: C./ X782 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 / Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper l/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ow/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 40 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �J 1T OREGON N• DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7, jr. Q t 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. ..rs V b SEQ. : 6203132 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, Ti�7 +7 Y 59"` design loads be applied to any component. and are for"dry condition"of use. 'ii- n N TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge if PA UL t•\ necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I II II IIIII II II IIIII IIIII IIIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincideictwith jointanr lines. EXPIRES:12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIII11111h1 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) 50 2-5=(-58) 77 3-5=(-185) 176 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3-(-128) 107 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -73/ 395V -44/ 1160 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -34/ 244V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL = 0.092" @ 3'- 0.4" Allowed = 0.372" 5-08-09 0-03-12 MAX TC PANEL TL DEFL - -0.096" @ 3'- 0.5" Allowed = 0.559" T f f MAX HORIZ. LL DEFL = 0.001" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 5'- 8.2" 6.00 DO M-1.5X3 4 DESIGN ASSUMES MOISTURE CONTENT DOES 3 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Ilgglggllgll co o Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 M co O C m of 1 �� 1# 1115 O M-3x4 M-1.5x3 .1 b ) 5-08-09 0-03-12 1-00 6-00 JOB NAME : 5019-D POLYGON - E2 � tiNGP s/ Scale: 0.5503 78 E 1. ildeS: G. hRAe NOTES,unless upon otherwise noted: f c-- WARNINGS: 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' Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper +�.�"/ .,, 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ..- ,+ -- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterallybraced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by { 9 40 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t �OREGON 4 h DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 2 47. SEQ. : 6203133 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �J' b G �(t+ 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, 9 A4+i Y 1 J design loads be applied to any component. and are for"dry condition"of use. ��" NI TRANS I D: 418660 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 Pq U` R fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes atedadequate draothi age is provided. and 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 111111 II II VIII VIII VIII I III VIII IIII IIII TPI N?CA In BCSI,copies of which will be furnished upon request. it coincide with joint acenter nche. EXPIRES: 12/31/2016 9.Digits indicate size ofplate In inches. MiTek USA,IDC./COmpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IMO This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19% AT TIME OF MANUFACTURE. WEBS: 2x4 KDDF STAND L LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD 10.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x4 or equal at non-structural '. LL = 25 PSF Ground Snow (P ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vertical members (uon). g load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL End vertical(s) are exposed to wind, ''' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Truss designed for wind loads in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 3)-08-04 0-03-12 1 T 'f Refer to CompuTrus standard 12 gable end detail for complete 6.00 p specifications. M-1.5x3 4 /4111 ' 1 cn 0 _Al I c 0 I N f 2 oC OI 1 "i�_'��A�I�ClA— HA�'�"'-- A M-3x4 M-1.5 5x36 1-00 4-00 JOB NAME : 5019-D POLYGON E3 Scale: 0.6377 `/,\AGIN4•82 9 °I�� WARNINGS: GENERAL NOTES,unless otherwise noted: ,r` `�'""J 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 „. 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. d"* -^� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibilityof the erector.Additionalpermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f. 40 bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -7 OREGON N. DATE• 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f !r' 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. v n ,� 'R'+ SEQ. : 6203134fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, +7 T RAN S I D: 418 6 6 0 design loads be applied to any component. ofPP g • 5.CompuTrus has no control over and assumes no responsibility for the use. 6. and are for"dry condition"Design assumes full bearingat all supports shown.Shim or wedge if p U L C`\ necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II VIII I II VIII I I I III IIIIIII(III TPIANfCA in BCSI,copies of wfilch will be furnished upon request. Digit coincideiiwith jointain lines. EXPIRES: 2/31/201 9.Digits indicate size of plate in Inches. MiTek USA,Ina./CompuTfug Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) VIII II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-11) 50 2-9=(0) 0 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2-3=(-55) 24 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" -84/ 331V -5/ 37H 5.50" 0.53 KDDF ( 625) 1'- 3.2" -66/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 6.0" -25/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.001" @ 0'- 9.9" Allowed = 0.061" MAX TC PANEL TL DEFL = 0.001" 4 0'- 9.9" Allowed = 0.091" MAX HORIZ. LL DEFL = -0.000" @ 1'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 5.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL-4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' ro n load duration factor=1.6, I Truss designed for wind loads 14-3x4o in the plane of the truss only. 1 Mf '1 O o o 1 of 2' 4_ 1 * b b 1-00 1-06 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-D POLYGON - EJ c` ,t,p PRO R sa Scale: 1.0142 kr ,9 WARNINGS: GENERAL NOTES,unless otherwise noted: •~"'78 e E v-- 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 r' ,411110 Truss: E J and Warnings before construction commences. building component.Applicability of design parameters and proper 1,/. ,/!.� ,, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. J�'T �J a - - - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.end at 10'o.c.respectively unless braced throughout their length by G,is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). h. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ j,bREG©N 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, V bb (Z+ SEQ. : 6203135fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 9 'l+Y Y 16 _` design loads be applied to any component. and are for"dry condition"of use. �1 u TRANS I D: 418660 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 fs4 U L F`l fabrication,handling,shipment and installation of components. Designnecesary. 7. assumes adequate ne dthi face iso truss,d.and This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss, placed so their center IIII I In VIII 1IIII fill (IIII I II I I III TPIIWfCA in SCSI,copies of which will be furnished upon request. git coincide with jointain lines. PI R ES: 12/31/2016 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) 111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF ({1&BTR LOAD DURATION INCREASE - 1.15 1-2=) 0) 72 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-410) 380 3-4=(-190) 138 TC LATERAL SUPPORT <- 12"00. UON. LOADING 4-5=) -54) 28 BC LATERAL SUPPORT <= 12"OC. UON. i 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 -134/ 3558 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -136/ 193V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.1" -29/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 ,.. 5 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 1MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 01 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" 9 MAX HORIZ. LL DEFL - -0.007" @ 11'- 10.4" id MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.4" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 I load duration factor=1.6, o Truss designed for wind loads 0 0l in the plane of the truss only. ti (n CD 102111111.111111111 -/ 11-3x4 b > yl, y 1-00 6-00 5-11-02 IPROV)DE FULL BEARING;Jts:2,6,3,4,51 Pes JOB NAME : 5019-D POLYGON - CJ10 �` .0� INE so Scale: 0.3213 Nci {�[}7 ,.y WARNINGS: GENERAL NOTES,unless otherwise noted: 1 .f" 89 J 8 E v- 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 �' Truss: C J 1 0 and Warnings before construction commences. building component.Applicability of design parameters and proper 1/,..,.1,r 2.2x4 compression web bracing robot be installed where shown+, incorporation of component is the responsibility of the building designer. JM"0 - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 9/11,./� OREGON qN DATE: 3/11/2 015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ $ 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. � SEQ. : 6203136fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9i9 AlAy Ab` `v t TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use.5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Pq U L ` fabrication,handling,shipment and Installation of components. necessary.Design 7. laesassumes adequate ne tlthi ace is us,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 (IIII II II VIII VIII VIII I III I I IIII IIII TPI WfCA in BCSI,copies which will be furnished upon request. git coincide with joint acenter lines. 9. Digits indicate size of plate in inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIA I Ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5-(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-333) 305 3-4-(-109) 56 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 PRO REQUIRED BRG AREA OVERHANGS: 12.0" 2.8" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 379V -112/ 297H 5.50" 0.60 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -263/ 393V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -75/ 100V 0/ OH 1.50" 0.13 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP rOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.2" DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 NOT EXCEED 19% AT TIME OF MANUFACTURE.Design conforms to main windforce-resisting3 system and components and cladding criteria.NWind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .--1load duration factor=1.6, ` Truss designed for wind loads m in the plane of the truss only. mt /- FAIII 0 1/0000012/0/ -3x4 ,1 b 1, b 1-00 6-00 4-02-12 (PROVIDE FULL BEARING;Jts:2,5,3,4I ROF,e JOB NAME : 5019-D POLYGON - CJ11 N .\''.,-", .," �N s'a Scale: 0.3643 44' 7 17 4 .* ✓ :e78 E r 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 ,,/ Truss: CJ11 and Warnings before construction commences. building component.Applicability of design parameters and proper /' 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f,.. 47 P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -Q OREGON N. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S //' IP Q^ 4.No load -9;9 7 vshould be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - Y {Z+ SEQ. : 6203137n+l n y fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -` design loads be applied to any component. and are for"dry condition"of use. {)'V T�N S I D: 418660 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 Pct PAUL T*i necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center c 11111111111111111111111 TPIANlCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. EXPIRES. 12/31/2016 9.Digits indicate size of plate in inches. MiTrk USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111E 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-337) 305 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. ILL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -111/ 297H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -262/ 393V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 94V 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '.. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" 0MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" '.. MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. 3 Wind: 140 mph, h-23.4ft, 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 I in the plane of the truss only. co 0 OD M 0 c, 1,11111/M-3x4 .1 ) b y 1-00 6-00 4-00 IPROVDE FULL BEARING;Jts:2,5,3,4 � PRQFs� JOB NAME : 5019-D POLYGON CJ12 N� ti G'N4- 'o Scale: 0.3624 (/, '.- N,s,\\.,D !/9 r. WARNINGS: GENERAL NOTES,unless otherwise noted: 7[.7 f••- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: CJ12 and Warnings before construction commences, building component.Applicability of design parameters and proper 1 ,{ 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. :A'"t` G+r _ 3.Additional temporary bracing to nsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 40 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -Q OREGON N TDATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ')I. Q 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. .+ef V SEQ. : 6203138fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Ti, "TA Y i 6 •` design loads be applied to any component. and are for"dry condition"of use. t� V TRANS I E: 418660 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 p (�L C`l fabrication,handling,shipment end Installation of components. neessary. 7.Designlaesassumes adequate one dthi ace isotrus,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 111111 II II VIII VIII VIII I III VIII II I IIIITPIM?CA in BCSI,copies of w hi t will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus,Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES: 12/31/201�? VIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-180) 152 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 477V -88/ 236H 5.50" 0.76 KDDF ( 625) 7'- 8.2" 0/ 181V 0/ OH 5.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -143/ 231V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FORA 20 PSF LIMITED STORAGE KOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OE 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3 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 = 0.525" @ 4'- 8.5" Allowed = 0.647" I0 MAX TC PANEL TL DEFL = -0.513" @ 4'- 5.7" Allowed = 0.970" MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 7 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, 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. 1 M c o i ► 4 momm 0 1 M-3x4 .1 .6 ,1 1-00 7-10-15 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-D POLYGON - CJ13 , GIN `p` Scale: 0.4556 {4 / 7 cry WARNINGS: GENERAL NOTES,unless otherwise noted: ,f f t` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: CJ13 and Warnings before construction commences. building component.Applicability of design parameters and proper J 2.2x4 compression web bracing must be installed where shown+• 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 and bottom chords to be laterally braced at p DES. BY: BS is the responsibilityof the erector.Additionalpermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V to bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -7 OREGON pNs. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '7. 4/Gp f' nQ 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.SEQ. : 6203139 -')9 ,,4Y �j 'Cr 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, it T RAN S I D: 418 6 6 0 design loads be applied to any component. and are for"dry condition"of use. pp g • 5.CompuTrus has no control over and assumes no responsibility for the 6.Desi n assumes full bearin at all su orts shown.Shim or wed a if PA UL 0 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I II III II II IIIIIIII VIII III III TPIANfCA in BCSI,copies of which will be furnished upon request. indicate coincidewith jointcenter lines. EXPIRES:Es: 1 213 1 124 1 6 9.Digits indicatte size off 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) i INN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq=1.00 TC: 2x4 KDDF ff1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF ff1&BTR SPACED 24.0" O.C. 2-3=(-136) 114 TC LATERAL SUPPORT <- 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"0C. VON. 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/ 400V -66/ 183H 5.50" 0.64 KDDF ( 625) 5'- 8.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) ' LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -105/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX TC PANEL LL DEFL = 0.155" @ 3'- 6.8" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.138" @ 3'- 4.4" Allowed = 0.710" f(� MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.2" 12 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.2" 10.007 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M Truss designed for wind loads c) in the plane of the truss only. t ro 0 0 i ■ i f 00tegliggligligg°1111 41f=� - 1 M-3x4 1-00 '-10-15 PROVIDE FULL BEARING;Jts: ,4,31 JOB NAME : 5019-D POLYGON - CJ14 Scale: 0.5231 ,rte , ,. ,<? �(2„�, 4t' / i.a!q t'. WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor hould be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual • Truss: C J 14 and Warnings before conetructi n commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing ust be installed where shown+. Incorporation of component Is the responsibility of the building designer. /'t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V to is the responsibility of the erecter.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). ,q -Xf (]RE(a'(��tf h DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7 ' , 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. .cl t� 1� SEQ. : 6203140 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, 7s,- ,I+7 Y 1 6 fr •4<(' T RAN S I D: 418660 design loads be applied to any component. and are for"dry condition"of use. PP wedge ^J 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or if pA PAUL {'`\ fabrication,handling,shipment and installation of components. neessary. 7.Designlaesassumes adequate ne dthi face iso truss,d.and This design is furnished subjectlIto the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIII I I III VIII II II IIII VIII VIII II IIIITPIANICA in BCSI,copies of wI iCh will be furnished upon request. lines coincide with joint center lines. EXPI R Es: 12/3112016 9. Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTruSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-351) 305 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -24) 0 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" 4.0" 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" -22/ 375V -114/ 311H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 393V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -90/ 133V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 -1 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" @ 10'- 4.0" Allowed = 0.033" 01 MAX TL CREEP DEFL = -0.000" @ 10'- 4.0" Allowed = 0.044" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed - 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 V NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. �� Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, oCA f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, a, Truss designed for wind loads in the plane of the truss only. m r /- c,,._ *1..,m6-' 0 1 M-3x9 l ), 5 .0 1-00 6-00 4-09 [PROVIDE FULL BEARING;Jts:2,6,3,4[ �_'0) P R°re JOB NAME •. 5019-D POLYGON - DJ13 Scale: 0.3596 mac' NGINE WARNINGS: GENERAL NOTES,unless otherwise noted: f :,78 w 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 F Truss: DJ13 and Warnings before construction commences. building component.Applicability of design parameters and proper / . w, 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �,� -- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 40 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ;:& OREGON N. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 2© 4' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. c� '0, 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, r7 Y -` design loads be applied to any component. and are for"dry condition"of use. TRANS 1 D: 418660 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 PA UL " nfabrication,handling,shipment and installation of components. Decessary. 7.Plates assumes atedadequate drainagehIsprovided.truss,and This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center 1111 II I I I 111101111111111111111 IIIIIIIIIIIIIIIIIIIIII TPI NfCA in BCSI,copies of which will be furnished upon request Digitsgit coincide with jointanr lines. EXPIRES: 12/31/2016 9.livesindicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIII I IIII 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) 72 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-333) 301 3-4=(-108) 54 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -110/ 294H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -259/ 390V 0/ OH 1.50" 0.50 KDDF ( 625) , LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -62/ 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 �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX TC PANEL LL DEFL = 0.065" @ 3'- 4.9" Allowed = 0.481" 1�( MAX TC PANEL TL DEFL = -0.073" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 10.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. 3 Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �, load duration factor=l.6, Truss designed for wind loads ! in the plane of the truss only. 0 ou rrr r ,- 1,431111111 --/ oto ►� o 1 M-3x4 1-00 6-00 ! 3-10-15 1PROVIDE FULL BEARING;Jts:2,5,3,4I ,< ‘,0PROjo , JOB NAME : 5019-D POLYGON - DJ14 Scale: 0.3666 "�GINE�,S). `(2',tto y WARNINGS: GENERAL NOTES,unless otherwise noted: 1 . / ,78 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 .. Truss: D J 14and Warningsn commences. building component.Applicability of design parameters and proper before construction 2.2x4 compression web bracing m(ist be Installed where shown+, incorporation of component is the responsibility of the building designer. - -- 3.Additional temporary bracing to Ihsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by c,. 10 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). ,q -Yf OREGON h, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7 A 2a <Z.,Nr 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. b SEQ. : 6203142fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 'Sr -1A Y Ab design loads bee lied to anycomponent. and are for"dry condition"of use. SLI. T RAN S I D: 418660 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 PA U L 40 fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate one dthi ace iso truss,d.and This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss, placed so their center 1 11111 11 11(IIII(IIII 11111 VIII VIII III TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide withzjointcenter lines. 9. Digits Indicate size of plate In Inches. EXPI R E* 2/31� �FJ MiTek USA,Inc./CompUTrus,Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) I IIIIIOiii III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 2x4 KITE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) O BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-247) 220 3-4=( -91) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -88/ 236H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -224/ 357V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ 6V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF 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 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 = 0.093" @ 2'- 11.8" Allowed - 0.481" MAX TC PANEL TL DEFL = -0.081" 8 2'- 11.9" Allowed = 0.722" 0 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 12 3 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 V NOT EXCEED 19% AT TIME OF MANUFACTURE. jDesign conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, 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. 1 M I /- a t �� 5�I O I M-3x4 1, / / / 1-00 6-00 1-10-15 'PROVIDE FULL BEARING;Jts:2,5,3,41 CD PROF JOB NAME : 5019-D POLYGON - DJ15 Scale: 0.4306 `�• �yGIN� `°� w WARNINGS: GENERAL NOTES,unless otherwise noted: f,.'� 78 t'µ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: DJ15 and Warnings before construction commences. building component.Applicability of design parameters and proper j 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. AI/ .i 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: B S 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). f". h DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ $ y OREGON 4 Q 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. Y i I('�+ SEQ. : 6203143 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, !� design loads be applied to any component. and are for"dry condition"of use. - TRANS I D: 418660 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 ''� PA UL 1 fabrication,handling,shipment end installation of components. necessary. 7.Designlatesassumesadequatedrhinace Isprovided.truss, -- 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 VIII IIII IIIA VIII I IIII IIII III IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. coincide with joint center lines. EXPIRES:12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIII1111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 97 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 ERG 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" -116/ 306V -15/ 610 5.50" 0.49 KDDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.7" Allowed = 0.059" 1-02 MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed = 0.089" ' 'f MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL -0.000" @ 1'- 1.3" 10.00 7 1 MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.3" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ' m oTruss designed for wind loads ' f in the plane of the truss only. c of co -4/- 1 o - I 2><- >-/9 1 M-3x4 ,1 1, b 1-00 PROVIDE FULL 6OARING;Jts:2,3,41 6-00 Q PRQF, JOB NAME : 5019-D POLYGON' -I J1 tiN INE-6-iib Scale: 0.7025 5 mow / X78 yr" 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 Truss: J 1 and Warnings before construction commences. building component,Applicability of design parameters and proper 2.2x4 compression web bracing Must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or dr ll BC. '� DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required where shown++ ) , ` ,,y OREGON © nQ.„ 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. `?=9' G., Y .�GJ. "�+,�C- S EQ. : 6 2 0 314 4 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, '71 T RAN S ID: 418 6 6 0 design loads be applied to any component. and are for"dry condition"of use. CS • 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 PA U T, necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111114111111 TPI/WTCA in BCSI,copies of Which will be furnished upon request. git coincideitwithzjoint nr che. EXPIRES:12/31/2016 9.Digitssidsize of tplate eIntInches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 I _ _ I IIIIIIIIIIIII 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) 72 2-4=(0) 0 BC: 2x4 ROOF #1&BTR SPACED 24.0" 0.0. 2-3=(-60) 58 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50" 0.49 KDDF ( 625) 2'- 3.6" -124/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.165" MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.6" Allowed = 0.247" 12 MAX BC PANEL LL DEFL = 0,008" @ 2'- 8.6" Allowed = 0.254" 10.00 MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6" MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.6" 3 -1 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=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I , load duration factor=l.6, c, Truss designed for wind loads Ce in the plane of the truss only. cm i 0 o� 10,- 1._ 4 -/ 1 M-3x4 ,L 1 ), 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 5019-D POLYGON - J2 Scale: 0.6775 <t ti�G)N �4 �q?� WARNINGS: GENERAL NOTES,unless otherwise noted: ,:e'` 7Q 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 I Truss J2 and Warnings before construction commences. building component.Applicability of design parameters and proper _!1" : 2.2x4 compression web bracing must be installed where shown v, incorporation of component Is the responsibility of the building designer. /^ - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or dr all(BC. N. r cin' her s 1"^' ( ) 9 C7REGON DATE• 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "�j,.cy �V��1 t�� 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. L ,c+l3Y 1 <� , SEQ. : 6203145 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, 5.CompuTrus has no control over and assumes no responsibility for the T RAN S I D• 418660 design loads be applied to any component. and are for"dry condition"of use. PP wedgePA u \ 6.Desi n assumes full bearingat all supports shown.Shim or If necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII Ill VIII VIII(III ON VIII(III(III TPI WTCA in SCSI,copies of which will be furnished upon request. Digit coincideinwith jointanr lines. EXPIRES) 12 31� D 1 9,Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIII1111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2-( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-82) 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" -29/ 335V -40/ 1220 5.50" 0.54 KDDF ( 625) 3'- 6.0" -127/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" 3-06-.12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.132" 'f T MAX TC PANEL LL DEFL = 0.017" @ 1'- 11.7" Allowed = 0.269" MAX BC PANEL TL DEFL - -0.032" @ 3'- 1,4" Allowed - 0.339" 12 10.00 7 3 -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.0" MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.0" DESIGN ASSUMES MOISTURE CONTENT DOES INOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ro (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. Co rn i 4 o 0 I A- o ><.4 -v 1 M-3x4 y y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,9' 6-00 O PRQ,t JOB NAME : 5019-D POLYGON - J3 `c� <JGlNE, s/0 Scale: 0.6006 w� „P, WARNINGS: GENERAL NOTES,unless otherwise noted: s 78 r' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual / Truss: J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper itY17 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by c,, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,q� N. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7 �., ��REQN C.) vi- 4SEQ. : 6203146 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .,�� V,,4 2 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, RY A t design loads be applied to any component and are for"dry condition"of use. /(" `y : TRANS I D: 418660 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 / 4 U L R fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes atedadequate drainage iso truss,d.and This design Is furnished subject Co the limitations set forth by 8.Plates shall be located on both faces of truss, placed so their center 'IIIII IIIII IIIII IIIII IIIII I III IIIII'III'IIITPIANICA 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./CompuTrusl Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2016 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq-1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-109) 95 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <- 12"0C. ION. 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" -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) 4'- 8.9" -118/ 198V 0/ OH 1.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL JCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.f REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 4-09-03 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" T T MAX TC PANEL LL DEFL = 0.054" @ 2'- 8.9" Allowed = 0.374" 3 MAX TC PANEL TL DEFL = -0.052" @ 2'- 7.0" Allowed = 0.561" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.4" 10.00 MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.4" 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=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), l load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. M I C O o� ►14 1 M-3x4 1- .1 y 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,41 p PRO, es JOB NAME : 5019-D POLYGON - J4 GIN (5f Scale: 0.5939 �� 782 +� WARNINGS: GENERAL NOTES,unless otherwise noted: r,. i . �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,+^ Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper AkiJ/, ,/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. /"'""` DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v, 47 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -,7fir,, DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 ,,;t,!OREGON Q„ SEQ. : 62031474.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, 1A '��Y i `,T j �1 , ., TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if I 4 u C`\ fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes atedadequate drs deaged.faces of truss,and placed so their center 111111 IIIA VIII VIII VIII I III VIII IIII IIIITPI/WFCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 2�31I {)1 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1E 111111 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 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" I TOTAL LOAD 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.159" @ 3'- 7.1" Allowed = 0.478" 5-11-09 MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.717" 3 -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.B" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.8" DESIGN ASSUMES MOISTURE CONTENT DOES 12 ') NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 7 , Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. i C 0 6o r "-- ►� 4111.-=-114o 1 14-3x4 b ; ), 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,3' A<c, 3 PROF eSo JOB NAME : 5019-D POLYGON - J5 �`` NINE `'* Scale: 0.4869 7g " c'' 1.Builder G. hRAe NOTES,unssuponotherwise hnoted: A# 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 f/� Truss: J 55 and Warnings before construction commences. building component.Applicability of design parameters and proper ,e .4+,- 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing tb Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at TM r DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by V h p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). q "V^,aRE .7p�' �, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y Y 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. '�# �Al fi Y i b, SEQ. : 6203148 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / design loads be applied to any component. and are for"dry condition"of use. r- �` TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6,Decessa assumes full bearing at all supports shown.Shim or wedge if lit fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 'IIIII II II IIIII IIIII IIIII I 13 IIIII'III III) TPIIVJICA in BCSI,copies of Which will be furnished upon request. MiTek USA,Inc./CompuTr is Software 7.6.6(1 L)-E lines coincide with joint center lines. EXPIRES: 12/31/2016 9. Digits idtsize of plate to Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-217) 192 3-4=(-115) 66 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 6BV 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -100/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.074" @ 2'- 9.2" Allowed = 0.401" ) MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" I 3 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 10.00 7 0) 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=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads Iin the plane of the truss only. en i /- o 002M 5�� 1 M-3x4 J, 1- y y 1-00 6-00 1-02 'PROVIDE FULL BEARING;Jts:2,5,3,4' ��? 0 PROF4. JOB NAME : 5019-D POLYGON - J6 �� 1yGINE-` /0 Scale: 0.4593 �� pp 2 WARNINGS: GENERAL NOTES,unless otherwise noted: is `'! 7072. �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J 6 and Warnings before construction commences. building component.Applicability of design parameters and proper ./, , 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. JI"T 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d ne(r > rywao�ec>. y OREGQN "'- DATE : 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .t. SEQ. : 6 2 0 314 9 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. �� i b Y t ( 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, 'i 1 GJ V T RAN S I D' 418660 design loads be applied to any component. and are for"dry condition"of use. �` 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pA-AUL fabrication,handling,shipment and installation of components. Design necessary. 7.Plal s assumes adequate ne do co provided.on faces of truss,and placed so their center I VIII1 VIII VIII VIII VIII I III VIII'III'IIITPIANFCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. EXPIRES: 2/31/ Q 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=1-266) 237 3-4=( -90) 38 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 -93/ 249H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4" -14/ 21V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rOND. 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" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.118" @ 2'- 11.7" Allowed = 0.481" MAX TC PANEL TL DEFL = 0.104" @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.6" MAX HORIZ. TL DEFL = -0.003" @ 8'- 3.6" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 10.00 Design conforms to main windforce-resisting A system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor-1.6, I Truss designed for wind loads o in the plane of the truss only. 1 r- ro 011 C I 5102N 1 M-3x4 ) )' i y y 1-00 6-00 2-09-06 ',,PROVIDE FULL BEARING;Jts:2,5,3,41 ,,o) PR QFec, CY‘JOB NAME : 5019-D POLYGON ' - J7 `. �`INe. `22-7 Scale: 0.4136 WARNINGS: GENERAL NOTES,unless otherwise noted: f" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual • Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the res onsibili of the erector.Additional rmanent bracin of 2'D.C.and at 10'o.c.respectively unless braced throughout their length by V h43 responsibility Pe 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "'�fw•OREGON �" DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G, 2 Q! 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.SEQ. : 6203150 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, q A6 k, T RAN S ID: 418 6 6 0 design loads be applied to any component. and are for"dry condition"of use. pA ' • 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 rt U 1.. necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subje4t to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center c: 12/31/2016 11111111111111111111 TPI/WfCA In BCSI,copies of Which will be furnished upon request. MITek USA,Inc,ICompuTrUs Software 7.6.6(1 L)-E Digits lines coincidewith jointaecenter nr lines. 9. indicate size ofplatein inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: INV This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-318) 286 3-4=(-102) 45 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" -23/ 376V -106/ 2040 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -249/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.8" -52/ 76V 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 [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 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 = 0.067" @ 3'- 4.9" Allowed = 0.481" 0MAX TC PANEL TL DEFL = -0.075" 9 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.0" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.0" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 7 Design conforms to main windforce-resisting 3 system and components and cladding criteria. , Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. ro i A- PIA. - / 5.-7....-.744 -V O 1 M-3x4 ,1 ) ). )' 1-00 6-00 3-06-12 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-D POLYGON - J8 ..coA\. ‹c., " R `� Scale: 0.3838 4142117 WARNINGS: GENERAL NOTES,unless otherwise noted: ..8E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J 8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. /^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 4, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -Y7'. OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown++ 4'� 2Q �j" 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. b V� SEQ. : 6203151 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, �'7 Y $`;y design loads be applied to any component and are for"dry condition"of use. V TRANS I D: 418660 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 pA UI. R° fabrication,handling,shipment and installation of components. necessary.Design 7. laesassumes adequate ne dthi ace Isotrus,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 III III III(IIIII IIIII I III 10111111 II IIII III TPIIWFCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint acenter lines. EXPIRES: 12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-373) 304 3-4=(-142) 57 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=) -55) 0 BC LATERAL SUPPORT <= 12"0C. UON. I LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 9.2" 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" -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -128/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 'AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.2" Allowed = 0.077" MAX TL CREEP DEFL = -0.001" @ 10'- 9.2" Allowed = 0.102" til MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.007 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 3 system and components and cladding criteria. ` r bl o Wind: 140 mph, h= 23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I rn Truss designed for wind loads in the plane of the truss only. in t /- ,r.C "id 1111111111111 of ► 601=01 -/ 0 1 M-3x4 1-00 6-00 . 4-09-03 'PRO'IDE FULL BEARING;Jts:2,6,3,4 4.JOB NAME : 5019-D POLYGON J9 gIRP Ne . t5 taGaNF� �� Scale: 0.3535 w f' L WARNINGS: GENERAL NOTES,unless otherwise noted: 4'/ p78 E 9C 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual ,^' Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. AI/ �' ^�.� •+ A. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at w DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r,. is the responsibility of the erector.Additional permanent bracing ofgg continuousxImactsheathing suchr as plcing re sheathing(TC)where s or drywall(BC). y -�4.OREGON � DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l. 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. t✓ b q5'. ( r SEQ. : 6203152 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1i9 'l+7 Y A5 '�tt design loads be applied to any component. and are for"dry condition"of use. 6. w TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if PA U U fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes atedadequate drainage face iso truss,d.and This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss, placed so their center IIIIII IIII III IIIII IIII I III IIII IIII IIIITPIANlCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. t �1 9.Digits indicate size of plate in inches. MiTek USA,Inc./COmpUTfusi Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:: 12� 1t ('lll III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-411) 381 3-4=(-191) 139 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 4-5=( -55) 29 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 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 -134/ 356H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11,6" -30/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" 4 MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.8" MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.8" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 10.00 v system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I 3 load duration factor=l.6, a' Truss designed for wind loads I in the plane of the truss only. 0( co o I 1 = 6.z. o M-3x4 .1 y ), 1, 1-00 6-00 5-11-09 [PROVIDE FULL BEARING;Jts:2,6,3,4,5I A.;�,Ep PRpfies, JOB NAME : 5019-D POLYGON - J10 Scale: 0.3200 �� ' �N fi '`'15. WARNINGS: GENERAL NOTES,unless otherwise noted: s 7U S* 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: J10 and Warnings before construction commences, building component.Applicability of design parameters and proper �f. rt 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. f' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by (.. �y l) is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "';T OREGON "� DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ $ 4'G �p 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. ,+�' SEQ. : 6203153 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, ��Ay �1 Y GJ -`Y� TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. PP wedgej t �'V 5.CompuTrus has no control over and assumes no responsibility for the 6.Desi n assumes full bearingat all supports shown.Shim or if P U necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center c� cT IIIIII II II I III VIII VIII I III VIII II IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center che. EXPIRES: 12/31/2016 9.Digits dsize oplate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) 111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-455) 428 3-4=)-247) 190 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -78) 55 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 393H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -170/ 290V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 2.0" -61/ 91V 0/ OH 1.50" 0.15 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 f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008" @ 13'- 1.3" 4 MAX HORIZ. TL DEFL = -0.008" @ 13'- 1.3" �, DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, mo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=1.6, o Truss designed for wind loads I in the plane of the truss only. rn 0 i 1 M-3x4 6� .1 )' y 1-00 6-00 7-02 .PROVIDE FULL BEARING;Jts:2,6,3,4,51 RO JOB NAME : 5019-D POLYGON - J11 ."`�a P 4;5, ( Scale: 0.3060 ~ �'� 1N� s�'l% WARNINGS: GENERAL NOTES,unless otherwise noted: 4t' 80782" 9i 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 ,,,sem Trus S: J11 and Warnings before construction commences. building component.Applicability of design parameters and proper / ,001 2.204 compression web bracing Must be installed where shown+. incorporation of component is the responsibility of the building designer. J✓T 4 y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: B S 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t,, 40 is the responsibility of the erecter.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). h DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .14/69REGON q 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.SEQ. : 6203154 v 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, ,9 "4,t�Y 2 A GJ `��+ TRANS 1 D: 418660 design loads be applied to any component. and are for"dry condition"of use. 6. f(" �\V . 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If Jag U i fabrication,handling,shipment end installation of components. necessary. 7.Designlaesassumes adequateatedon drhinace isotrus,provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center VIII II II VIII VIII VIII VIII VIII IIIIIIII TPI/WTCA in BCSI,copies of which will be furnished upon request. it coincide with joint center lines. EXPIRES:12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTfu$Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.6" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-480) 952 3-9=(-274) 218 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5-) -94) 68 BC LATERAL SUPPORT <= 12"OC. (ION. 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 = 92.0 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 -156/ 413H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -192/ 271V 0/ OH 1.50" 0.35 KDDF ( 625) 13'- 9.6" -75/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 5 VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.070" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.079" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL - -0.009" @ 13'- 8.9" MAX HORIZ. TL DEFL = -0.009" @ 13'- 8.9" 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=25ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,-I load duration factor=1.6, I Truss designed for wind loads in the plane of the truss only. ,-1cn tic"O � yi1/idii/) I4-3x4 6. 1 ), b ), 1-00 6-00 7-09-10 (PROVIDE FULL BEARING;Jts:2,6,3,4,5J „,...--' '<'.(; � Q PRQf JOB NAME : 5019-D POLYGON - J12 Scale: 0.2877 ,� tiNGINe 9 <`2'v.5, WARNINGS: GENERAL NOTES,unless otherwise noted: / *'�7p r- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual / Truss: J1 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 1 . . 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. JM'*' r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .. OREGON 4, Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). h DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ $ 41j. „© �Q 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. V t� .� v SEQ. : 6203155 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.t? ' +T Y ' ,t4; design loads be applied to any component and are for"dry condition"of use. V T RAN S I D: 418660 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 PA UL Rt fabrication,handling,shipment and installation of components. 7nece .n ei sgsary. n 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 IIIIII IIIIIIII VIII VIII I III VIII II III TPIANlCA in BCS(,copies of which will be furnished upon request. git coincideIitwith jointacenter lines. EXPIRES: 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 72 2-6=(-21) 39 6-5=( 0) 17 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-108) 0 6-7-( 0) 0 5-3=( 0) 54 WEBS: 2x4 EDDY STAND 3-4=( -20) 33 5-8=(-35) 59 3-8=(-61) 36 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 300V -27/ 91H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -123/ 91V 0/ OH 1.50" 0.14 KDDF ( 625) 6'- 0.0" 0/ 61V 0/ OH 5.50" 0.10 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.' 2-09-06 !,, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T TAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX LL DEFL = -0.002" @ 1'- 7.4" Allowed = 0.069" 10.007 MAX LL DEFL = 0.000" @ 5'- 4.8" Allowed = 0.159" MAX TC PANEL TL DEFL = 0.003" @ 0'- 11.3" Allowed = 0.140" MAX BC PANEL TL DEFL = -0.011" @ 3'- 4.1" Allowed = 0.206" 4 -/ MAX HORIZ. LL DEFL = 0.002" @ 5'- 4.0" M-9X6 MAX HORIZ. TL DEFL = 0.003" @ 5'- 4.8" 3 c DESIGN ASSUMES MOISTURE CONTENT DOES m NOT EXCEED 19% AT TIME OF MANUFACTURE. le/ of Design conforms to main windforce-resisting .-1 system and components and cladding criteria. - Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x9 , End vertical(s) are exposed to wind, : / hIM1 IITruss designed for wind loads oin the plane of the truss only. M-3x1 ; J' y 1-06-12 4-05-04 ,1 ), > y 1-00 1-08-08 4-03-08 y, ), y 1-03-04 3-00-04 1 ,1 6-00 'PROVIDE FULL BEARING;Jts,:2,4,6I JOB NAME : 5019-D POLYGON - �5 O J2C ��, a NGaNIN . d/ 4 Scale: 0.5754 , .-7 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 shown and is for an individual Truss: J2 C and Warnings before construction commences. building component.Applicability of design parameters and proper J"7. ,I 2,2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. /►� 4GG^�� - - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1,, is the responsibility of the erectdr.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON h DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !. (2}, 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. ,A v p V� SEQ. : 6203156 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 7 -4 Y - design loads be applied to any component. and are for"dry condition"of use. ,..,\,s4 T RAN S I D: 418660 5.Compolrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if p'u I. ;! shi necessary. fabrication,handlin g, pment and Installation of components. 7,nDesignss 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 11111111111111111111 TPIANfCA in BCSI,copies of which will be furnished upon request, lingo coincideniwith jointacenter lines, EXPIRES: 12/31/2016 9.Digits indicate size ofplate tino inches. MiTek USA,Inc./CompuTru$Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIID 1I IIII 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) 72 2-6=(-97) 77 6-5=( 0) 23 BC: 2x4 ROOF #1&BTR SPACED 29.0" 0.0. 2-3=(-162) 33 5-7=(-65) 103 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -8) 35 3-7=(-123) 77 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 344V -90/ 122H 5.50" 0.55 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 6.0" -84/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) 6'- 0.0" 0/ 96V 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. 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/160 3-06-12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 'r '1' MAX LL DEFL = 0.004" @ 2'- 10.0" Allowed = 0.199" 12 MAX TL CREEP DEFL = -0.006" @ 2'- 10.0" Allowed = 0.199" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" 10.00 7 4 -> MAX BC PANEL TL DEFL = -0.010" @ 3'- 9.5" Allowed = 0.163" M-4x6 MAX HORIZ. LL DEFL = -0.006" @ 5'- 8.5" 3 /, MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 0 system and components and cladding criteria. ,+; Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Millikill... p.. Truss designed for wind loads M-3x4All .111111.1111.1 in the plane of the truss only. 10.117 1 m M-3x4 M-1.5x3 0 o� ►1 6 �0 1 M-3x5 PROVIDE FULL BEARING;Jts:2,4,71 * .1 / 2-10 3-02 * b y 1, 1-00 2-11-12 3-00-04 1 y 6-00 op P R O JOB NAME : 5019-D POLYGON - J3C Scale: 0.5868 �`� <(..- N.7 S`'CG7�o" °.2.� WARNINGS: GENERAL NOTES,unless otherwise noted: 4 . ";+""'•'f C^ E 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 Truss: J3C and Warnings before construction commences, building component.Applicability of design parameters and proper J 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. s04", 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f,,. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -�A 0 EGON h i DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ ' e� 71/G� Zd Q 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. L� 1 ` SEQ. : 6203157 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, '7Y `<(. T RAN S I D• 418660 design loads be applied to any component. and are for"dry condition"of use. PP wedgeV 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or if PA U L F l necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ill 1101 ill I II II IIII PHI II III TPIIN?CA in BCSI,copies of which will be furnished upon request. git coincide withizjointacenter lines. EXPIRES:12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) 1E IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=( -75) 112 6-5=( 0) 23 BO: 2x4 KDDF #16818 SPACED 29.0" 0.0. 2-3=(-204) 39 5-7=(-102) 149 5-3=( 0) 52 WEBS: 2x4 KIDS' STAND 3-9=( -92) 90 3-7=(-178) 122 LOADING TC LATERAL SUPPORT <= 12"OC. UON. ' LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. BON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 378V -53/ 153H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 8.9" -79/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 6'- 0.0" -10/ 127V 0/ OH 5.50" 0.20 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-09-13 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.007" @ 2'- 10.0" Allowed = 0.209" 4 -/ MAX TL CREEP DEFL = -0.009" @ 2'- 10.0" Allowed = 0.279" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" 10.00 MAX HORIZ. LL DEFL = -0.010" @ 5'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 5'- 8.5" M-19x6 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 � Design conforms to main windforce-resisting co system and components and cladding criteria. 0 co Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir)( load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. i M-3x4 IJMIIIIM '1' Co �7 �O o 121I 1 ■ I M 3x4 M-1.5x3 0 of- MN 6 -/o 1 ,-3x5 PRIVIDE FULL BEARING;Jts:2,4,7 2-10 1 3-02 .1 b .1 )' 1-00 2-11-12 3-00-04 b ), 6-00 O PROF . JOB NAME : 5019-D POLYGON -' J4C Scale: 0.5258 ..�' �pp��fi' °214 � WARNINGS: GENERAL NOTES,unless otherwise noted: i a7q w r- 1.Builder and erection contiactor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .•' Truss: J4C and Warnings before construction commences. building component.Applicability of design parameters and proper l '" AeF.. 2.2x4 compression web bracing must be Installed where shown+, 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 and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of (g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 7-7OREGON *-- �, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /L!. 2Q 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. V �+ SEQ. : 6203158 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, '9 +7 i - design loads be applied to any component. and are for"dry condition"of use. `�1 T RAN S I D: 418660 5.CompuTrus has no control overact assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pit u L 0 necessary. �t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subjetto the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center [[�� cc 1111111111111111111 VTPI/WTCA In BCSI,copies of which will be furnished upon request. Digit coincideiindicate with joint acenter lines. EXPIRES: I2/31 X2016 9.Digits indicate size ofplate in inches. MiTek USA,Inc./CompuTru$Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111 (1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/UDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-111) 195 6-5=( 0) 23 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-237) 53 5-7=(-151) 199 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-9=( -72) 56 3-7=(-232) 180 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 BEG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 399V -66/ 1840 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 8.5" -30/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) 5'- 11.6" -60/ 93V 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. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T MAX LL DEFL = 0.009" @ 2'- 10.0" Allowed = 0.254" 4 -/ MAX TL CREEP DEFL = -0.012" @ 2'- 10.0" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.014" @ 5'- 8.5" (, MAX HORIZ. TL DEFL = 0.015" @ 5'- 8.5" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 7 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 - Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 co 0 load duration factor=1.6, t End vertical(s) are exposed to wind, 1 �1 . Truss designed for wind loads in the plane of the truss only. 11 rn rn ./ �o d'/- m M-3x4 M-1.5x3 0 0 1 6 -/,1, 0 1 M-3x4 M-3x5 PROVIDE FULL BEARING;Jts:2,7,41 b .0 )' 2-10 3-02 y ), .0 .0 1-00 2-11-12 3-00-04 .1 )' 6-00 ,��O P R Qp�S JOB NAME : 5019-D POLYGON - J5C Scale: 0.9666 ~ �' IN /°�,, WARNINGS: GENERAL NOTES,unless otherwise noted: /i{ ��2• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper /, )I 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 404GA a Ww' -" r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 4.0 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I OREGON N, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1, 46, 2� .:; i- 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. .mss C� !� SEQ. : 6203159 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, 1 4'7 Y 1 6 1.t�S/ TRANS 1 D: 418660 design loads be applied to any component. and areafor"dry condition"of use. PP wedgepA V 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or if �.y necessary. fabrication,handling,shipment and installation of components. T.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 111111111111110111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideiicwith joint tecenterin lines. EXPIRES; 12/31/2016 9. Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=( -93) 136 7-6=( 0) 23 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-223) 56 6-8=(-126) 182 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-151) 114 3-8=(-217) 150 LOADING 4-5=( -54) 22 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" -30/ 390V -79/ 216H 5.50" 0.62 KDDF ( 625) 5'- 8.5" -26/ 145V 0/ OH 5.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11,2" -125/ 198V 0/ OH 1.50" 0.25 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.0" -6/ 1V 0/ OH 1.50" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 7-02 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 -, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 10.0" Allowed = 0.254" 0 MAX TL CREEP DEFL = -0.011" @ 2'- 10.0" Allowed = 0.339" 4 MAX HORIZ. LL DEFL = -0.012" @ 5'- 8.5" 12 MAX HORIZ. TL DEFL = 0.014" @ 5'- 8.5" 10.00 )w( DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. t op M 9x6 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, End vertical(s) are exposed to wind, p Truss designed for wind loads in the plane of the truss only. Al IN ,,, 1111 :41 o/ m o M-1.5x3 0 M13x9 0 M-3x9 M-3x5 2-10 3 02 1-00 b 2-11-12 9-02-09 ,Y y 6-00 1-02 , PROVIDE FUL BEARING;Jts:2,8,4,51 tItO RR©pF• SS' JOB NAME •. 5019-D POLYGON - J6C >c., �cN `INe�9 'o Scale: 0.4028 '447 Z9 WARNINGS: GENERAL NOTES,unless otherwise noted: /,.� f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: J6C and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing miust be installed where shown+, incorporation of component is the responsibility of the building designer. /►"T r r . = 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of / <•' continuous sheathing such as plywood in ere and/or drywall(BC). 1 OREGON �. �,,, 14) DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 c3 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. ,A� ../�cs FJ 2 P SEQ. : 6203160 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, +i Y 1 !, design loads be applied to any component. and are for"dry condition"of use. itJV TRANS I D: 418660 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 PA Ut fabrication,handling,shipment and Installation of components. necessary. 7,Designlaesassumes atedadequate drlityagelimitationson faces of truss,and placed so their center AEI VIII VIII VIII VIII III IN II I IIII TPI/WfCA in SCSI,copies of whidt 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2016 1111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19% AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 25 PSF Ground Snow P ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL ( 9 load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00c - 3 —/ LO i c, rn u1011lIllrl2 gag % o M-3x9 b ,1 y 1-00 8-06 •< ` ° PR04 JOB NAME •. 5019-D POLYGON - P1 Scale: 0.6490 .1„cp.- �9 <2 if...„ 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 ✓ zre— T ru S S: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper .j,^'� --, .. • 2.2x4 compression web bracing must be Installed where shown+• incorporation of component is the responsibility of the building designer. J19f` +"R "�"` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by C..- L) is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,q -'Q OREGON h DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7 4� � Q" 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. ,� yq` SEQ. : 6203161 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, 91y� R Y 5 -{`�j T RAN S I D: 418660 design loads be applied to any component. and areafor"dry condition"of use. PD wedgeu • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or if p C necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII 11II VIII 11111 VIII I III VIII 1111 1111 7PI WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center lines. EXPIRES: 12/31/2016 9.Digits indicate size of platetein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 36 2-5=(-53) 69 3-5=(-266) 185 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 91 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 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" -69/ 493V -34/ 101H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.355" @ 4'- 3.7" Allowed = 0.508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.762" T , T T MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" 4.00 I7 M-1.5x3 DESIGN ASSUMES MOISTURE CONTENT DOES 4 NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 -f Design conforms to main windforce-resisting n system and components and cladding criteria. II Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads r+ in the plane of the truss only. ra o t M N �f II M II O,' I 0 2 �<5 M-3x4 M-1.5x3 1, 8-02-04 0-03-12 .1 ), .1 1-00 8-06 Q PRO1 JOB NAME •. 5019-D POLYGON - P2 . �NG)N� 9 `'0 Scale: 0.5490 44 '„ WARNINGS: GENERAL NOTES,unless otherwise noted: 4t' §978 "E r- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �` 40.AO Truss: P2 and Warnings before construction commences. building component.Applicability of design parameters and proper J , 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. °L•'/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as I od sheathing(TC)C and/or dr Pcino gR ) ywao�ec>. 94 OREGON 'r 4 DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �Q 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. G Q+ SEQ. : 6203162 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, 1,9 '4�7 Y 15 ' design loads be applied to any component and are for"dry condition"of use. /f(" �-V T RAN S I D: 418660 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 PAUL [ fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes atedadequate draboth face iso provided. and 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 1101111111111111111111111110111111 TPI VJfCA in BCSI,copies of which will be furnished upon request. it coincideiiwith Jointfcenter lines. EXPIRES: 12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1(0 11(1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x9 KDDF #16HTR SPACED 24.0" O.C. 2-3=(-69) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 979V -12/ 83H 5.50" 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.009" @ 1'- 5.5" Allowed = 0.205" MAX TC PANEL TL DEFL = 0.009" @ 1'- 4.4" Allowed = 0.307" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 3.1" 6.00 V 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.1" DESIGN ASSUMES MOISTURE CONTENT DOES 0NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ru Truss designed for wind loads M-3x4 in the plane of the truss only. ro/_ .-1 of 2� 4► 1 1 y )' 1, 1-08 2-00 1-03-13 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-D POLYGON - SJ1 ��'�p , (5' \ NG NEfi o Scale: 0.8274 441 •Ct' ,,/ WARNINGS: GENERAL NOTES,unless otherwise noted: ' 89 78 r-" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual XTruss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper s+,++ 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. t�f _.. 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing ofv 'f+') continuousxImactsheathing such al plywood required wereown drywall(BC). 94'OREGON '�. ' DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (� 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. SEQ. : 6203163 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, "� '1+T y '15 (, design loads be applied to any component. and are for"dry condition"of use. * " �\s4 T�N S I D: 418660 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 pA U L fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequateatedon drbilid.faces of truss,and placed so their center 11111111 II VIII VIII VIII III VIII(III(IIITPIM?CA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. // 9,Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 2/3111 F? IIID IIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS ', TRUSS SPAN 6'- 7.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR , LOAD DURATION INCREASE = 1.15 1-2=( 0) 64 2-4=(0) 0 BC: 2x9 [(UDE #1&BTR SPACED 29.0" 0.0. 2-3=(-117) 53 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. JON. 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: 20.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -97/ 961V -25/ 134H 5.50" 0.79 KDDF ( 625) 1'- 9.2" -65/ 194V 0/ OH 5.50" 0.31 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 7.8" -75/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/160 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 6'- 7.1" MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.1" 12 3 -/ 6.00 p DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ! ,--I Truss designed for wind loads i in the plane of the truss only. co 0 t co M 3x9 00 i 0 i A- 2 Ow-ill -10 1 .1 > b A 1-08 2-00 4-07-13 (PROVIDE FULL BEARING;Jts:2,4,31 gPRQF- JOB NAME : 5019-D POLYGON ' - SJ2 ; (- GINS s`� Scale: 0.5726 (V 70 2�y WARNINGS: '. GENERAL NOTES,unless otherwise noted: 4.' / f Q E f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual +' Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. J"f, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v Lr) is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �q ``* DATE 3/11/2015 the overall structure Is the responsibility of the building designer. 3,2x Impact bridging9 (}REG�or lateral bracing required where shown++ 'r' -yj 15' ' 4.No load should be applied to shy component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor.SEQ. : 6203164 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, V /yY 1 , LQ" 1,9 L T RAN S ID: 418660 design loads be applied to any component. and are for"dry condition'of use. `, yes4 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PAUL necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subjegt to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII Ell II VIII I II 00 IN I I(III TPIIWfCA in BCSI,copies of Which will be furnished upon request. git coincideicwith joint acenter lines. EXPIRES: 12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuTftlS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF )t16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF )l1&BTR SPACED 24.0" O.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 810 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 2BV 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T ' MAX BC PANEL LL DEFL = 0.001" @ l'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00 7 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, a' Truss designed for wind loads of in the plane of the truss only. 0 0 N ,- ri 0 O illi O� j/ 4► M-3x4 ,1 > y 1-00 2-00 PROVIDE FULL BEARING;Jts:2,4,3I w) PROper, JOB NAME : 5019-D POLYGON - SJ3 .,� �,G." � s'0,..,„ Scale: 0.6926 pp • � WARNINGS: GENERAL NOTES,unless otherwise noted: f/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual / / Truss: SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper /. ., 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. x 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: B S 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1' OREGON Q is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ', DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1Q 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. �/ �'+ SEQ. : 6203165 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, 1i,7 '�+7 Y A6` design loads be applied to any component. and are for"dry condition"of use. /(„ dL� TRANS I D: 418660 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 Ap U L f 4 fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes atedadequate drainage isprovided.truss,a. 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 VIII 111 I I IIIA III VIII Ill I IIII 1111 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/201 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS '. TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x9 KDDF #1&BTR '., SPACED 24.0" O.C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12"0C. UON. ', LOADING BC LATERAL SUPPORT <= l2"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 1 TOTAL LOAD = 42.0 PSF 0'- 0.0" -91/ 322V -94/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 3 -/ MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 10.00 7 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 0 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Co Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor-l.6, co Truss designed for wind loads in the plane of the truss only. M-3x9 rn 0 ia o� ►� COMM 1 b / y I 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,31 D �'R 1I2 JOB NAME : 5019-D POLYGON ! - SJ4 GI NE `,� Scale: 0.6931 - WARNINGS: GENERAL NOTES,unless otherwise noted: // 89782 E c 1.Builder and erection contractor should be advised of alt General Notes 1.This design Is based only upon the parameters shown and is for an individual / /�/ Truss: SJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper „//. .�f,y'/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. /"' `9 1,0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally t theiraced at DES. BY: BS is the responsibilityof the erector.Additional of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by c.. permanentbracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1: OREGONC.`, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 47" /� 2 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. b �'- 5.CompuTrus has no control over and assumes no responsibility for the SEQ. : 6203166 fasteners are complete and at ho time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1:k'�+7 Y j 0'��((;c- TRANS (j T RAN S I D: 418660 design loads be applied to any component. and are for"dry condition" f use. PPg 6.Design assumes full bearingat all supports shown.Shim or wedge if PA uL. S necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II III I III VIII II I III 11111 I 111111 7PINVTCA In BCSI,copies of which will be furnished upon request. git coincide withizjointacenter lines. EXPIRES: 12/31/2016 9. Digits indicate size of plate in inches. MiTek USA,InC./Compulr jS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) VIII 1111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-4B) 41 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. TC LATERAL SUPPORT <- 12"00. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA i 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 -18/ 42H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1-11-11 T (LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 12 MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.131" 10.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL - -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 2 -/ Wind: 140 mph, h-20ft, 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 0 in the plane of the truss only. 0 0 0 0 rd M,_ ,-i I 0 irjjillMMIM 0 1' 3► M-3x4 b )' 2-00 (PROVIDE FULL BEARING;Jts:1,3,21 .klk PROPe JOB NAME : 5019-D POLYGON - SJ5 .� IN4. , Scale: 0.7796 44/.C.1, 1.'A 1 . .' •s 782 E ��' 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 Truss: SJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper ,/. 0* rt 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. wt. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y DES. BY: B S 2'o.c.and 5110'o.c.respectively unless braced throughout their length by v CO is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,q 1,4.OREGON Cy 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. i� •ctrl C3 ‘7.- 1.6 SEQ. : 6203167 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, �i� qAY 1 design loads be applied to any component. and are for"dry condition"Of use. Vr f1`S TRANS I D: 418660 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 PA U t- {t. fabrication,handling,shipment and installation of components. necessary. 7.Passumes atedadequate dro cosd.Plateson faces of truss,and placed so their center 11111111111111111 TPI VVTCA in BCS(,copies of which will be furnished upon request. git coincide cwith jointacenter lines. 9.Digits indicate size of plate in Inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111 (1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-90) 74 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. ', LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 129V -39/ 93H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -32/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -72/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/160 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.059" 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 10.00 V AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 0 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, rn Truss designed for wind loads oI in the plane of the truss only. o 0 ri M-3x4 C" ,- o I o� 1►� 3►� ), )' b 2-00 1-11-11 PROVIDE FU1L BEARING;Jts:1,3,21 .k\V PRore JOB NAME : 5019-D POLYGON - SJ6 Scale: 0.6361 w\�� ,NG}N' 9 s<2 WARNINGS: GENERAL NOTES,unless otherwise noted. / i 782* c- 1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: SJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper _,fj,/. �1 APO 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. :I'' w++ --." 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V P h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -17' OREGON NN. . DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �J.e� 4,e, (15' 2 Q" 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. RY 1 '�•' SEQ. : 6203168 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, r7 design loads be applied to any component. and are for"dry condition"of use. TRANS I D 418 6 6 0 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 AA L S`\ • necessary. fabrication,handling,shipment'and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center c 111111 IIII VIII VIII 1111111111 IIII Ell TPINVTCA In BCSI,copies of Which will be furnished upon request lines coincideiitwithzjointacenter lines. EXPIRES: 12/31/2016 9. lines indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)