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Plans (207) `x-75 , ?-ef 105_ kNi + MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-410_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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. cO PROF . `< 04G I N E FR /02 83640PE 9< y OREGON ..:2)Ou&'1 RY 12 \-\�j OD S•ON O Di•y tj ture EXPIRATION IP-31-16 December 4,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46042'160 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:c53KNt9SBdZANgLpvMEnZkyCdl1-huOn6uBARNZdmzBuephdGZCS83xUo0d2pG3Aj2yCcw1 1-0-0 1.5x3 II 1 3x4= 5 2 Scale=1:13.2 _-il II 16 I II Mr ,/ 41,4- 3 1.5x3 II 3x4= I 1-3-0 I 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 *'** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a ' BCDL 5.0 Code 1BC2012/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-p 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) orp ,\��-tNGI ��- s4�2 kc : >640PE 91' 0- 0 411/ 0 ORE o 0 °� °AsooN Ry ii o�c� Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 •4 N A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �f Design valid for use only with Wel*connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the binding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent-buckling of individual trussweb 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 Qualtly Criteria,DSB-89 and BCS!Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiahis.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-410 1 1 UPPER F02 FLOOR GIRDER 846042161 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:37 2015 Page 1 I D:c53 KNt9S8dZANg LpvM EnZkyCd 11-dG WXXaDRy_pLOHLGI Ek5 L_f rvsX7GsYLHaYHoxyCcwG 0-1-8 H1-1°- � -7-91f 2-0 1 71 11-2-0 1 p-i 1-131 Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 =5x8 I I 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 a-a 42 gz-/A - L .1 L- .. L i G ' f _ A e am w _A A \ 2 i.......1a '� -ee Ir-... \ IW 10...7.1d 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 5x6 II 6x8 I I 6x8=3x6 FP= 5x6 II 5x6 I I 3x6 FP=5x6 II 6x6= 6x6= 1.5x3 = 8x6 = 5x6 II 11-8-3 I 10-6-3 }1-1-i 1 23-8-0 1D83 7'0 11-11-13 0-7-0 Plate Offsets(X,Y)- 133:0-3-0,0-0-01,135:030,0-0-01,141:0-1-8,0-0-81,142:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.19 34 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.30 34 >946 360 BCLL 0.0 Rep Stress Ina NO WB 0.29 Horz(TL) 0.06 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:208 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 41=1737/0-5-4,26=1459/Mechanical FORCES. (Ib)-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. <��© P R Q,c-,. 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 �., ) :G.14.:PE19°6'/°-' 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. 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 lbdir 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). OR SON N. 'l o C� LOAD CASE(S) Standard �y0 G4 R Y A 2- O� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pH) O oOON Vert:26-41=-8,1-25=80 Concentrated Loads(Ib) Digital Signature Vert:9=-965(B)17=177(B) EXPIRATION DATE: 12-31-16 J December 4,2015 t 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 MTeke 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 applicabWly 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 NTek'* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042162 PL15-410_UPPER F03 Floor Girder 1 1 Job Reference rotational) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:38 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkYCdl1-5T3wtwD3jlxCdRwTJxFKuBgOnGxW?FoUVEIrKNyCcwF I 1-7-0 I I 1-9-0 I Scale=1:17.8 6x6= 3,6 II 3,6 II 3x6 II 3x6 II 3x6 II 1 11 2 3 4 12 5 13 6 • e e\____ I I 0 0 d N K. e e e I0.2 d • 10 9 8 / \ 6x6= 5x6 II 3x6 II 6x6= s-4-0 I I 9-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (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+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p1f) D P R�F Vert:7-10=10,1-6=-100 �Q.� FS Concentrated Loads(lb) GINE s/ Vert:4=-132(F)3=132(F)2=-132(F)11=-276(F)12=-132(F)13=-132(F) ��\� !GN Fi, U* 8 .40PE c OPC., ORE I2��� /..‘ .1,/' RRY A2-• �� SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 0 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mil £ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer most verity the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TP11 Qualify Criteria,DSB-89 and ICS!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 R46042163 PL15-410_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:39 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-ZfdlyFEhUc33FbVftfrnZRPNA2g9Qke0eku1 OsqyCcwE 1 1-10-4 ii 1-943 0-11{8 Scale=1:41.8 3x6 FP= 3x6 FP= 1.5x3= 4x6 II 4x6 II 1.5x3= 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 o g/6.8 IJzo\!/..\!/...\m e �� a �00/ �o ` \ 27 A e e C 26 25 24 23 22 21 20 19 18 17 1.5x3 II 4x8= 3x6 FP= 3x5= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 23-11-12 23-11-12 I Plate Offsets(X,Y)— 127:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.18 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.28 20-21 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.74 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. ,t) PR OF 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). "<(- fiss ��CO �tyGINE'. /O LOAD CASE(S) Standard 217 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ' $ a 40 P E l Uniform Loads(plf) Vert:17-25=-8,1-16=80 Concentrated Loads(Ib) Ji' if Vert:28=-20(B) 1110(...- -7„,..OREto N r.� 0 -v(44 q>" 12•Z>�C.1 OO SOON O Digital Signature j EXPIRATION DATE: 12-31-16 J December 4,2015 4 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not MI - a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to preventbuckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042164 PL15410 UPPER F05 FLOOR GIRDER 1 1 Job Reference Optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:39 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCd I1-Zfd IyFEhUc33FbVftfmZR PNCmgl Okpdeku 1 OsqyCcwE 1-2-12 e 1.5x3 I I 1 3x4= 2 Scale=1:13.2 4 3 1.5x3 II 3x4=- I I 1-5.12 I 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress lncr 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. xr,RVp PROF-Sd ��\� tNGINE i�2-37 8 >,,, 40 P E %— y ORE oN �o O C/r.°4 R 12 ty O�� Lir, o S Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 I 4444 ®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 MTekd connectors.This design is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the bubding designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing '-Milek'- - - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qually Criteria,DSII-89 and ICS!building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 I 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 0 Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:40 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-2rBg9bFJFv8wt14rQMHozcwNZ4eeTGNnzYnxpGyCcw0 0-k8 Scale=1:39.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 o o o e _ o _ c o ❑ a 8- o o c e 0 i 0 342 d r d N a 0 0 a 0 0 „ in e e e in a in in so : 0 0 o a 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 I 40-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 I 2o-o-o 121-4-o 1 22-8-0 123-11-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied orb-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-11-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. �<�ED PRp�Fs c�5 �cNN G� Fq 6> O 8 .40PE y OR SON �d ti O 0, O'S' (iyRY122 00 SOONO� Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 r A7473 rev.90/03/2015 BEFORE USE. /111 Design valid for use only with MiTek98 connectors.This design is based on upon parameters shown,and is for an individual building component,not . A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI I-7473 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.Additionaltemporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1711 QuaBy Criteria,1)51-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R48042166 PL15-410_UPPER FOB 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:c53KNt9S8dZANgLpvMEnZkyCd11-W212NxGx0DJnUvf1_3o1 WgSZdT_uCjdwCBWVxiyCcwC 0-ne 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 a a o a s a 0 g z e e e o e e a e 42 xr o d mc d w 41 it v e v e c Yv- ll u�l4'.'\" u\C \luuVY\,a 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= -8-0 8-0 : 9-4-0 0-8-0 1 1 0 14-8-0 1.yr r : :r sr r -4-0 r r 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) Vdefl 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 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 23-8-0. (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. <0 PRoFFss GjNEE9 � 8 .40PE yF OR ON Lo..� ti0 Oi✓q RY j2. O\ O SOON Digital Signature t EXPIRATION DATE: 12-31-16 December 4,2015 a A WARNINGrBEFORE-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.717J rev.10/03/2015 USE. Design valid for use only with Mifekta connectors.This design is based only upon parameters shown,and is for an individual budding component,not - a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall- - - - -Wilding 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/D.11 Quaky Criteria,DS$-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiahis.CA 95610 Job Truss Truss Type Qty Ply I POLYGON R46042167 PL15-410 UPPER F09 Floor Girder 1 1 IJob Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 112014 MiTek Industries,Inc.Thu Dec 03 14:38:42 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11_EJQaHGZnXRd62EEYnJG21?fptJUx8a4QrG2T9yCcwB 2-6-0 I 1-8.12l I 1-8-12 I I-'T Scale a 1:17.6 3x4 II 3x4= 1.5x3 II 3x6= 3x4= 1 2 3 4 5 e e e e 11 • 1.5x3 = 0 A d N 1.5x3 = ° e J 10 ' 9 8 7 6 1.5x3 II 3x6 = 3x5= 3x6= l 7-2-12 9-4-0 7-2-12 I 2-1-4 I Plate Offsets(X,Y)— f1:Edge,0-1-8),f5:0-1-8,Edne) LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) Udefl 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 Ina NO WB 0.18 Horz(TL) -0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 Uplift 9=-34(LC 4),8=74(LC 4) Max Gray 9=183(LC 3),8=340(LC 3),7=999(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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 (cRE1) PROfiFS 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 _Cj tiNGINEL- 0/ Uniform Loads(plf) 2 Vert:6-9=8,1-4=80,45=180(F=-100) y Concentrated Loads(Ib) 8 +40PE f Vert:5=-336(F) 9 ORE �N ,..- 2o0 9r(44 c 0 Y 12• � 0SOON O Digital Signature L EXPIRATION DATE: 12-31-16 December 4,2015 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ` Design valid for use only with MiTek®connectors.This design is based only upon porameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall -- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional:temporary and permanent bracing MiTek'is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qeol ly Criteria,DSB-89 and BCSI BuOding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. itru Shue 109 Cs HeidMs,CA 95610 Job Truss 'Truss Type Qty Ply POLYGON R46042168 PL15410_UPPER F10 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 14:38:42 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11_EJQaHGZnXRd62EEYnJG21?kKtK6xAr4QrG2T9yCcwB 1 2 3 4 5 6 Scale=1:12.8 14 — — — — — — 13 12 11 10 9 8 7 1-4-0 I 2-8-0 I 4-0-0 I 54-0 I 6-2-12 I 1-4-0 1-4-0 1-4-0 1-4-0 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 6-2-12. (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. Ep P R OFFss <c�\. ANG'NEFR tet. cc 8 ,40PE <' d 9 ORE • �.,. C-6°,-, RY 12 OC? C) SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I t N ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 141111 - Design valid for use only with Miler®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 bucklingofindividual 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/TIHm Quality Criteda,D56-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss ITruss 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 I D:c53KNt9 SBdZANgLpvM EnZkyCd11-SQtpodH BYgZUkCoQ6Uq VbFXsJHZngVC DfV?c9byC cwA 0-1-8 H I 1-8-12 I I 2-2-0 1 2-6-0 I Scale=1:39.0 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 I I 3x5 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e - m e e 20 .. it 7 V ; 19 - - n 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-)i 22-4-12 1-11-12 20-2-0 I 0. 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Lid 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. (Ib/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(Ib)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 ���ED PROpp 1)Dead+Floor Live(balanced):Lumber Increase=1,00,Plate Increase=1,00 Uniform Loads(plf) CO G)NE Vert:12-18=-8,1-11=80 �� �N FR p2 Concentrated Loads(Ib) <Cr 9 Vert:1=-336(F) 8 .40PE r OP t...---7„,_ORE orN N. O C, q3,„&'4RY'12? SOON O Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 mil__ f AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEf(REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Welt®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters.and property incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage;delivery,erection and bracing of trusses and truss systems,see ANSI/T911 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus 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�kCCoQ6UgVbFXtmHdGgcSDfV?c?byCcwA I-axa—i 1-2-0 I I 1)-8-7 gird-4 1-2-0 1 1 0-61 1 l'4 1 2 3 4 5 4x4= 6 Scale=1:12.9 13 ...? \ i k /— — e 4x4 = 12 11 10 9 8 4x4= 4x4= I 2-10-11 1 3-5-11 1 4-0-11 1 4-11-4 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)— 12:0-1-8,Edae1,14:0-1-8,Edae1,f5:0-1-8,Edoel,17:Edue,0-1-81,f10:0-1-8,Edoe1,112:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) Lldefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0,13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Inc: YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 12=209/Mechanical,7=204/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-12=-314/0,5-7=-306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)7 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. � P R Opp �\� R 2 9 8 :,40PE f' dir ,f 40 y ORE • 0 moo C3,V( Yi2`- ,c4 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 s AWARNING-Verify design parameter;and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473rev.10/03/2015 BEFORE USE. 11011 A Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applcabi ity of design parameters and property incorporate this design info the overall - k building design.Bracing indicated is to prevent•buckling of individual truss web and/or chord members only.-Additional temporary and permanent bracing MITe is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPll 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 R46042171 PL15410 UPPER F15 FLOOR 1 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Wick Industries,Inc.Thu Dec 03 14:38:43 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-SQtpodHBYgZUkCoQ6UgVbFXrvHbWga4DN?c?byCcwA 1 064 I I 1-2-0 1 1 0.8-7 1 1 1-2-0 I I 1-5-1 I 2-6-0 Scale=1:16.4 1.5x3 II 4x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4x4= 4 5 6 7 J e •'1N eb e e ee/ e e 3x4= 13 12 11 10 9 8 1.5x3 11 1.5x3 II 4x4= 4x4= 3x4="-- I I 2-10-11 1 3-5-11 14-0-11 1 8-2-12 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)— 12:0-1-8,Edoe1.13:0-1-8,Edge1,19:0-1-8,Edge1,f10:0-1-8,Edgel.I13:Edge.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 13=356/Mechanical,8=356/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-380/0,4-5=-380/0,5-6=-380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 4-10=262/0,2-13=620/0,3-10=0/446,6-8=-437/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0,,o PROre '- GI E., % 2 �� 8 .40PE 9r' y OR SON .. 0 .1'&,1 RY 12 `c, 0. 00 SOONO Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 e f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 rev.10103/2015 BEFORE USE. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not1111 , a buss system.Before use,the building designer must verify the applicability of design parameters and properlyincorporate this design into the overall building'desiign.Bracing indicated is to prevent buckling of individual truss weband/or chord members only.Additional temporary and permanent bracing Mi AT ek.. -- ...-.• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quail),Criteria.D511-89 and 8CS1 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 R46042172 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:c53KNt9S8dZANgLpvMEnZkyCd11-wcRB?zkiJBiLLMNafCMk8S41 thuiPuMNu919Y1 yCcw9 I 2-5-8 I I 2-6-0 Scale=1:40.5 1.5x3 II 4x5= 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 le 9 .. �, Ni A V 411PirrV 9 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— 11:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Ltd 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 IBC2012/TP12007 (Matrix) • Weight:114 lb FT=0kF,0hE LUMBER- BRACING- TOP CHORD 2x4 OF 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. <(¢Ep P R OFFss ��\� �NGiNEfi,9 /O29 � ee40PE i qOy4ORE ,z 23, RY V2-• Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with MiTeke connectors.This design is based only upon parameters-shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding 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 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI bonding Component 7777Suite 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 PL15-410_UPPER F17 Floor 16 1 R46042173 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014.MTek Industries,Inc.Thu Dec 03 14:38:45 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-Op ZDJJS4SgCzWypDvtzggdBN5DT8MGW6pUi4TyCrwB ?-7-4i 2-6-0 0-18 Scale=1:40.7 4x6— 3x4= 3x4= 3x4= 3x6 FP= 4x5 1 2 3 4 5 6 7 8 9 10 11 12 N. 7 9 _ e d / 7 NN 7 7a 21 N w a N20 Mill 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5 = 3x5= 4x6= 3x4 = ati-8 23-11-12 23-10-4 i Plate Offsets(X,Y)— r19:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4,19=1043/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1581/0,34=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. �co� AGI E. .. c5>0...„,_ ,� 8 .40PE �<' APP v ORE *N rd �i O Cay &'�RYi2-• s 0OSOONO Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 e WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate the design into the overall �■ building design.Bracing indicated n-to prevent buckling of individual Inns 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 n fabrication,storage,delivery,erection and bracing of busses and truss systems,see ANSI/T%1 Quality Criteria,DS6-89 and 8C51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Job Truss Truss TypeQty 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:c53KNt9S8OZANgLpvM EnZkyCd I1-0p_ZDJJS4SgCzWy pDvtzggd BU5Df8M7 W6pU i4TyCLwB 0-1-B h r"f 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 fi1 , o N II� N I lir. 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,Y)— f19:Edge,0-1-81.119:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud 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 Ina YES WB 0.77 Horz(TL) 0.07 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1032/Mechanical,19=1027/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1461/0,3-4=1461/0,4-5=2950/0,5-6=-2950/0,6-7=3206/0,7-8=-3206/0,8-9=-2235/0,9-10=-2235/0, 10-11=2235/0 BOT CHORD 17-18=0/2345,16-17=0/2345,15-16=0/3219,14-15=0/2862,13-14=0/1276 WEBS 11-13=1581/0,11-14=0/1188,8-14=-777/0,8-15=0/426,6-16=-333/0,4-16=0/750,4-18=-1095/0,2-18=0/1511, 2-19=-1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Bearing at joint(s)19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. <0? o PROFEss ,�\� 17 �NGi�EfiR LV 8 ,.40PE r Lle i 74/0 R E •N �o O O-7 gRY12.2 �� OO SOON O Digital Signature L EXPIRATION DATE:12-31-16 December 4,2015 e 1 .r WARNING-Verify design parameters and READ NOTES ON SOS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10103/2015 BEFORE USE p ® Design valid for use only with MiTeki 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 individuol.f uss 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/fPil Quality Crileda,DSB-89 and ICSI Building Component Suite 109 Safely information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 4 Job Truss Truss Type Qty Ply POLYGON R46042175 PL15-410_UPPER F20 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:46 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-s?YxQfK4rly3bgX?ndOCDt9PJUh2t rfLTEGcwyCcw7 Scale=1:18.7 1 2 I 3 oI 4 5 6 7 8 9 10 o JoJ o 0 o e L0 0 0 d A d N D • O O D o Ip O O 20 19 18 17 16 15 14 13 12 11 I 11-4-8 11-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES W8 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:55 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 11-4 . (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.-At 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. ��� Ep PRof-4. ,8 .40PE r f , -7 OR SON ss �, • 0 0ti &'9RY 12.2 °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 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 _ y a truss system.Before use-,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.--Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek° is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPll Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042176 PL15410 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 D:c53 KNt9 S8dZANg LpvM EnZkyCd 11-s?YxQfK4dy3bgX?ndOCDt9N OUhHt_gfLTEGcwyCcw7 1.5AII 0-7-12 I 2-6-0 1J5x3 II 1 2 4x4= 3 Scale=1:13.0 J L O " 5 4 4x4= 3x4= 011- 3-4-12 o-1-� 3-3-4 Plate Offsets(X,Y)— f5: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 0.17 Vert(LL) 0.00 5 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Ina' YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/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(0.13V'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. \��ED P R OFF6's �,\, t... �R /O2-57 cc 8 .40PE f CIF i CI OR �O,:z' 0A.��q R i 2 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Qualify Criteria,DS6-89 and SCSI Building Component 7777Suite 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 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 I D:c53KNt9S8dZANgLpvM EnZkyCdl1-s?YxQfK4rly3bgX?nd OC Dt9NJ UeOtvyfLTEGcwyCcw7 1 1-3-12 I 2-6-0 Scale=1:24.9 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 Ii14111LNINIPAIIINI... - 0 0 d N 17 1A� 10 y 3x4= 3x5= 3x5= 3x4 = 115 14-3-12 0.-B 14-2-4 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.35 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (lb)-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. -�5 � GIN;F9 �0 �, - : r640PE �f e dir c. y ORE w N. 0y2&-1RY' 2-`Z��0 Lip SOON O Digital Signature ` EXPIRATION DATE: 12-31-16 December 4,2015 6 nn .-YWARN/NG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/0312015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,thebuilding designer must verify the applicability of design parameters and properly incorporate this design into the overall �d ' building:design.-.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing,., Mi!T ek - - - is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component- Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - - Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042178 PL15-410_UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:47 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyCd 11-K66Jd?Kic34wCg6BLKvR15iXiuxecJ Lpa7zp8MyCcw6 0-h8 0-0H-4I 2-6-0 I Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 e e m ki ° a 20 N a a e o e 19 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5 = 3x8 = 3x4= 21-6-12 I I 21-6-12 Plate Offsets(X,Y)— 11:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) Vdefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=937/0-2-12,12=937/0-5-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=949/0,1-2=-014/0,2-3=-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. `��EO PROFFss ��\� .„.. fiR /p27 ct 8 .40PE r Ile y ORE ,.IV oC� °y°°Asoori °� Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 800-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MITele connectors.This design is based only upon parameters shown,and 6 for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall - ■,� 4 building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - • Mi1 k 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/7I1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Informaion 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 R46942179 PL15-410_UPPER F24 Floor Girder 1 1 Job Reference(ootional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:48 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-pOgirKLKNNCngzhou2QgIIFgEIMgLsSypnjNhoyCcw5 0-1-8 HI 1-8-12 I I 2-0-8 I 2-6-0 Scale=1:38.6 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x4= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 e 20 : 0 Alkl 7 IIVIVz — N #0/ - E 19 a rr, X' XAXXXX*RXX XXXXXXXXXXXX X 18 17 16 15 14 13 12 1.5x3 I I 3x6= 3x6 FP= 3x5= 3x5= 3x5 = 3x6= 1 2-1-4 1 22-4-12 1 -4 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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/TPI2007 (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. (lb)- 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 ��?' ' F R�FFss 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��CO � GI NE - /O Uniform Loads(plf) 2 Vert:12-18=-8,1-2=180(F=100),2-11=-80 y Concentrated Loads(Ib) $ .40 P E Vert:1=336(F) 9 ORE EN to 'V&,41 O Oy RY12.2 ,x4 OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 a _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirekm 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 overal -- -.building design. Bracing indicated is to prevent bucking of individual taus web and/or chord members only.Additional temporary and permanent bracing - Milek,.. -r. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criled°,DSB-89 and BCSI Budding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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 I D:c53KNt9 SBdZANgLpvMEnZkyCd11-pOgirKLKNN C ngzhOu2Qg I I Fk01 N SLuKypnjN hoyCcw5 0-fi8 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 s-----0 0 0 0 0 0 0 o 0 a e er e 0 1+ e k. g 38 0 o d TL dcts e o a e -o a a 0 e a a a a it. e 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1-4-0 1 2.8-040.0 5-4-0 6-8-0 8-0- 9-0-0 10-8-0 12-0-0 13-4-0 14-8-0 1. ' ' —' -'' ' 1� 1-4-0 1-4-0 I 1-4-0 I 1-4-0 l 1-4-0 I 1-4-0 1-4-0 l 1-4-0 1-4-0 I 1-4-0 I ....a1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 Ina' YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. '. 0iN O'4' % �� [ OPE of 4110 y ORE •N C. C;ey W., RY 12`Z \C? 00 s0oN 0 Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4d A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03!2015 BEFORE USE. - " Design valid for use only with Mf1ek®connectors.This design is based only upon parameters shown,and is for an individual building component.not ----a-truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate 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,' .',, MITP,K , , 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/7811 Quality Criteria,056-89 and SCSI Building Component Su7e 109 Safety Informalion available from Truss Plate Institute,218 N.Lee Sheet,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 Paget ID:c53KNt9S8dZANgLpvMEnZkyCdll-HaE42gMySgKe57GaSlxvrwnsCib64AU61 RSwDFyCcw4 11-0-4 1 2-6-0 I 0-FI- Scale=1:41.5 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 - f 9 - e o eI/ ` 7 N 7 -IN 7 N. / \! 21 20 19 18 17 16 15 14 3 3x4 = 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= O-jr8 24-4-12 0--8 P43-4 I LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (roc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360 BCLL 0.0 Rep Stress Ina YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 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. '\<<- PROFF`Sd' ��5 �\AG)NEF9 /0 2 `z 8 '4QPE OP y OREN .� 0 -vem RY 12 `77 0 OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 11 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/1- v.7(73 re10/03/2015 BEFORE USE. y Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Y a truss system.Before use,the bulding designer must verify the applicability of design parameters andproperlyincorporate this design into the overall MI building design. Bracing indicated is to prevent buckling of individual truss web and/or chord member/only.Additional temporary and permanent bracing, MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T%1 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. Sure 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply I 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 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-ImoSGONau_SV3Hrm0ST8NjK3g6?vpk0FG5CTIhyCcW3 I 1-7-4 I 2-3-0 I 011ie Scale=1:23.3 1.5x3 II 1.5x3 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 = 1 2 3 4 5 6 7 s a 4.z 13 NI11140' V- 0 0 o O N N e e 12 e 1' 10 y 3x4= 3x5= 3x5 = 3x4= I 13-5-12 I 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=582/0-5-4,11=582/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-888/0,3-4=-888/0,4-5=958/0,5-6=-958/0 BOT CHORD 10-11=0/463,9-10=0/1038,8-9=0/608 WEBS 6-8=783/0,6-9=0/450,2-10=0/546,2-11=-697/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. c�.....co NSP EF9 s�p2 ,c 8 ,LI-OPE �c dr f -7, ORE 4 N. O 040i✓1Ry 12 no sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 B f mit ®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 Mick®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 incorporatethis-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/r%1 Qualty GHeria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Cams 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 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-ImoSGDNau SV3HrmOST8NjK5d621poLFG5CTIhyCcw3 I 1-0-8 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 G T ❖.❖.❖.•..•. • 4 .�������������; ........�►♦ 1.5x3 II 3x4= 1-3-8 0-0-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) Udefl 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 Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=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. <iEp PR press ,_5 t�NGiNEF'Q /O c4, 8 ,,40PE 9f r , ,..- ^74,ORE 401111 l.. Oy ��RY 12 `L��C? OO SOON O Digital Signature i EXPIRATION DATE: 12-31-16 December 4,2015 8 _ 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 1.111-7473 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 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 andpermanent 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/1141 Quarrly Criteria,958-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Job Truss Truss TypeQty Ply POLYGON R46042184 PL15410 UPPER F29 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:c53KNt9S8dZANgLpvMEnZkYCdl1amoSGONau_SV3HrmOST8NjK5k622poLFG5CTIhyCcv3 I 0-10-12 1 1.5x3 I I 3x4= 2 Scale=1:13.2 0 0 0 N � r 1.5x3 II 3x4= 1-1-12 0-0-3 1-1-12 LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud 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/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=28/1-1-15,3=28/1-1-15,3=28/1-1-15 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Q.V3 PROF /0.40PE 91. -IA,GREG ^o 6'h. LgRY 12? � ° SOON o Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 wins, ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.74T3 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verity the applicability of design parameters and:properly incorporate this design into the overall -- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only..Additional temporary and permanent bracing "MiTek - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qua61y Crlteria,058-89 and ICSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042185 PL15-410 UPPER F30 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,lnc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1amoSGONau_SV3HrmOST8NjK5x624poLFG5CTIhyCcw3 1.5x3 II 1 4x4= 2 Scale=1:13.3 L _\ d N 4 3 1.5x3 II 4x4 = ii 0-9-12 I 0444 0-9-12 Plate Offsets(X,Y)- 11:Edge,0-1-81,(3:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 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 Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=19/0-10-0,3=19/0-10-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �F�c 3 P R oFFss c-5 �NGINFFR /O �, 2 : r640PE 17 1---- dr 9 y ORE ,r.� 0y�Gq RY 12-2f�o °° s°oN ° Digital Signature EXPIRATION DATE: 12-31-16 1 December 4,2015 4 imilem ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MiTekm 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 applicabilityof design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of.individuattruss.web and/or chord members only.Additional temporary and permanent bracing N.Dak.-. , 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 trusrsystems,see ANSI/fell Qualify Criteria,001-89 and SCSI Building Component 7777 Greenback Lane Safety Intormafon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahis,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042186 PL15410_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 14:3851 2015 Page 1 ID:c53KNt9S8dZANg LpvM EnZkyCd11-DzMgTM N DfIaMhRQyaA_NwxtG NVOGYFbPVly117yCCW2 I 1-0"8 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 N .♦♦♦.♦.♦♦♦♦..♦♦, Arr. .• 1.5x3 II 3x4= yy 1-3-8 D-0'-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl 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 Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=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. ,4O PROFFS' ��\� ANG I N EF9 /p2-9 cc : >640PE r y ORE CI,y�'(/4RYj2Qb 2 \'\ OO SOON O Digital Signature i EXPIRATION DATE: 12-31-16 December 4,2015 ki ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. 1111 _ Design valid for use only with M7ekE connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web-and/or chord. embers-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 QuaFyCrBeria,DSB-89 and SCSI Building Component Suite 109 Safety Informalon available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042167 PL15410 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 I D:c53KNt9S8dZANgLpvMEnZkyCd 11-DzMgTM NDflaMh RQyaA_NwxtGOVODYF3PVly 117yCcw2 1 2 3 4 Seale=1:13.0 ' o 8 7 6 5 3-7-0 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. co xAGINEz. 4t 8 .40 P E of L=7,,,ORE •N �� O &4RY 12•2��� kJe-% SOON O 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.10/032015 BEFORE USE. r.r Design void for use only with Mifeke connectors.This design is based only upon parameters shown,and is for an individual building component,not « a truss system.Before use,the bufdingdesigner 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 tens web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaVIy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informafon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cams Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042188 PL15410_UPPER F40 Floor Supported Gable 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:51 2015 Page 1 lD:c53KNt9S8dZANgLpvMEnZkyCdl1-DzMciTMNDflaMhRQyaA_NwxtGGVOGYFbPVIy117yCcv2 1 0-9-12 i 1.5x3 I I 1 3x4= 2 Scale=1:13.2 o Q N N ,.vv'� 4 ' 1.5x3 II 354= I 1-0-12 I 1-0-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) f/defl Ud 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 Inc: YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 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. �� 8 a40PE yr , 9 ORE �N O 0CI y0LgRY 12 O\-\ O SOON Digital Signature EXPIRATION DATE:12-31-16 j December 4,2015 0 d mi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. + Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTekn 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/1111 Quaily Criteria,DS11-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. 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 8 Truss Co., Beaverton,Oregon 7.530 s.Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:52 2015 Page 1 ID:c53KNt9S8d2ANgLpvMEnZkyCdl1-h9wChi OrQbiDJb?97tVcS8PQAvkP Hirt PhagZyCcw1 I 1-3-8 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 4 1.5x3 II 3x4= I 1-6-8 I 1.6-8 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-8 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. ���ED PROre s ��c ANGINE . o-4.,/O $ ,,40PE of 57 ORE •411. ,.. 0 '&4RY12?S) 0 'Se0o SOON O Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 0 0 e. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/F7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7eke connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before.use.the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design,Bracing..indicated is to prevent buckling of indwdual 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/fyll Qualify Work',D5B-89 and SCSI Building Component 7777 Greenback Lane Safety Informalion available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Property 3 " Center plate onjoint unless x, 6-4-8 dimensions shown in ft-in-sixteenths /4 v I (Drawings not to scale) Damage or Personal Injury offsets are indicated. MI. Dimensions are in ft-in-sixteenths. ink Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. MIIMEISMIIIMIMINEEsitzts 2. Truss bracing must be designed by an engineer.For 0.1/f gt 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I IIMITNIII !.)_ �obracing should be considered. 3. Never exceed the design loading shown and never114111110r .. 1O16 stack materials on inadequately braced trusses. O 0_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 6-7 C . designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0-1na'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint an d am ed ed ful ed by ANSKnots UTPaI na at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARINGestablished by others. . 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. Ilhliii0 reaction section indicates joint1116=111 III I17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 11 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with ►_ project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPII: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. miTeke11 BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 Job Transmittal MiTek USA, Inc. 111111 lll llhl II lllI 1011 IIHINI 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 1111111 111111 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 #1&BTR; 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=(-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 #1&BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 5.5" V5- 6=(-16686) 3770 13-14=(-3604) 16352 5-12=( -458) 2058 2x8 DE 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- 8=( -8756) 1986 15- 9=(-1908) 8756 13- 6=( -432) 2098 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 5.5" V8- 9=(-11632) 2580 6-14=(-3730) 834 TC LATERAL SUPPORT <= 12"0C. UON, 14- 7=(-1042) 4764 BC LATERAL SUPPORT <= 12"0C. UON. ADDL: BC CONC LL+DL= 3777.0 LBS @ 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 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.' OVERHANGS: 12.0" 0.0" ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" Jr' nails staggered at: MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" ** HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.132" @ 8'- 11.6" Allowed = 0.977" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.360" @ 8'- 11.6" Allowed = 1.303" X)( \ 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, 1' 1' 1' 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-08-11 2-01-09 2-09-13 2-11-09 2-11-09 2-04-09 3-05-11 load duration factor=l.6, T 1' 1' f 1' 4' T 1' Truss designed for wind loads 12 12 in the plane of the truss only. 10.00 7 M-5x10M18HS-5x16 Q 10.00 M-6x8 M-3x5 M-3x10 M-5x6 3 4 5 6 7 No A A A M-5x16 M-5x16 m B - - I __ It 11 1 1 B m c� or, I n� N� 1 1 �� I cv, 1 10 11 12 l' 13 14 15 -9 1 1 0.25" o o M-6x8 M-7x12 M-3x8 M-6x8 M-6x8 ** MSH-9x18(S) 1. iy37770 1, 1, b )' 3-05-11 2-08-01 2-09-13 2-08-01 2-08-01 2-08-01 3-05-11 ,1 ). y 1-00 20-05-08 SVD PRQp JOB NAME . 5019-D POLYGON - Al �� �NGIN�FR 0/°�� Scale: 0.2940 C 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 40.4110 Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and properw,. 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. e . '"' 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.respsuch asv y unless braced throughout their length by v N. po ty continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). ,�'3y OREGON O 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++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor. '�^ �4 y i Sj 2 SEQ. : 6203100 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �+L.. �V design beds be applied to any component. and are for"dry condition"of use. 'i p^ ,i, TRANS I D: 43.8660 5.CompuTrus has no control over and assumes no responsibility for the 6.Denecese assumes tot bearing at all supports shown.Shim or wedge If i 1 fabrication,handing,shipment and Installation of components. ry. 9 P Po 7.Design assumes adequate drainage is provided. 6.This design Is famished subject to the imitations set forth by 8.Plates shall be locatedpon both faces of truss,and placed so their center lines 111111 1011111111111 Ih Ii Ii��1111111111 MiTeTPIk USAinlnC./ CompuTrus BCSI,copies of (Software 7.6.6(1 L)-E ch will be furnished upon request. 10.For basic joint plate design values see ESR-1311,ESR-1968(Wok) EXPIRES:12/31/2016 9.Digits indicate size of late in Inches. connector • IIIIIIIIIIIIII 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 RIDE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-68) 42 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" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -53/ 293V -23/ B1H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -67/ 64V 0/ OH 1,50" 0.10 KDDF ( 625) ro 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 '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 BOB lOPSF 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"( ,� MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.066" MAX BC PANEL LL DEFL = 0.003" @ 1'- 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" 10.007 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 3 -i NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=2Oft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o' (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. N ,-:/- : O i , O ►- ��4 1 M-3x9 J‘ b y 1-00 3-09 'PROVIDE FULL BEARING;Jts:2,3,41 ' '. PRppFs JOB NAME : 5019-D POLYGON - AJ1 5 GAN Scale: 0.6897 <c;. t` � O ®E E �� WARNINGS: GENERAL NOTES,unless otherwise noted: / :2:78 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: AJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,� 2.2a4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 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.respectivety unless braced throughout their length by 10 is the responsibility of the erector.Additional permanent bracing ofV continuousnsheathing suchr las cing required where sheathing(TC) or drywall(BC). OREGON QN 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. /� hY 1 e. ri.t�.R; SEQ. : 6203101 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r'I 'etV TRAN S I D: 418660 design loads be applied to any component. and are for"dry condition"of use. n S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if r""A I r fabrication,handling,shipment and installation of components. DL nesessary. V 7.Plates assumes cadequate othdrainage isf sa. 6.This design is furnished subject to the pmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center "IIII I III VIII VIII VIII VIII VIII IIII IIIITPIiWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center foes. 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) III IIIIII 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" 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 -92/ 127H 5.50" 0.52 KDDF ( 625) 3'- 6.2" 0/ 95V 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 RIDE ( 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 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" 10.00 17 3 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 al o system and components and cladding criteria. j, Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, el (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. m c, 0 CD 11.- A. 4 1 M-3x4 .1 ), /, 1' 1-00 3-09 0-02-11 PROVIDE FULL BEARING:Jts:2,4,3' � �O PRQp4 JOB NAME : 5019-D POLYGON - AJ2 ��GINes. �0�9 Scale: 0.6431 44 WARNINGS: GENERAL NOTES,unless otherwise noted: Q / +:78 1-- 1.Builder and erection contractor should be advised o1 all General Notes 1.This design is based only upon the parameters shown end Is for an individual fANO Truss• AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ���"* s 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.AddttlonaI temporary bracing to insure stebiliry during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY: BS is the responsibility of the erector.Additionalpermanent bradng of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by V '\� pon ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,� -sr OREGON O• �, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ .�s 4.No bad should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. 7^,G+4 Y �S 2 SEQ. : 6203102 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �+ t1 4(<,' design bads be applied to any component and are for"dry condition"at use. P ``` TRANS I D: 418660 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge If -AUL L necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIIWTCA in BCSI,copies of which will be famished upon request. Digit coincide with jointfcenternche. ExPIRES:.12/31/2016 9.Digits dsize oplatein inches. MiTek USA,Inc./Co pies of s 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 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-215) 181 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=( -61) 30 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" -17/ 312V -66/ 185H 5.50" 0,50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.2" 0/ 40V 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" I MAX TC PANEL LL DEFL = 0.009" @ 1'- 10.0" Allowed = 0.286" 1 MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.4" Allowed = 0.428" 12 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. 0o Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cD load duration factor=l.6, (n Truss designed for wind loads in the plane of the truss only. co t O9111111.1.1111.11111.111.11111 cY �� 50.--- i 1 M-3x4 ), ,1 ), ), 1-00 3-09 2-02-11 !PROVIDE FULL BEARING;Jts:2,5,3,4I pROp JOB NAME : 5019-D POLYGON - AJ3 ���`�aGI E- z., Scale: 0.5166 �c;... 7 �+ �q_ WARNINGS: GENERAL NOTES,unless otherwise noted: ' ' ,978E c'' 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.2x4 compression web bradng 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.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h continuous sheathing such lateral b aywg e wsheathing(TC)eand/or drywall(BC). "S► OREGON Q� DATE: 3/11/2 015 is t e ssrudure if the orAddi onal pe building t bracin r. 3.co Impad bri a thi ar subracing requiredd where 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. -4:41,,,'/VAI /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, (�' S ",C� TRANS I D" 418660 design bads be appled to any component and are for"dry condition"of use. }�j� V 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 ` p R�� fabrication,handing,shipment and installation of components. necessary. !� �„ 6.This design is famished subject to the imitations set forth T.Design assumes adequate drainage Is provided. IMM VIII VIII 11111110 III VIII VIII IIII IIII by 8.Plates shag be located on both faces of truss,and placed so their center TPINVECA In SCSI,copies of which will be furnished upon request. Digit its indicate with joint size oplatecenter in Inches. 9. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connectorplte design values see ESR-1311,ESR-1988(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: 2x9 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=(-302) 267 3-4=( -98) 69 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.7" 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" 4 -v MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" 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" 0 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" 8 7'- 8.2" 10.0017 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=l.6, d Truss designed for wind loads 0 in the plane of the truss only. oo rn 4- PLEINIMMIIIMIIM o 1 M-3x9 ,1 y 3 5 1-00 3-09 9-02-11 PROVIDE FULL BEARING;Jts:2,5,3,41 ,R0 PROp . JOB NAME : 5019-D POLYGON - AJ4 �� �'G�N� . <°,� Scale: 0.4264 :.•7 f- 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• AJ4 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^.he 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 t/ P h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .,y "yy_OR:11 GON c)1,4' �„ DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging as lateral bracing required where shown++ 7" -Y� �, 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibiity of the respective contractor. 'q +'q i f l.. 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, L,,, design beds be applied to any component. and are for"dry condition"g use. '1 PA U L v` TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.andarnecessary.sumac ting bearing at all suppo is shown.Shim or wedge if i 1 fabrication,handing,shipment and Installation of components. 9 P Do 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIMITCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center ices. EXPIRES: ti31IZ�� 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic :t nr plate design values see ESR-1311,ESR-1988(Weft) 111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-6=(0) 0 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-388) 351 3-4=(-214) 168 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -66) 30 BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF 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 -1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11 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 = 0.005" @ 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" MAX HORIZ. TL DEFL = -0.005" @ 9'- 10.9" 12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.007 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=l.6, co o Truss designed for wind loads (1, in the plane of the truss only. /// o-) - t6 o 14-3x4 .0 .1 y y 1-00 3-09 6-02-11 'PROVIDE FULL BEARING;Jts:2,6,3,4,5' = 1OPRO�4. JOB NAME : 5019-D POLYGON - AJ5 �� ....,GINE-z. ss Scale: 0.3637 �� j(? . 7 WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. 78 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: AJ5 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2z4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. w tr 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 responsibility of the erector Additional permanent bracing of 2'o,c,and at 10'o.c.respectively unless braced throughout their length by `, h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f-OREGON Q°s DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bradng required where shown++ If 's", SEQ. : 6 2 0 310 5 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. "7! Qr/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 19 '9 qY A�J .4i TRANS I D: 418660 design bads be applied to any component. and are for"dry condition"of use. 7L c� 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge if ' f. UL �`, fabrication,handing,shipment and Installation of components. necessary. 7.Plates assumesadequatene drTrusprovided.furnishedon faces of truss,and placed so their center II IMP IIIII I II VIII II II IIIIIIITPI/WTCA In BCSI,copies of which will be furnished upon request. tries coincide with joint center 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. 1 ZL31IZ016 1111 IIII This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 5-03-05 FOR 3-08-12 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 DF ��� PROVIDE #1&BTR M-3x6 �' SUPPORT 01,1• ile M-3x6 • M-3x6 M-3x8 ii o 0 b y 5-01-13 y b 1 y y 1-07-02 5-03-05 5-07-14 4_D PROPe JOB NAME : 5019-D POLYGON - AR 16-00 , �'Gw �9 6, Scale: 1/2" p WARNINGS: GENERAL NOTES,unless otherwise noted: �� 9 •78 •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 and Warnings before construction commences, building component.Applicability of design parameters end proper ,f Truss: AR APO 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'u.crespectively unless braced throughout their length by v 43 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I 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-r-... , . Z Q • 4.No bad should be applied to any component until after at bracing and 4.Installation of truss is the responsibilty of the respective contractor. '�1 A rl r, 16j SEQ. : 6 2 0 310 6 fasteners are complete and at no time should any loads greater than 5.Design assumes cusses are to be used in a non-corrosive environment, :si TRANS ID: 418660 design beds be applied to any anent. Dns are for"dry 3111 bearing f f a. n • 5.CompuTrus has no control over and assumes no responsibiity for the 6.Design assumes vll et at supports shown.Shim or wedge if Aa `„ ``� necessary. fabrication,handing,shipment and Installation of components, 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANTCA in SCSI,copies of which will be Pomished upon request. Tangs coincidentwith joint aIn Inches. EXPIRES:12/31/2016 9.Digitssni dsize oplate eto Inness. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1100111 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 #10TR 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=( -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 PLF 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=( -528) 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 O'- 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"01 UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LES @ 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 'COND. 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, nails staggered at: MAX LL DEFL = 0.102" @ 8'- 10.7" Allowed = 0.988" 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, ## HANGER BY OTHERS TO APPLY CONC. MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" 9" oc in 2 row(s) throughout 2x6 webs, 9" oc in i row(s) LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.027" @ 20'- 2.5" ws) 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 1' . 1 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. 1' X12 4,320# T 1' 020# T f Design conforms to main windforce-resisting 1,77 12 system and components and cladding criteria. 10.00 M18HS-5x16 N 10.00 3 M-3x5 M-3x10 M16HS-5x16 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 -5- \\6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ® T3 Truss designed for wind loads in the plane of the truss only. M-6x10M-7x10 2 AT1rh 1 _o, •BM 5x16 Nk 0 rc N. , ..j,_ �� ( I - `D� I'I �� 0 36 11 12 13 1 19 15 16 M-3x10 M-8x10 0.25" M-3x10 M-8x10 M-1.5x3 to =M-10x10 =M-10x10(S) #8 1, ), Y Y Y +364# y Y 2-04-13 3-02-02 3-03-13 3-00-05 3-02-01 2-06 3-00-15 Y Y Y 20-08 WEDGE REQJ_RED AT HEEL(S). 1-00 JOB NAME : 5019-D POLYGON - B1 ���`` �aGP 66' JOB Scale: 0.2803 ��? 17 fppp R /li 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: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper / APO 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. I"� ,y.,� .`:. . „ 2.Design assumes the top and bottom chords to be laterallybraced at 3 DES. BY: B$ 3.Additional temporary bracing to insure stability during construction 2'oc.and at 10'o.c.respectively unless braced througout their length by 41 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'S OREGONO` DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ. : 6203107 4.No load should be appNed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 G4q 15 2�¢T fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: 418 6 6 0design loads be applied to any component and are for"dry condition"of use. /y^ S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fat bearing at all supports shown.Shim or wedge If P,4 1 1ORO fabrication,handling,shipment and installation of components. necessary. �"f V 1.... 7.Designlatesassumes adequateadodrainagecis provided. e 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center I IIIIII IIIII lull IIIII ILII IIIII 11111 III 1111TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center toes. EXPIRES:12/31/2016 9.Digits Indicate size of plate In Inches. MiTek USA,InC./Compulruo Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) 111IIIIII 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 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/ 81H 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 '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" 1-11-11 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 = 0.003" @ 1'- 0.0" Allowed = 0.131" 1' T 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 7MAX HORIZ, LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ, TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 3 -7 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, o, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o : load duration factor=l.6, Truss designed for wind loads of in the plane of the truss only. N Mf 1 1 O -V O, 11111.--- 114 M-3x9 b .6 b 1-00 PROVIDE FULL BEARING;Jts:2,3,41 6-00 ��PcO PROF FSS JOB NAME : 5019-D POLYGON - BJ1 �� t�'�(NFEi9 °* Scale: 0.6900 WARNINGS: GENERAL NOTES,unless otherwise noted: 17 1 s�� 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 Truss: BJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper „ ,. 9 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 sibi of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by G.% �'� pon itY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "jyA-OREGON t.�„ 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 (L 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsldity of the respective contractor. ,�ttr Y i Cj ,( SEQ. : 6203108 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L.. ,l V design loads be appied to any component. and are for"dry condition"of use. '1 PAUL �0 TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If A(J necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII 11111 VIII VIII I III VIII 1111111111 IIIIIIIIIII TPI/WTCA in BCSI,copies of which wit be furnished upon request. Digit coincidenicatwiz Jointcenter lines. EXPIRES. 2/31/201 9.Digits ndsize 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-1988(MITek) IIII Hill 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: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.11 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF Nl&BTR SPACED 24.0" 0.C. 2-3=(-91) 82 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" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 397V -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 10 THE SPATIAL COND. 2: Design checked for net(-5 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. psf) uplift at 24 "oc spacing. 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" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" .( f 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 10.0017MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL - -0.001" @ 3'- 10.9" F' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. cm Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=l.6, of Truss designed for wind loads rh in the plane of the truss only. r7 f O. glitnill o 1111. 114 M-3x4 l ,1 y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4'6-00 JOB NAME : 5019-D POLYGON - BJ2 �5``��GIN4. / Scale: 0.5915 ke�? p 'T r�i WARNINGS: GENERAL NOTES,unless otherwise noted: 17 •�p Ev"" 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: BJ2 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. 2.Design assumes the top and bottom chords to be laterallybraced at �" DES. BY: BS 3.Additional temporary bracing to insure stability during construction h< is responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by te continuous Impact sheathing such l as plywacing e sheathing(TC)own+drywall(BC). �OREGON �: DATE: 3/11/2015 the theoverallresp structure is the responsibility of the building designer. 3.2x bridging or lateral bracing required where shown++ SEQ. 6203109 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 qY 1 �. FS, 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, `C TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. /�f^ /30 �1 S.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if -AUL` R� 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 I IIIIII I III'IIII 11 IIII IIII 11111 IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with Joint centerlines. xPi RES:12I�j IZO1 f 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 11E11111101 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 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 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) 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 = -0.002" @ -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" 3 -, MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" r DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 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 0 in the plane of the truss only. 0 co CD ►= 4►� s 1 M-3x4 ), 1, b 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,31 oVi PROFS' JOB NAME : 5019-D POLYGON - BJ3 Scale: 0.9859 ��� GIN`E . s/°�'y 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: BJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper atiedle 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 Burin construction 2.Design assumes the top and bottom chords to be laterally braced at rnp rY 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V �� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •�A-OREGON O DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown++ .0, " e/ 1 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. -11... SEQ. : 6203110 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, /r_ `4V design beds be applied to any component. and are for"dry condition"g use. "r bA I t L �` TRANS I D 418660 6.Design assumes tali bearing at all supports shown.Shim orwedge if PAUL V 5.C sign loads has no control war om assumes no responsibility for thenecessary. fabrication,handing,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 111111111111111111111111111111 IIII IIIITPIM/fCA in BCSI,copes of which w 11 De famished upon request. 9 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines indicate lith joi plate center nes.. 10. EXPIRES:12/31/2016 For basic connector plate design values see ESR-1311,ESR-1986(MiTek) IIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-249) 222 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -91) 37 BC LATERAL SUPPORT <= 12"OC. VON. 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 -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 IEC 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 = 0.095" @ 2'- 11.8" Allowed = 0.481" (0) MAX 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. 0Design 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads of in the plane of the truss only. M iA- PAIMMIIIMIMMIMMIMIIMIII1 M-3x4 b l y y 1-00 6-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,5,3,4( ,R,O) PROpps JOB NAME . 5019-D POLYGON - BJ4 Scale: 0.4264 +4� �N�'pN��9 Spy WARNINGS: GENERAL NOTES,unless otherwise noted: 4' e•70 w 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 Truss: BJ4 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. ,/"s` g,- `_, 2.Design assumes the top and bottom chords to be laterallybraced at '" DES. BY: B$ 3.Additional temporary bracing to Insure stability during construction 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 sheathinggsuer al aplcing required s drywall(BC). 'j� OREGON c,) DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ S EQ. : 6203111 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. Y�fA7 1 Qi�/S� 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, ,,9T `C TRANS I D' 418660 design bads be applied to any component. and are for"dry condition"of use. 5.CampuTws has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if it P �\ necessary. A U fabrication,handing,shipment and installation of components. T.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center c. AA tt IIIIII 111111110111111111111111111111111111 M Tek USA,Inc/Co npUT s whichTPI/WTCA In BCSI,copies of Software 7.6.6(1 L)E request.ue10.Folinr coincide joint basic connector design values see ESR-1311,ESR-1988(MITek) EXPO RES:12✓31/2016 9 Digits Indicate size of plate in inches. 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF jt16BTR 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 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" 0( MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" i� 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. 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), load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. co 0 m co I ,- CAI IIIII=IIMEMIIIIMMII o M-3x9 1-00 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 5019-D POLYGON - BJ5taGiN ,9 °,p Scale: 0.3637 44 : C WARNINGS: GENERAL NOTES,unless otherwise noted: �78.,M E 1•' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual Truss: B J55 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng 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 DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'0.c.respectively unless braced throughout their length by V �� W continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). .o "7�t_OREGON '• �, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown++ yr 4" 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiUty of the respective contractor. -9 �,q�';r 1 s, -t1. SEQ. : 62O3112 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, ` n V design loads be applied to any component and are for"dry condition"of use. 'i P `,` TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6•and assumes full bearing at all supports shown.Shim or wedge if A U fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII(IIII(IIII(IIII IIII IIII TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with jointfcenter Ines, ExPiREs: �.�j/2�1 9.Digits sisize of plate Inches. MiTek USA,InciCO of s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(M1Tek) IIIIIIIIIIIIII 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 17. M-5x8 4.4a PROVIDE 2X9 OF SUPPORT #1&BTR M-3x6 )001, M-3x6 M-3x6 l M-3x8 MON ►� 8-09 1, y y 1-07-02 8-05-08 5-07-19 16-01-12 QrGO PROpk. JOB NAME : 5019-D POLYGON - BR Scale: 1/2" wc� `'GINee,4 s°, WARNINGS: GENERAL NOTES,unless otherwise noted: tt' 78 '3r" 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 ,/ 2.2x4 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.Additional permanent bracing of c2n nc.and at ia'h.ncg such respectively unless braced and/orhe�ab(BC).bI ORE40 GON '' continuoussheathingr as plywoodwandnord 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. ,y9 ��z�Y 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a corrosive environment, Il design loads be applied to any component. and are for"dry condition"of use. fI TRANS I D: 4 1 H 6 6 O 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge if k 4^k U L fabrication,handling,shipment and installation of components. necegnary. 7.Passumes adequatedondrainage iso truss,d.a 6.This design Is furnished subject to the Imitations set forth by B,Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointcanter tines. 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) IIIIIII 11111 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 #16BTR; 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 #168TR T2, T3 2- 3=(-6104) 2080 11-12=(-2906) 7344 11- 4=( -360) 1548 BC: 2x6 KDDF #16BTR 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 LL( 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 LL( 100.0)+DL( 20.0)= 128.0 PLF 10'- 0.0" TO 38'- 0.0" V 6- 7=(-7426) 2884 7-13=(-1578) 796 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 38'- 0.0" TO 40'- 0.0" V 7- 8=(-6040) 2392 13- 8=( -346) 1670 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 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) 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 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, + Laterally brace to roof diaphragm. 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 = 0.206" @ 19'- 0.6" Allowed = 1.954" 9" oc in 1 row(s) throughout 2x4 webs,XX 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=l.6, Truss designed for wind loads 5-01-04 4-04 0-0607 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 4 T T T T 9-10-12 T 1533.30# +533.308 12 12 M-7x8(5) 6.00 p M-4x6M-4x6N 10.00 4 5 M-36x9 0,95" M-3x8 9 f 1'2 \A/Ni.63,.:„ � o M-4x8 M-1.5x3 -1 3 + + -4-+ t co 0 M A I )W 0 1�M -3x8 M 3x8 1 .25 " 0.25 3 M-6x8 6* M-7x8(S) M-7x8(S) M-1.5x4 1 I l 1 ). 1 9-03-08 9-09-02 9-07-06 9-09-02 1-06-15 I I 1-08 40-00s 0 00clO PROF JOB NAME •. 5 019-D POLYGON - Cl `�'C �1yGIN F9 s/© Scale: 0.1582 t41, 'L,7 WARNINGS: GENERAL NOTES,unless otherwise noted: 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: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper01 . Ale, 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 temp l of the erector.Additionalpermanent bracingof 2'c.c.and at 10'o.c.respectively unless braced throughout their length by v ✓� P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'jy 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++ 1, /IV rP 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. 9 /4 u y AS SEQ. : 6203114 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used M a non-corrosive environment, Lt1 TRANS 1 D: design Envied to any component and are for"dry condition"of use. PA u t. • 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 fabrication,handing,shipment and installation of components. necessary. P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111 TPIANfCA in SCSI,copies of which will be furnished upon request. git coincide with joint ate in nche. EXPIRES: 12/31/2016 9.Digits indicate size of plate in inches. MiTel USA,Inc.lCompuTrus 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 40'- 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=(-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= WEBS: 2x4 KDDF STAND; ( 1170) 2604 3-12=( -947) 338 10-16=(-1654) 681 2x6 KDDF #2 A 3- 4=(-2557) 1052 12-13=( -963) 2560 12- 4=( -200) 761 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=1 -682) 1880 6-13=( -42) 158 TC LATERAL SUPPORT <= 12"0C. 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"0C 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 PSF. 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 ham ger s ecs. - See a 40'- 0.0" -205/ 1670V 0/ OH 5.50" 2.67 KDDF ( 625) 9 P pproved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -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 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-10 6-01-04 0-09 07 5-05-04 5-09-11 5-09-11 5-07-15 3-11-11 load duration factor=l.6, T T TT T T T T T Truss designed for wind loads 13-02-12 in the plane of the truss only. 1' 1' 12 M-5x6(S) 12 M-4x6 6.00 p 45 M-3x4 0 25" M-3x53M-4x6N 10.00 M-5x6(S) 6 y 9..\/ .. 0.25" M-3x5 3 p r") N 1 M / A W 0 1 11 12 13 T5 0.+ -/ro o M-3x8 M-1.5x3 u.25" M-3x4 0.25;4 M-3x8 M-5x8(S) M-5x6(S) M-1.5x3 ,1 ). ). ). 3 3. b 6-08-04 6-01-04 7-10-11 7-08-15 7-10-11 3-08-02 3, 1 1-08 40-00 3 WIPRQpps JOB NAME : 5019-D POLYGON - C2 �� iNs� sio Scale: 0.1585 R ✓li41 d WARNINGS: GENERAL NOTES,unless otherwise noted: �` 99.78. "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 Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and propera 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 d DES. BY: BS s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ty building designer. continuousxImpact sheathing such asl b plywoacing e sheathing(TC)and/or+drywall(BC). �4/OREGON Q� DATE: 3/11/2015 the overall structure is the responsibility di of the man 3.2x Impact bridging or lateral bracing required where shown d 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. l'�, SEQ. : 6203115 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �(� L4 y AJ C TRANS I D: 418660 design bads be applied to any component. end are for"dry condition"of use. 7L. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if `t P - Ck necessary. A U L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. IIIIII VIII VIII VIII I III VIII VIII IIII IIII 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 TPINWTCA In BCSI,copies of which will be furnished upon request. M(Tek USA,InC./COfnpUTrus Software 7.6.6(1 L)-E 9.lines coincide with Joint center lines. 10.Digits rrbasicicoonnectore oplplate tdesign values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2016 IIIII III II IIII 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: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-12=(-1326) 2620 12- 3=( 0) 261 11-17=(-1654) 832 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3054) 1398 12-13=(-1327) 2617 3-13=( -447) 278 WEBS: 2x4 KDDF STAND; 3- 4=(-2557) 1317 13-14=(-1226) 2589 13- 4=1 -215) 759 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 14-15=(-1076) 2446 13- 6=( -594) 238 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2200) 1232 15-16=) -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"OC. UON. 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: 2x9 BRACING AT 24"OC UON. FOR 10-11=(-1129) 596 10-16=1 -51) 445 ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) 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 = 0.211" @ 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 f T T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-10 6-01-04 3-08-07 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), 1' . T f ,9 . f . T load duration factor=l.6, 4-00 Truss designed for wind loads 13 02-12 T T 5 9 f ,( in the plane of the truss only. 12 12 M-5x6(5) M-4x6 10,00 6.00 p M-4x6 M-36x4 0 y25" M-38x5 0 Q j, M-5x6(S) \A . ss 0.25" M-3x5 1 3 + + 1 A co 0 M 1 d' 2 9 13 ~ "I 10 **ll 1 I/IM-3x8 M-11 5x3 0.25" M-3x4 0.25� 'P M-3x8 M-5x8(S) M-5x6(S) M-1.5x3 y ), l k ), ), k 6-08-04 6-01-04 7-10-11 7-08-15 7-10-11 3-08-02 y 1, /, - 40-00 \� $.,,, ...,p4, 6,6, JOB NAME : 5019-D POLYGON C3 44� � Scale: 0.1555 y WARNINGS: GENERAL NOTES,unless otherwise noted: . J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss• C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. '"'"` v..", Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional 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 t+' �� po ty continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). A 'SFzt.OREGON p 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++ 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. '9 v+4 Y 5 `� - SEQ. : 6203116 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L design loads be applied to any component. end are far"dry condition"of use. 't pA v 4 TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsihlity for the 8.and are for full bearing at at supports shown.Shim or wedge if A U necfabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111111111111111111111111111 I111IIIITPINYTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. E P�RES:12I31IZO 16 9.Digits indicate size of plate in inches. MiTek USA,Inc.ICo pies of s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIII10IIII 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2974) 1263 1- 8=1 -998) 2604 2- 8=(-294) 359 BC: 2x9 KDDF 6l&BTR SPACED 24.0" O.C. 2- 3=(-2696) 1189 8- 9=( -731) 2179 8- 3=(-135) 594 WEBS: 2x4 KDDF STAND 3- 4=(-1906) 971 9-10=1 -725) 2133 3- 9=(-784) 985 LOADING 4- 5=(-1906) 971 10- 7=(-1003) 2535 9- 4=(-599) 1280 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+IL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2696) 1189 9- 5=(-784) 485 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2979) 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 BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -243/ 1680V -217/ 2178 5.50" 2.69 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 0.0" -293/ 1680V 0/ OH 5.50" 2.69 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 1COND. 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, 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=l.6, f f T 1' 1' 1' T Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 p M-4x6 Q 6.00 4.0" 4 ,(� t M-5x6(S) om!' M Sx6(S) 0.25" 0.25" 3 5 M-1.5x3 i M2 /1)\*6.M-1.5X3 14 1 **� .25"B M-3x4 M-3x8^' o o M-3x8 M-3x4 010 7** of M-5x8(S) 1 ), b ), b 10-02-09 9-09-07 9-09-07 10-02-09 b y 40-00 �� PROF JOB NAME : 5019-D POLYGON - C4 `�-% iNer• Scale: 0.1607 4� / OOOOOO CC9 WARNINGS: GENERAL NOTES,unless otherwise noted: ✓" • 7L 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 4 and Warnings before construction commences. building component.Applicability of design parameters and proper / Adm - 2.2o4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. A"� ' r -- - +t 4.. 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 t= 40 continuous sheathing suchr las bracing re aired where s own+drywali(BC). '714 A-OREGON. DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ b Z. 4.No load should be applied to an component until after all bracingand 4.Installation of truss is the responsibidty of the respective contractor. SEQ. : 6203117 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9,Q' q r7 1 TRANS ID: 418660 design loads be appled to any component. 8.Desiand gn for fulldbeadn of all supports {��� 5.CompuTrus has no control over and assumes no responsibility for the g 9 pports shown.Shim or wedge if pA U L '- nfabrication,handling,shipment and installation of components. Designecessary. 7. latesassumes atedadequate drainagecIsprovided.truss,and This design Is tarnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center II Ell 1111 11111 1 1111111 Ili 1 I 111II IIIITPI/WICA in BCSI,copies of which will be furnished upon request. lithindicate plate s coincide with joint center lines. 9.Digits size of In Inches. MiTek USA,InC./CompuTrvs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1 311,ESR-1 988(MiTek) EXPIRES:12/31/2016 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 11-06-07 FOR 8-01-14 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE SUPPORT 2X4 DF 12-02-05 #10TR T T PROVIDE 12 SUPPORT 5.14 M-3x6(5) M-5x8 0 vr 2X9 DF PROVIDE #1&BTR )100. M-3x6 SUPPORT M-3x6 0 M-3x6 0 M-3x8 M rn I- O b 1, b y 11-09-15 1 y 2-02-08 11-06-07 5-07-19 5-07-19 .6 y 25-05-02 �,���NGPNE���,�/� JOB NAME : 5019-D POLYGON - CR Fq Scale: 0.3659 t4 � WARNINGS: OENERAL NOTES,unless otherwise noted: ' ♦v 78 w E fe 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• CR and Warnings before construction commences. building component.Applicability of design parameters and properw illir 2.204 compression web braang 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 r DES. BY• BS 2 o.c.and at 10`o.c.respectively unless braced throughout their length by t,.- 4� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I OREGON O 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++ $ •/0 5 r T 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. n�„ A `<' SEQ. : 6203118 fasteners are complete and at no time should any loads greater than 5.Design assumes Cusses are to be used In a non-corrosive environment, 1j4,, r 1 `4V TRANS ID: 418660 design bads be applied to any component Dns are for"dry condition"bearing g use. t. • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes MI bearing at all supports shown.Shim or wedge if PA U�„ `a fabrication,handing,shipment and Installation of components. necessary. _ 9 P Po 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII NI 11111111 IIIVIIIVIII 1111111 IIIIIIIIIII TPIMlfCA in BCSI,copies of which will be famished upon request. git coincide ejoint ain nche. EXPIRES: 12/31/2016 9.Digits o ncde size of plateetoinches.Dri . MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) HMI II 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 (Non-Rep) 1- 2=1 0) 84 2-12=(-1352) 7306 12- 3=( -560) 2789 17-10=(-268) 369 2x6 KOH #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-8388) 1602 12-13=(-1338) 7236 3-13=(-2236) 546 BC: 2x4 RODE #1&BTR; 3- 9=(-6319) 1202 13-19=(-1114) 6228 13- 9=( -384) 2278 2x6 KDDF #1&BTR B1 LOADING 9- 5=( 0) 0 19-15=(-1112) 6230 13- 6=(-1190) 838 WEBS: 2x9 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 4- 6=(-5564) 1089 15-16=( -822) 4009 6-19=1 0) 196 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-9618) 1280 16-17=1 -829) 3256 6-15=(-2909) 562 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3169) 1118 17-11=(-1072) 3606 15- 7=( -322) 2026 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-3189) 1058 7=16=(-2166) 568 LL = 25 PSE Ground Snow (Pg) 9-10=(-3920) 1252 16- 8=1 -716) 2446 ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-9196) 1390 16- 9=1 -784) 476 NOTE: 2x9 BRACING AT 24"00 DON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-17=( -122) 526 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/ 9616V -229/ 239H 5.50" 7.38 KDDF ( 625) ** For hen ger s acs. - See a THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 96'- 3.0" -355/ 2273V 0/ OH 5.50" 3.64 KDDF ( 625) 9 p pproved 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 29 "oc spacing. nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2s9 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" ## HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x9 bottom chords, MAX TL CREEP DEFL = -0.517" @ 15'- 7.7" Allowed = 3.022" LOAD(S) EQUALLY TO ALL MEMBERS. 0-06-06 9" oc in 1 row(s) throughout 2x4 webs. 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 f f 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. T T TT T T T T 9-10-12 Design conforms to main windforce-resisting f T system and components and cladding criteria. 6.00 6.00 p 4 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 4.0" load duration factor=l.6, End vertical(s) are exposed to wind, M-5x6(5) Truss designed for wind loads M 3x5 3.11141%%%% %%44. in the plane of the truss only. 7 • 0.25" 9 M-5x6 5 M-6x10 �, 4 6 f�Y'�Ir +I M-3x6M 1.5x3 3 +Aiiii10 M-3x10 Wire r, � li B , 1, .1 T e 15 Nil o M-3x8 0.25" M-1145x3 M-3x5 0.25' M-3x4 M-3x5171 ** o #8 M-7x12(S) M-5x8(S) 1 *2508# .6 .6 y y J' J, b 1 6-01-08 3-03-13 6-02-06 5-01-01 5-06-04 9-05-08 10-06-08 1-08 46-03 JOB NAME : 5019-D POLYGON - D1 ��:::::::::::;:i 40 Scale: 0.1476 �C? �"9WARNINGS: GENERAL NOTE8,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: D1 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 atDES. BY: B$ s the respons b liry of the erector.Addltionai pe manent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 47 continuac s sheangin r suer aslb plywoodequ red where s ownor drywall BC. . �}.EGO ) Cr DATE: 3/11/2015 the ova all structure is the responsibility of the building tbradesigner. 3,co Impact bridging ar lateral b acing required where shown++SEQ. : 6203119 4.No load should be appted to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �yfasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, *9 . "ir !.`C TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. h 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beefing at all supports shown.Shim or wedge If 't �.7 R\ necessary. AUL fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111tin s coincide with III IIIIIIIII IIIII IIIII VIII IIII 11111MiTekUSA,Inc.I/WTCA In SCompuTrus Software 7.6.7(1 L)-E I,copies of which will be furnished upon request to.For basic connectoroplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2016 9.Digits indicate size of plate in inches. 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=(-1300) 3100 12- 3=( 0) 273 BC: 2x4 KOH #1&BTR SPACED 24.0" O.C. 2- 3=)-3577) 1483 12-13=(-1302) 3097 3-13=1 -411) 308 3- 4=(-3097) 1389 13-14=(-1248) 3314 13- 4=( -363) 951 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 14-15=1 -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=(-2471) 1251 15- 8=( -911) 1860 NOTE: 2x4 BRACING AT 24"OC 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=(-3520) 1522 9-16=( -133) 546 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-10=(,-277) 350 LIVE LOAD AT LOCATION(S) SPECIFIED B1 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/ 2138V -230/ 240H 5.50" 3.42 KDDF ( 625) 46'- 3.0" -279/ 1942V 0/ OH 5.50" 3.11 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" @ -0'- 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" MAX HORIZ. LL DEFL = -0.106" @ 45'- 9.5" 0-04-07 MAX HORIZ. TL DEFL = 0.168" @ 45'- 9.5" 13-03-11 5-06-04 7-05-01 20-00 fDESIGN ASSUMES MOISTURE CONTENT DOES ( '( T 6-10 6-01-04 5-02-12 3-11-03 3-09-07 6-06-09 6-06-09 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. T 1' T1' T T T 1' T T Design conforms to main windforce-resisting 13-02-12 system and components and cladding criteria. '( T 1P Wind: 140 mph, h=24.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 12 M-4x6 -1 6 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 p 6.00 p load duration factor=l,6, 9,0" 8 f,f 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 0.259 " 45 6 % M 5x8(S) li .00 0.25" +I M -1.5x3 lr3 + + g M-3x8 .011144111 M - rI ' i-t �d1/r^ 121! �'( � 16 , 1 *f O M-4x6 i 1.25" 0.25 i M-3x8 x M-5x8(S) M-5x8(S) ), y y y ). 1' l 6-08-04 6-01-04 6-00-07 7-05-01 9-10-04 10-01-12 b 1-08 46-03 �c(} PRQfF JOB NAME : 5019-D POLYGON - D2 �� `� iN F,9 s/°1,. Scale: 0.1476 Q :178 • 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" D 2 and Warnings before construction commences. building component.Applicability of design parameters and proper `" Incorporation of component is the responsibility of the building designer. .4444.4444. -a rt " 2.204 compression web bracing must be installed where shown*, 2 Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'a.c.and at 10'o.c.respectivebraced throughout their length by t...*DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 9^-OREGON a DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.Dc Impact bridging or lateral bracing required where shown** �- . 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibikty of the respective contractor. �1. SEQ. : 6203120 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, /r^ V design beds be applied to any component and are for"dry condition"of use. ` lbA.1 t 0 TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6'oecearassumes full bearing at all supports shown.Shim or wedge if f V fabrication,handling,shipment and installation of components. ry g p 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center nl VIII 1111 III VIII 111111111111 III VIII VIII VIII 11111111 TPIANTCA in SCSI,copies of which will be furnished upon request. 9.(Digits indicate Cl plate inines coincide with joint rinches. EXPIRES:12/31/2016 11 MiTek USA,Inc./Co of s Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(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 #1613TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1386) 3146 13- 3=( 0) 273 BC: 2x4 KDDF #1&BTR 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) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, IL=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 TT DESIGN ASSUMES MOISTURE CONTENT DOES 6-10 6-01-09 1-10-12 3-09-07� 6-06-09 6-06-04 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. 13 02-12 i'3-08-07k 3-11-03 I I I I Design conforms to main windforce-resisting system and components and cladding criteria. T 1' 12 12 M-9x6 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=l.6, 8 .x Truss designed for wind loads M-5x8(5) in the plane of the truss only. 5 M-3x57 3.1 M 5x6 M 5x10 0.25" M-5x8(5) 4 6 0.25" +1 3 + o-1.5x3 \ / ,_,,, ,r, ' �, 11 d i •••---- 13 4'r o M-3x8 M 1.5x3 �.25" M-9x6 0.2J'¢ M-3x4 M-3x8 "%%%2 -L,' M-5x8(8) M-5x8(5) 3 ), 3, k 3, 1, 3, 6-08-09 6-01-04 6-00-07 7-05-01 9-10-09 10-01-12 5 y 1-08 46-03 1-08 JOB NAME : 5019-D POLYGON - D3 \�•.`..,G� �9 / Scale: 0.1286 ��? /fr WARNINGS: GENERAL NOTES,finless otherwise noted: ct" 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 Trus s: D3 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. ,/'T " y.... 2.Design assumes the top and bottom chords to be laterallybraced at r' DES. BY BS 3.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such ativ y unless braced throughout their length by 4 continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). 11A-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++ S E 6203121 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. ..01, 'Y(f 2 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, x es ,4 F)'y 15 �� TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if IQa u 1 1'- nfabrication,handling,shipment and installation of components. Desessary. L. 7.Passumes adequateafaces drainage Istrusprovided.s, 6.This design is famished subject to the imitations set forth by 8,Plates shall be located on both of truss,and placed so their center 1111111 IIII IIIII VIII 1011 11 II1 VIII Hill TPIAVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Noes. EXPIRES: 12.1/2016 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-1 988(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) 89 2-14=(-1054) 3196 3-14=(-261) 280 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. 2- 3=(-3518) 1348 14-15=( -829) 2760 19- 4=( -77) 512 WEBS: 2x9 KDDF STAND 3- 4=(-3254) 1298 15-16=( -582) 2276 4-15=(-698) 933 LOADING 4- 5=(-2521) 1139 16-17=( -883) 2661 15- 5=(-317) 828 TC LATERAL SUPPORT <= 12"0C. 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) 190 TOTAL LOAD = 42.0 PSF 7- 9=(-2184) 1109 9-16=1-318) 830 8- 9=( 0) 0 16-10=(-721) 941 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2527) 1190 10-17=( -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=) -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" -341/ 2131V 0/ OH 5.50" 3.91 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" 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" @ 47'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.096" @ 45'- 9.5" 0-04-08 0-04-08 MAX HORIZ. TL DEFL = 0.158" @ 45'- 9.5" fl ff 19-11-11 6-01-10 20-01-11 DESIGN ASSUMES MOISTURE CONTENT DOES T 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 1 T TT 4' TT T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M-9x656 M-3x4 8 M 4x6 Q 6.00 Wind: 140 mph, h=24.2ft, TCDL=9.2,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=l.6, Truss designed for wind loads 0.25" 0,25" in the plane of the truss only. 4 0 yJ AN M 1.5x3 1\11p,M 1.5x3 1 M-3x8 m M ,-I 1 o 1 14 15 '( 'i;6 17 3 0 1 IM-3x8 M-3x4 0.25" 0.25' M-3x4 ^«� c. i M-5x8(S) M-5x8(S) y ,1 b ,1 ), ), 10-00-03 9-05-04 7-02-01 9-05-04 10-02-03 1-08 46-03 y /'1-06 �tQ PR©Ft 1-06 JOB NAME : 5019-D POLYGON - D4 `SI.' PRQ ,i, Scale: 0.1425 Q :078 e c" 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 ��/ and warnings before construction commences. building component.Applicability of design parameters and proper APO r Truss: D 4 2.2o4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. •'" 3.Additional temporary bracing to Insure stability during construction2.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 q�OREGON �'�� po h continuous sheathing such as plywood sheathing(TC)and/or drywa8(BC). DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown++ /, r? 5!' No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� -gay As Kj !'. 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, L. ,,,,, design loads be applied to any component and ere for"dry condition"of use. f t ij�1 a\v TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.oecessa ssumes full bearing at all supports shown.Shim or wedge if /�u L fabrication,handNn shipment and installation of components, ry 9• P Po 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces ofrtruss,and placed so their center III VIII VIII 11111 11111 VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be famished upon request. Digit coincideitwith joint ate in inches. EXPIRES: Z31/201 9.Digits Indicate size of plate in Inches. MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 19.For basic connector plate design values see ESR-1311,ESR-1986(MITek) 1111110111 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: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 84 2-12=(-1070) 3215 3-12=(-195) 254 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-3596) 1345 12-13=( -876) 2906 12- 9=(-127) 406 WEBS: 2x9 KDDF STAND 3- 4=(-3364) 1345 13-14=1 -674) 2981 4-13=(-519) 305 LOADING 4- 5=(-2826) 1251 19-15=1 -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=1 -910) 2725 5-19=(-937) 521 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2178) 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=(-3596) 1345 15- 8=(-519) 305 10-11=1 0) 89 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/ 2790 5.50" 3.41 KDDF ( 625) 96'- 3.0" -366/ 2133V 0/ OH 5.50" 3.41 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8,0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.239" @ 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" @ 95'- 9.5" MAX HORIZ. TL DEFL = 0.158" @ 45'- 9.5" 23-01-08 23-01-08 DESIGN ASSUMES MOISTURE CONTENT DOES T 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 5-07-10 6-00-14 f 12 T T T T T T T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 p M-4x6 4 6.00 4 On Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 .hl (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ''%b' load duration factor=l.6, Truss designed for wind loads M-3x4 M-3x9 in the plane of the truss only. M-5x6(S) 5 7 M-5x6(S) 0.25" 0.25" •8 M-1.5x3 3a\` 51-1.5 x 3 er'' M \ I I 12 3 Ilikil _ ro i A' I M 3x8 0.25t� 16 'Flo o M-3x8 M-3x4 u.25" M-3x4 M-3x8 I M-5x6(S) M-5x6(S) o .1 l 1, ,5 1, 1, b 8-00 7-06-12 7-06-12 7-06-12 7-06-12 8-00 1-06 96 03 )- 1-08 JOB NAME : 5019-D POLYGON - D5 ,�� 4. �`�`� eF. /0 Scale: 0.1293 wt? 9 /fj17 WARNINGS: GENERAL NOTES,unless otherwise noted: :•78 '' 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: D 55 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. ♦.r,. „!,_ .e._... DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o,c.and at 10'ec.respectively unless braced throughout their length by ., �. continuousg sueh asrl plywgrd esured where)and/or sown+drywall(BC). ,r 9A-QREU•ON ''� DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ !" Y S E Q. : 6203123 4.No load should De applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. IP vt- fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, .S,,9 G46.y 1'' k� TRANS I D• 418660 design loads be applied to any component. and are for"dry condition"of use. 7 -i S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if p �,V fabrication,handling,shipment and Installation of components. necessary. A U 1. 6.This design is furnished subject to the Rmhations set forth by7.Designlatesassumes adequateadodrainagehcisprovided.truss, a I IIIA;VIII VIII VIII VIII VIII VIII IIII IIII 8,Plates shall be located on both faces of truss,and placed so their center TPIMfTCA 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 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIII IIII 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=(-1152) 2892 3-11=(-213) 259 15- 9=( -241) 1016 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1795) 979 15-16=) -375) 741 13- 6=(-595) 1282 BC LATERAL SUPPORT <= 12"0C. 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 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) 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 = 0.171" @ 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 1' T q 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 1-08-09 Design conforms to main windforce-resisting T 1 T T system and components and cladding criteria. 12 12 M-4x6 -1 6.00 6.00 p 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 .h! load duration factor=l.6, _! Truss designed for wind loads in the plane of the truss only. 3.1 M-3x4 M-3x4 M-5x6(S) 5 7 M-5x6(8) 0.25" 0.25" 4 8 + 1- ,..•/••••••04M-1.5x311/ M-1.5x3 9M 5x6 3 a, �]-1.5x3 /111 A �o t = 42 1 .w. 3 00 15 1. ** �N �' 1/M-3x8 M-3x4 1.25"2 M-3x8 0.25 M-3x4 M-5x6(5) M-5x6(S) M-3x5 J, . ), i' ), ; )' 8-00 7-06-12 7-06-12 7-06-12 7-06-12 3-09 y 1-08 42-00 cNtt) PROpE JOB NAME : 5019-D POLYGON - D6 ��G►NEe9 /°�,� Scale: 0.1456 �y 8 E r WARNINGS: GENERAL NOTES,unless otherwise noted: J • 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: D 6 and Warnings before construction commences. building component.Applicability of design parameters and properow 40, 41110 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.204 co nal temporary bracingto Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at W ry gY 2'o.c.and at 10'o.c,respectively unless braced throughout their length by t r DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r "Sit.OREGON p DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ ty 'Y0 fP T 4.No bad should be appied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� +q Y i�j !. SEQ. : 6203124 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, aV design loads be apptietl to any component and for"dry condition"of use. �� PAUL 1; TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary. andareDesisassumes full bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII 11111 11111 Hill (IIII 111311 1111 TPINVTCA in SCSI,copies of which will be furnished upon request. 9 IDigits iindicat connector plate ininches. 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) IHIIIIIIII 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 PSF 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 6-17=( -835) 524 ** 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 BEG 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) 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 = 0.260" @ 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" f3-03-04 5-07-04 5-09 4-02-02 4-03-14 6-03-08 6-03-08 6-03-06 MAX HORIZ. TL DEFL = 0.198" @ 41'- 6.5" T T T T f 1' 1' 1' T 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 .h( M-5x6(5) Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x106 3.1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0,25�� load duration factor=1,6, M 1.5x3 8 End vertical(s) are exposed to wind, 8 Truss designed for wind loads M-5x6(5) in the plane of the truss only. 0.25" +, 9M-3x6 4 + + M 3x6Allik''''''''' + �4-1.5x3 �N M-3x10 M-6x8 A of y 1 % - 11 r -���mw - -/of M-.fx4 '' 13 15 l6 18 19 ** N to MSHS-5x8 0' ::11- x6 60.2�'' M-3x4 M-3x8 M-1.5x4+ M-1.5x3 M-1.5x4+ M-5x8(S) a 3.00 y' y 12 4-10-12 4-00-06 y b y y 2- 11-12 5-07-04 1-u1 -12 4-05-10 9-04-06 9-06-02 y 1-08 2-11-12 10-06 y y 28-06-04 b 19-05-12 1-00 27-06-04 b y y 1-08 42-00 .-.0 PROpk. JOB NAME : 5019-D POLYGON - D7 Scale: 0.1206 Z 4G1P4.eft WARNINGS: GENERAL NOTES,unless otherwise noted: r' d 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 Truss: D7 and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 004( 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 responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty permanent of continuous sheathing such as plywood sheathing(rC)and/or drywa6(BC). 'f7^-OREGON 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++ 4. 'Y �. 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 responsibiity of the respective contractor. 9,p 6 d y A 5 no 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 '1 V TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. /� S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge Ifn �1a U L �� fabrication,handing,shipment and installation of components. esessary. r'f 6.This design is furnished subject to the imitations set forth 7.Designlaesassumes adequate bothfaces drainage Is provided. a. III"I III VIII IIID IIII II IIII IIII Ill 9 1 by 8.Plates shall be located on at truss,and placed so their center TPIANrCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center ices. EXPIRES: 2�3��2�16 9.Digits indicate size offplate late in inches. M iTek USA,InC./COmpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII IIIIIIIII 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=(-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 A LOADING 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=( -33) 82 5-16=) -288) 340 TC LATERAL SUPPORT <= 12"0C. 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=1 -637) 1166 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 6=( -120) 185 NOTE: 2x4 BRACING AT 24"OC 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 q 6-03-10 15-08-11 MAX TL CREEP DEFL = -0.446" @ 14'- 6.7" Allowed = 2.739" 5-07-09 4-08-09 3-01-13 0-04-07 7-09-19 MAX HORIZ, LL DEFL = -0.122" @ 41'- 9.2" 3-03-04r 5-09 f 0-(5(7-15 3=01=13 7=06-06 T MAX HORIZ. TL DEFL = 0.187" @ 41'- 9.2" T 1' 1--f 1' TT 9' DESIGN ASSUMES MOISTURE CONTENT DOES 19-10=12 15-07-12 NOT EXCEED 19% AT TIME OF MANUFACTURE., T T T T Design conforms to main windforce-resisting 12 M- 10 M-9x6 12 system and components and cladding criteria. 6.00 p 6 M - 0 Q6.00 6Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, . M-5x6(5) 5 t,1-3x9 End vertical(s) are exposed to wind, 11 Truss designed for wind loads 0.25" + in the plane of the truss only. 4 +1 + + y-3x6 M 3x63A1111 •1 ic, M-3x10 `'� �_ � o o 1 �� 19 M-4x9 0 15 7 18 20 21** �`� MSHS-5x8 'o M-)5x8 M-6x8 0.2� M-3x8 M-1.5x4+ M-1.5x3 M-1.5x3 M-1.5x4+ M-5x8(S) a 3.00 1• 12 / 1, / 1, )' / ,l 1' 2-11-12 5-07-09 4-10-1a-01-12 9-10 7-04 7-08-02 7-06-06 1 3, 1-08 l 1 2-11-12 10-06 28-06-04 y 19-05-12 1-00 27-06-09 / / 3' 1-08 00 PROrk- JOB NAME •. 5019-D POLYGON - D80 r �'�C- ,9 sow Scale: 0.1238 f WARNINGS: GENERAL NOTES,unless otherwise noted: :18/ � 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• D8 end Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component 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. B Y: BS Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.end at 10'o.c.respectively unless braced throughout their length by t,+% 4T p ty continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ,r 1' OREGON as �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++ P 4. fL 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. L��.7 ,q ,.. �j SEQ. : 6203126 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 TRANS ID: 418 6 6 0 design Weds be eppi d to any component. and are for"dry condition"of use. p n``l�'V' • 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 PAUL necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII(IIII I III(IIII(IIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointaete inches. in nche. ExpiREs: 1 Z 1/2016 9.DieIn s i ndt size ofpcto . MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Elm 1 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-15=(-2511) 9507 15- 3=( -585) 1184 10-23=(-1034) 472 BC: 2x9 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: 2x4 KDDF STAND; 3- 4=(-3579) 1672 16-17=(-1713) 3137 16- 4=) -61) 350 11-24=(-1853) 823 2x9 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 24-19=( -706) 1516 IL 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"0C. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2794) 1489 21-22=(-1270) 2719 6-19=( -42) 958 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 29-25=( -72) 83 19-21=(-1346) 2733 NOTE: 2x9 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) 684 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HBG BRG AREA RZ ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIIONS SIZE SQ.IN. (SPECIES)) 0'- 0.0" -382/ 1970V -126/ 251H 5.50" 3.15 KDDF ( 625) 92'- 0.0" -329/ 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 = 0.315" @ 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 TMAX HORIZ, LL DEFL = -0.159" @ 41'- 9.2" 4-10 1-06-08 -11-05 5-01-10 2-11-11 1-06-,// 19 MAX HORIZ. TL DEFL = 0.210" @ 41'- 9.2" 3-03-0‘ 4=10 T 2101-115 T 505-02 5-01-10 201-13 T DESIGN ASSUMES MOISTURE CONTENT DOES ' 3' T T T 1' 3' '( 1' T 3' '( NOT EXCEED 19% AT TIME OF MANUFACTURE. 13-02-12 1-09 Design conforms to main windforce-resisting T T T 1 system and components and cladding criteria. 12 M-5x6(S) 12 6.00 p M-3x9 7 12 Q 10.00 Wind: 140 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-4a 65 M- x4 0 25" M x9 M-33x5 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) 9 130 F1 load duration factor=l.6, '" /K1B M-3x6 dvertcal(s) areexposedowind,0.25 ussdeignedforwind loadin the plane of the truss only. __, M 3x5 0`3' �- ,o: r 7 M 3xi0 O r, tip __ c 1 !f 15 16 r" 17..:F. -- ,, .. _ of MSHS-5x8 M-3x4 0l 18 20 r, M- 2)x6 0.2? M-3x5 M-3x025 ** M-1.5x4+ M-3x8° M-5x8CD M-1.5x3 M-1.5x9+ M-1.5x3 a 3.00 M-5x6(S) 12 0-0.8-04 5-01-09 1 1 3, y 1 1 1 1 1 2-11-12 9-10 4-11-12 1-t1-12 6-11-15 6-10-03 6-11-15 1-05-02 1 1-08 2-11-12 10-06 1 1 28-06-04 1 14-05-12 1-00 27-06-04 1 ), 1 1-08 42-00 cD PROF JOB NAME : 5019-D POLYGON - D 9 c5�..,to Scale: 0.1179 4C0 �' R 'fi' WARNINGS: GENERAL NOTES,unless otherwise noted: 17 :1'78 � 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: D9 and Warnings before construction commences. building component.Applicability of design parameters and proper 411. 2.2a4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. ..,-. -aro--•+ 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 po ty permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout theirlength by , OREGON 040 is the responsibility of the erector.Additional 9 continuous sheathing such as plywood sheathing(TC)and/or d ll BC. DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ SEQ. : 6203127 4.No bad should be appbed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. e41 ii V 5 .9"�(�. 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 TRANS I D: 418660 design loads be applied to any component. 6.Designand ar assumesor"drycfalltlbearin of all supports �� 5.CompuTrus has no control over and assumes no responsibility for the9 shown.Shim or wedge if pA I r fabrication,handling,shipment and installation of components. Designnesessary. 7. assumes adequate drainage i provided. 6.This design is famished subject to the limitations set forth by 8,Plates shall be located on both feces of truss,and placed so their center 1111111 VIII 1111 11111 VIII 1111111 1I III IIIITPIANTCA in BCSI,copies of which will be famished upon request. Digits p coincide with Joint center lines. 9.DI Its 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-1 988(MITek) EXPIRES:12/31/2016 11 11 11111This 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 2-14=(-2313) 4507 14- 3=( -536) 1184 21-10=( -214) 676 BC: 2x4 KDDF #16BTR 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"OC. 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"OC 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 PSE. 9-21=( -476) 281 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" -292/ 1970V -127/ 249H 5.50" 3.15 KDDF ( 625) 42'- 0.0" -217/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) 1COND. 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 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 T MAX HORIZ. TL DEFL = 0.210" @ 41'- 9.2" 3-03-04( T 4-10 11'62101 15-05-02 '( 1 5-01-10 f 1108-11 DESIGN ASSUMES MOISTURE CONTENT DOES 'C 'C T Tom' f . T f f T NOT EXCEED 19% AT TIME OF MANUFACTURE. 13-02-12 Design conforms to main windforce-resisting T 1' system and components and cladding criteria. 12 M-5x6(S) 12 6.00 p Q 10.00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x66 M-3x4 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 7 M-�x4 0925" M-130x4 M-131x5 2 M load duration factor=l.6, �� 3-3x10 End vertical(s) are exposed to wind, Truss designed for wind loads M 3x9 in the plane of the truss only. 4 N Al o1 1,1-3x53 ` cp 0 r^ M-3x10 19 = in i o1 4.4.11''. 14 3x4 0 1617 19-�0 2 "` z z 4 ** I MSHS-5x8 I M-5x8 M-7x8 0.2 M-32x5 M-3x10 o M-3x8 o M-1.5x3 M-1.5x4+ M-1.5x3 M-1,5x4+ M-5x6(S) a 3.00 ,y 12 b b 0181:01 5-01-04 y 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-x02 1-08 2-11-1210-06 28-06-04 y 1, /, > 14-05-12 1-00 27-06-04 b i-os_ 42-00 ��D PROpF6s 5 ‘,..‘GI Nee � c. JOB NAME : 5019-D POLYGON - D10 �� FR °��, Scale: 0.1224 ®` `y c WARNINGS: GENERAL NOTES,unless otherwise noted: C.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ,�# .. Truss: Dl 0 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 stabpty 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 tr �� po continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). ,r "A-OREGON �, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown++ ij Y 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. '� �++q�Y 2 SEQ. : 6203128 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, design beds be applied to any component. and ere for"dry condition"of use. Pj �" TRANS I D: 418660 5.CompuTrus has no control over andassumes no responsibility for the 6.Deneceare assumesssfull bearing at all supports shown.Shim or wedge if A U L fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage Is provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center C' n! 111111 VIII IIIb VIII 11111(IIII 1IIII IIII IIII TPI/WTCA in BCSI,copies of which wit be famished upon request. Digs coincide with joint te In lines. EXPIRES:12/31/2016 9.toes onc,de size of t cto Innes. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z W.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 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 #l&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 #15BTR Ti 2- 3=(-10564) 3326 13-14=(-2504) 7052 13- 4=( -566) 2360 10-19=(-2508) 1142 BC: 2x6 KDDF #10BTR LOADING 3- 4=( -9946) 3158 14-16=(-3338) 8534 4-14=( -582) 360 19-11=( -718) 2444 WEBS: 2x4 RIDE 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 #16BTR 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=( -284) 906 TC LATERAL SUPPORT <= 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"0C. 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 lOPSF 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) ( 2 ) complete trusses required. 0'- 0.0" -1109/ 3581V -90/ 187H 5.50" 5.73 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN 42'- 0.0" -1444/ 3564V 0/ OH 5.50" 5.70 RODE ( 625) nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" ** For hanger specs. - See approved plans MAX LL DEFL = 0.294" @ 18'- 4.3" Allowed = 2.054" 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 9-11-11 'ff 32-00-05 NOT EXCEED 19% AT TIME OF MANUFACTURE. 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. T T T TT T T T T T T 9-10-12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 533.30# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-7x8(S) load duration factor=l.6, 6.00 p M-4x85 6 Mx9 Mx9 End vertical(s) are exposed to wind, J 25" M-130x4 M-11x8 M-1125x3 Truss designed for wind loads ,M-4x4 • " in the plane of the truss only. 4 a 7 M-1.5x3 + o 0 M-3x10 ��_ 16o J �� is�iQ?�' U) 13 =_`' Oi 1 M-7x10 M-3x8 15 17 ii 1921 ** o M-1.5x3 0.25 M-3x5 M-3x8 M-3x6+ M-7x8 M18HS-3x18 M-7x8(5) M-3x6+ -n 3.00 ,, 12 y ), ), ), ), )' y y y-11-1 y 6-03-12 5-04 y 3-10-08 7-10 7-08-04 7-11-12 1-08 2-11-12 10-06 b 1, / / 28-06 09 / 14-05-12 1-00 27-06-04 / / y 1-08 42-00 JOB NAME : 5019-D POLYGON - D11 �, E ``�`0,GJN F`-/ Scale: 0.1372 fit? 7 9 � WARNINGS: GENERAL NOTES,unless otherwise noted: ii/ l'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: D 11 and Warnings before construction commences. building component.Applicability of design parameters and proper f4111111 411. 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. I"f .0......01...4M..44..., 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 responsibility the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t. h cantinuous sheathing such as plywood sheathing(TC)s +drywall(BC). �r "}7 OREGON 4,- DATE: 3/11/2015 Ise theoverallresp nsibture of the rector,Additional onal permanent t designer.acing3.co continuous mpact sheathi or lateral bracing required sheat where shown++ f7r SEQ. : 6 2 0 312 9 4.No bad should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ey /y fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T,(� � j KJ !."C TRANS I D: 418660 design loads be applied to any component and are for"dry condition"of use. /r ,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 9 fabrication,handling,shipment and installation of components. necessary. AU L 6.This design is furnished subject to the imitations set forth T.Designlatesassumes aaeduone otfc drainage is provided. 1111111lull1110IIIIIh�Ill11111111 Iii III by 6.Platesshallbelocatedenbothfecesoftvee,andplacedaetheircenter TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center ices. EXP�R�J:rt x/.31/2��s 9.Digits indicate size of plate in inches. MiTek USA,Ir1C./CompUTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIII` This design prepared from computer input by I 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 2X9 DF SUPPORT 12-01-14 '( #1&BTR PROVIDE SUPPORT 12 5.14 p PROVIDE SUPPORT M-3x6(5) 2X9 DF M 5x8 141114#16BTR 0" PSOVTDE M-3x6 SUPPORT M-3x6 0 M-3x6 M-3x8 o 1 MI1 0 11-04-15 y b y y b 2-02-08 11-06-07 5-07-19 5-07-19 'I b 29-00-14 Q` t7 PRQF��, JOB NAME : 5019-D POLYGON - DRQ ���tNEF,4-0 co Scale: 0.3000 Q / :178 • 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 41111 Truss: DR 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 Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'a.c.respectively unless braced throughout their length by v >\h p ty continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). ,y -Srjt.OREGON O �, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ y�y Y 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responslbibty of the respective contractor. T ��QqY ��j -1!�. SEQ. : 6203130 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 are for"dry condition"of use. .ri L p^ '' TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.and areassumes full bearing at all supports shown.Shim or wedge if r f fabrication,handling,shipment and installation of components. 7.Design necessary. assumes adequate drainage is provided. 6.This design Is furnished subject to the agitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII IIIb VIII VIII 11 VIII(III(III TPIIWTCA In BCSI,copies of which will be furnished upon request lines coincide Digits indicasea wIth of centerint f plate in 9. Inches. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EMI 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 DF #1&BTR 8-05-13 PROVIDE 1' l' SUPPORT 12 5.19 p M-3x6(S) PROVIDE SUPPORT 2x4 DF M-5x8 AA #1&BTR I" M-3x6 PROVIDE M-3x6 0 SUPPORT M-3x6 0 r, M-3x8 o 0 1, y 1, y 6-08-05 y 1, b y 2-02-08 6-09-13 5-07-14 5-07-14 5-07-14 JOB NAME : 5019-D POLYGON - DR2 29-00-14 ; P� .Nw.'�F��s'4 / . Scale: 0.3000 �� � ' � 17 WARNINGS: GENERAL NOTES,unless otherwise noted: 47c* :4'78 "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 yi Truss: DR2 and Warnings before construction commences. building component.Applicability of design parameters and proper / w OP 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 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 40 f7) -5r OREGON is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as ocd sheathing(TC)C and/or d B pldn g(r ) rywell 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++ 0 S E Q. : 6203131 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. �-7 �4 1 s, 9i�q.` 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 TRANS I D: 418660 design bads be appced to any component. 8. and Design are on beaAof fat all supports 5.CompuTrus has no control over and assumes no responsibility for the g 9 pports shown.Shim or wedge If pA �` fabrication,handing,shipment and Installation of components. ecessary. 6.This design is furnished to the limitations set forth T.Designlaesassumes adequateadon otdrhi facesae iso provided. a. IIIIII VIII IIIb)IIIA I III VIII VIII IIIb IIIb 9 subjectby 8.Plates shall be located both of truss,and placed so their center TPINVTCA In BCSI,copies of which will be Pomished upon request. git coincidewithizjointf ate in nche. EXPIRES:12/31/2016 9.Digits indicate size olate in inches. MfTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-43) 15 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -55/ 262V -7/ 95H 24.00" 0.92 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/ 20y 0/ OH 0.00" 0.00 KDDF ( 625) 12 6.00 p 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 = 0.003" @ -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: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, rh Truss designed for wind loads o in the plane of the truss only. 0 0 2 ,-, rr f O O M-3x4 J, J. i 1-00 2-00 � c; PROP JOB NAME : 5019-D POLYGON - El Scale: 0.9533 �c�GINE-$9 �°17 WARNINGS: GENERAL NOTES,unless otherwise noted: Q :1' w 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• El and Warnings before construction commences. building component.Applicability of design parameters and proper w • 2.2x4 compression web bradng 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 i • 4) Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -57 OREGON OREGON'22 .q.‘" �„ DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 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. Li i `�. 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, 9 k'9 R Y 5 �_ty. TRANS ID: 418660 design loads be eppied to any component and are for"dry condition"of use. n 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 -AUL `` necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII IIID VIII VIII VIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. sgit coincidenIwith joint center lines. 9.Digits indicate size of plateo Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector,late design values see ESR-1311,ESR-1988(MITek) EXPIRES: 12/31/2016 111011 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-58) 77 3-5=(-185) 176 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-128) 107 3-9=( -10) 5 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -73/ 395V -49/ 116H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -34/ 294V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TI 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 = 0.002" @ -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 12 MAX HORIZ. LL DEFL = 0.001" @ 5'- 8.2" 6.00 MAX HORIZ. TL DEFL = 0.001" @ 5'- 6.2" 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. Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o C Truss designed for wind loads in the plane of the truss only. O I rn O� O� I 1 iMBO III.- II 5 O M-3x4 M-1.5x3 / b ), 5-08-09 0-03-12 1 , y 1-00 6-00 JOB NAME : 5019-D POLYGON - E2 Scale: 0.5503 :'°C''''''''FC' F').:' '''S 'I WARNINGS: OENERAL 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: E2 and Warnings before construction ormmences, 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. I''�,/ r,.^ 14..... DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop 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 yr 40 continuous sheathing such as plywood Ing(TC)and/or drywall BC. "$r OREGON �~ DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ SEQ. : 6 2 0 313 3 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. /. [} fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ..4."74/ v''Q[ 1/ 'l fj ifs TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. 7fr+ V 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If ` P �� necessary. I�U L. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. III VIII ILII VIII ILII VIII VIII IIII IIII 6.This design Is famished subject to the imitations set forth by 8.Plates shall be loots on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. MiTek USA,Inc./Com uTfus Software 7.6.6(1 L)-E late In inches. 10.For basic connector ioplate design values see ESR-1311,ESR-1986(MITek) EXPIRES: '12/31/2016 IIIIIIIIIIIIli This design prepared from computer input by PACIFIC LUMBER-BC II LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #l&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 LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, vertical members (uon). End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF 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 T T f Refer to Ctustandard gable end deailforcomplete 12 specifications. 6.00 M-1.5x3 4 3 11111: --,‘,, ri 0 0 Cu 2 r•-, , i m Ot .iiii 1 -""""""""""""""'i 0 M-3x4 M-155x36 b 3' b 1-00 9-00 0(} PROFE. s JOB NAME •. 5019-D POLYGON - E3 Scale: 0.6377 w �C��`1N��9 0 1. 17 iN08: GENERAL NOTES,unless otherwise noted: Q e e 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: E3 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. '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 is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.such ativ y unless braced throughout their length by v "' p ty continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). 1."9A-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 di k.'" No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. ^ �+'Q�Y i{j 2 l.:: SEQ. : 6203134 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9, ��V".. design loads be applied to any component. and are for"dry condition"of use. t f" t I L ¢s TRANS I D 418660 8.Design assumes full bearing at at supports shown.Shim or wedge if 1 lJ • 5.CompuTrus has no control over end assumes no responsibility for thenecessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 111111 VIII VIII VIII I III(IIII VIII 1111 IIII TPINVTCA in BCSI,copies of which will be furnished upon request 9lines. Digits iindicaate e sizewithjof plate InointrInc es. EXPIRES:1�31 201 MiTek USA,InC./COnlpuTfwh Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII II IIIIII 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: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=(-11) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR 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 CHORE = 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 TJ 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 = 0.003" @ -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" @ 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 p NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' `y' load duration factor=1.6, o Truss designed for wind loads M-3x4 o in the plane of the truss only. 1 r1 f rl o in of 2 � 4 � II1 ,1 1, /- 1-00 1-06 PROVIDE FULL BEARING;Jts:2,4,3' 03 JOB NAME : 5019-D POLYGON - EJ �`���NoP E� sS% Scale: 1.0142 �� 78 �/ WARNINGS: GENERAL NOTES,anless 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: EJ and Warnings before construction commences. building comporert.Applicability of design parameters and proper ,/ 40.4100 2.2x4 compression web bracing must 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 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 sheathing(TC)and/or drywall(BC). 'j7 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-`' ,' 4.No load should be spied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1, 4 S ..�(�.P SEQ. corrosive environment, q V { TRANS I D' G design loads be applied to any component. and are for"dry condition"of use, }y n`�y 18 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 pA U L F fabrication,handing,shipment and installation of components. ecessary. 7.Designlatesassumes adadequate dtae isprovided.truss, and 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss, placed so their center I III IN IIll'I III IIII VIII IIII IIIITPIV TCA in BCSI,copies of which will be furnished upon request. flog s coincide with joint center Ines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2016 111 111 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: 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=(-410) 380 3-4=(-190) 138 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -54) 28 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 355H 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 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" 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'- 10.4" it MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.4" b 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. 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 load duration factor=1.6, Truss designed for wind loads c, in the plane of the truss only. ri o co .-I o T o M-3x4 ,1 ) 1 y 1-00 6-00 5-11-02 PROVIDE FULL BEARING;Jts:2,6,3,4,51 �cO PR Op SS JOB NAME •. 5019-D POLYGON - CJ10 �� �G1Nee Scale: 0.32134, � C WARNINGS: GENERAL NOTES,unless otherwise noted: 'Cr •,�78 w` 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• C J 1 0 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. s 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'c.c.respectively unless braced throughout their length by t/ �� P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A "7 OREGON 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++ "1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. 9 q Y 15 !� SEQ. : 6203136 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 V TRANS ID: 418660 design loads be eppie0 to am/component. and are for"dry fun bearion"ng of a. V • 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 U G �, necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPINVECA in BCSI,copies of which will be famished upon request. git coincide with joint aIn nche. EXpN�Es:..1�.31/2�16 9.Digitssdicdsize oplate eto 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) EMI IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA 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=(-333) 305 3-4=(-109) 56 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -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. [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" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" y 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" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 3 system and components and cladding criteria. 0 wo Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,-, load duration factor=1.6, I Truss designed for wind loads m in the plane of the truss only. rn 1 o - 5►_� -- M-3x4 1' 1' 1' J 1-00 6-00 4-02-12 PROVIDE FULL BEARING;Jts:2,5,3,4' JOB NAME : 5019-D POLYGON - CJ11 Qin PRaFF Scale: 0.3643 �� ` 7p 9 1p ir WARNINGS: GENERAL NOTES,unless otherwise noted: Q :'J8 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: 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 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 continuous sheathingsuch asplywood sheathing(TC)C and/or d V 40 sR ) rywan(Bc). y 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. ���(✓.4 ! i 21�(Z� SEQ. : 6 2 0 313 7 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 TRANS I D: 418660 design bads be applied to any component. and 8.Designe for assumes fullbearinget all supports {� 5.CompuTrus has no control over and assumes no responsibility for the g 9 shown.Shim or wedge if pA U L. C', fabrication,handling,shipment and installation of components. Designeessary. 6.This design Is furnished subject to the limitations set forth by7. latesassumes adequateaobothdthinae is oftruss, provided. 11111111111111111111111111111111111111111 9 1 8.Plates shall be located on faces of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request. it coincidewith jointfain inches. EXr i R ES:7 . I/2 �I6 9.Digits indicate size of plate In Inches. M iTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) CNN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-337) 305 3-4=(-109) 56 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 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. 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" i 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), load duration factor=1.6, ( , Truss designed for wind loads I in the plane of the truss only. oo 0 d ro ...1 01_ 111MIINIMIIIIIMIN ,, o 0/#1°:211/ -3x4 .1 ), ), y 1-00 6-00 4-00 PROVIDE FULL BEARING;Jts:2,5,3,41 0 PR Ops JOB NAME . 5019-D POLYGON - CJ12 Scale: 0.3629 �� ti�`G�"� 9 °meq WARNINGS: GENERAL NOTES,unless otherwise noted: • 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 4110 Truss• CJ12 and Warnings before construction commences. building component.Applicability of design parameters and proper .,- e e Alt 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 is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V >\4) po ttY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �r 'Sit.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 �Y !��' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibibty of the respective contractor. 1:41, �xitiY A5 2 V SEQ. : 6203138 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, V design loads be applied to any component and are for"dry condition"g use. pA V L a` TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 9.necessary. assumes full bearing at all supports shown.Shim or wedge if fabrication,handkng,shipment and installation of components. ry P Po 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 IIIIIIIII VIII VIII(IIII(IIII IIIIIIIII IIIITPI WTCA in BCSI,copies of which will be famished upon request. lines coincide with joint centernches.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) IIII IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&13TR 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=(-180) 152 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" 0.0" TOTAL LOAD = 42.0 PSF D'- 0.0" -44/ 977V -8B/ 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 FOR A 20 PSF LIMITED STORAGE COND. 2: Design checked for net(-5 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. psf) uplift at 24 "oc spacing.' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 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" Ij 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 VNOT 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. l' M -1"/- =,/C Ot �� 4►t1 1 M-3x4 1-00 7-10-15 rPROVIDE FULL BEARING;Jts:2,4,31 95.1t PROp JOB NAME : 5019-D POLYGON - CJ13 ca ��IN� e Scale: 0.4556 eV, �CR 0� WARNINGS: GENERAL NOTES,unless otherwise noted: s i 78E 9r 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 .4f" A110,4110 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 w' DES. B Y: BS s the responsibility of the erector.Additional permanent bracing of 2'oc.and at 10'oc.respectively unless braced throughout their length by `,- 40 continuous sheathing such as plywooding(TC)and/or drywall(BC). 1 OREGON a) DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ce SEQ. : 6203139 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "9 �'cI fl Y 1-J 2 . TRANS I D• 418660 design loads be applied to any component and are for"dry condition"of use. 7L C�', S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'f �f A'.q �\ fabrication,handing,shipment and installation of components, ecessary. �'S tJ 7.Designassumes adequate one dthiface Is oprsd.and This design is tarnished subject to the imitations set forth by 8.Plates shell be located on both feces of truss,and placed so their center I IIIIII I III VIII VIII I III VIII VIII IIII IIIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 2/31IZ01 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-136) 114 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/ 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" 1 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.2" 12 (� MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.2" 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. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,-I load duration factor=l.6, tTruss designed for wind loads o in the plane of the truss only. 3o co ,-3f- c, M-3x9 J, J, 3, 1-00 5-10-15 PROVIDE FULL BEARING;Jts:2,4,31 ��V PR04 �,5 JOB NAME : 5019-D POLYGON - CJ14e. ,�`'GiN �,9 �°� Scale: 0.5231 s78 E 1. ildeS: G. hRAe NOTES,unlessdndhe noted: Jww 1.Builder and erection contractor should be advised of all General Notes 7.This design Is based only upon the parameters shown and Is for an individual Truss: CJ14 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 Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v �� po ty continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). II OREGON a 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++ - ' rt �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. '� 4 Y 1�j !`C.- 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, L.. 'V design beds be applied to any component. and are for"dry condition"of use. 't PA a\ TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.and ar a or"dry fug bearing at all supports shown.Shim or wedge ifnecn fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III I1111 VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which wit be furnished upon request. git coincidentwith joint tecenter Ines. EXPIRES:12/31/2016 9.Digits basic on 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-6=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2-3=(-351) 305 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -24) 0 BC LATERAL SUPPORT <= 12"01. 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/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 LL DEFL = -0.000" @ 10'- 4.0" Allowed = 0.033" yl 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 10.00 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. 0 o Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o, Truss designed for wind loads in the plane of the truss only. M rl v. .MIIIIIIIIIIIIIIII -sM-3x9 1, ) ), ), 1-00 6-00 9-04 PROVIDE FULL BEARING;Jts:2,6,3,4 C..��'e PRQ�Fss JOB NAME : 5019-D POLYGON - DJ13 taG1N � Scale: 0.3596 , p� R ,ji WARNINGS: GENERAL NOTES,unless otherwise noted: 782 E '9� 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 404100 Truss: DJ13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng 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.Additional permanent b adng of 2'o.c.and at 10'ac.respectively unless braced throughout their length by `, 4 continuous sheathing such as plywood sheathing(TC)and/or drywa9(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++ SEQ. : 6203141 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. �-7 Y 1` ,75)•1��.� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, J V TRANS I D: 418660 design bads be applied to any component. end are for"dry condition"of use. 'ir 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at a9 supports shown.Shim or wedge If P4 U R fabrication,handling,shipment and installation of components. Designeessary. 6.This design Is furnished subject to the limitations set forth by8. latesassumes adequatedodrainagehfaces is ftru ,provided. IIIAI VIII VIII IIIA VIII VIII IIII IIII I'll 9 bl 8.Plates shall be located on both of truss,and placed so their center TPINVTCA in BCSI,copies of which will be furnished upon request, Digit coincidewith jointfaInrnche. XP���5. � j�2�� 9.Digits indicate size of plate In Inches. MITak USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III II 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 RODE #14BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2-5=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-333) 301 3-4=(-108) 54 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"CC. 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 RODE ( 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) :IMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -62/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 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 = 0.065" @ 3'- 4.9" Allowed = 0.481" i( MAX TC PANEL TL DEFL = -0.073" @ 3'- 2.4" Allowed = 0,722" I/ 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 system and components and cladding criteria. Wind: 190 mph, h=23.3ft, TCDL=9.2,BCDL=6.0, ASCE 7=10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads r- in the plane of the truss only. OMe-1i f- o5 r.-. 'a O M-3x4 .1, ). ), b ' 1-00 6-00 3-10-15 PROVIDE FULL BEARING;Jts:2,5,3,4b ��,EO , PRQp JOB NAME •. 5019-D POLYGON - DJ14 c '.�'G1N��i9 coq Scale: 0.3666 447Op WARNINGS: GENERAL NOTES,unless otherwise noted: '�/U • 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 individualr i Truss• DJ 14 and Warnings before construction commences, building component.Applicability of design parameters and proper /'l ‘ i'. 2.244 compression web bradng 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 ti �� po h continuous sheathing such as plywood sheathing(7C)and/or drywati(BC). A 11 OREGON DATE• 3/11/2015 the overall structure Is the responsIblby of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ Y� 4, 2O t" 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiily of the respective contractor. y 1� � . SEQ. : 6203142 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 7 4 q Y A `t TRANS ID: 418660 design bads be eppied to any component and are for"dry condition"bearing of use. hh�I n • 5.CompuTrus has no control over and assumes no responsibility for the 8.and ar assumes full bearing u all supports shown.Shim or wedge if PA U L {` necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII III VIII(IIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. Digitsgit coincidenctwithizjoint tecenter Ines. EXPIRES:12/31/2016 9.linesindicate 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) i IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2-3=(-297) 220 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=( -91) 37 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 -B8/ 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 IOPSF 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 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 = 0.093" @ 2'- 11.8" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.081" @ 2'- 11.9" Allowed = 0.722" 6 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 7 NOT EXCEED 19% AT TIME OF MANUFACTURE. 1( 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, Lo (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. k. rn i- m 7,- 5 2. 1 M-3x4 l y b I 1-00 6-00 1-10-15 PROVIDE FULL BEARING;Jts:2,5,3,41 OD PR 0 p JOB NAME : 5019-D POLYGON - DJ15 ,cs.,.`` NGI ass/p Scale: 0.4306 , ?i (cce WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. i e 78 "E 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: DJ15 and Warnings before construction commences, building component.Applicability of design parameters and proper w40 2.2o4 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.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by te y continuous Impact sheathing such lateral pywg reghead where s ownor drywall(BC). 'jr OREGON 4� DATE: 3/11/2 015 Ise aoverallp snsibture If the rector.A ildit onare rman n dsacing 3.co Impact b heaths or bracing required where shown++ SEQ. : 6203143 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. Sys 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, z,,(� �-IR Y-j-J !.'C� TRANS I D• 418660 design bads be noshed to any component. and are for"dry condition"of use. /(. S.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If p Ar1 ck` fabrication,handing,shipment and installation of components. Decessary. I-y U�,,, ided. 6.This design is famished subject to the imitations set forth by 8.Plates shall be located n assumes uoneboth faces se los truvs,and placed so their center lines coincide with int center lines. IIIIII VIII VIII VIII VIII VIII VIII ICI INVTCA In BCSI,copies of which will be furnished upon MT9k USA,Inc./Com 5 Software 7 6 6(1 L)E request 10.For basic connector oplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12J31/2016 9.Digits Indicate size of plate in inches. IIIIIII IIIIII 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 XIII #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"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 BORE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -116/ 306V -15/ 61H 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/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 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" MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" T 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 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.O, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads '' � I in the plane of the truss only. c, M o M-3x4 1 y b /' 1-00 1PROVIDE FULL BEARING;Jts:2,3,4! 6-00 ���,gt PROP�ss JOB NAME : 5019-D POLYGON - J1 ��� �tkcalve4 %,,,�' Scale: 0.7025 c� w>78 • r" WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 110 Truss• J1 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 constmction 2.Design assumes the top and bottom chords to be laterally braced at40 Po rY ng ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by lir � ' DES. BY; B S is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). "$A-OREGON DATE• 3/11/2015 the overall structure Is the responsibility of the building designer. 3.20 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. 'fah �'4 �.r 1�j 2!.- S E Q. : 6 2 0 314 4 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,TL V design beds be applied to any component. and are for"dry condition"of use. '1 An �� TRANS I D 418660 8.Design assumes Pull bearing at all supports shown.Shim or wedge If 1 5.CompuTrus has no control war and assumes no responsibility for the necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII IIID VIII VIII VIII VIII IIII IIII TPI/WTCA in SCSI,copies of which will be famished upon request. git coincideindtv4thsin joint ain inches. EXPIRES:12/31/2016 9.Digits indicate size el 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-1986(MiTek) IIIll IIII 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: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" D.C. 2-3=(-60) 58 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" -41/ 303V -27/ 9111 5.50" 0.99 KDDF ( 625) 2'- 3.6" -129/ 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 GOND. 2: Design checked for net(-5 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. psf) uplift at 24 "oc spacing.) 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" 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 -, 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. r 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), load duration factor=l.6, o Truss designed for wind loads cv in the plane of the truss only. M/- PAIAIIIMIIMIMIIIMMIMIIMIIIIMIIMII0 f 1 M-3x9 b b y 1-00 'PROVIDE FULL BEARING;Jts:2,3,41 6-00 R Op4. JOB NAME : 5019-D POLYGON - J2 :' tNAGI ' /b Scale: 0.6775 4/ 19 y WARNINGS: GENERAL NOTES,unless otherwise noted: 4 ;:78 CE Il 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: J2 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. e .`. ." ,.. 2.Design assumes the top and bottom chords to be laterallybraced at DES. BY BS 3.Additional temporary bracing to insure stability during construction 4 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 sheathingsuchlbplywood esueedwheres own+drywall(BC). OREGON o'er 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 responsibitty of the respective contractor. .g.1+ -v���`; 1 2 t�"' S EQ. : 62 0 314 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9 f i TRANS I D• 418660 design bads be applied to any component. and are for"dry condition"of use. /�- n S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if lad fabrication,handing,shipment and installation of components. 7. Desessary. provided.es 6.This design is furnished subject to the imitations set forth by 8.Plates adequaten assumes shall be locatedonboth faces e iesof truss,and placed so their center 1111111 VIII VIII VIII VIII VIII VIII IIII IIIITPIA'YTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center tines. EXPIRES: 7 2/31/2016 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 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 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-82) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12,0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 335V -40/ 122H 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. VERTICAL DEFLECTION LIMITS: LL=L/24D, 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-CCNCURRENTLY. 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" T l' 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 3 MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.0" DESIGN ASSUMES MOISTURE CONTENT DOES fr NOT 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, r (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o Truss designed for wind loads 1 in the plane of the truss only. rn rn n. r of f �4 0 M-3x9 y y k 1-00 PROVIDE FULL BEARING;Jts:2,3,4I 6-00 <(,.oO PROp1.6. 9 1 JOB NAME : 5019-D POLYGON - J3 �0,GINee, /0 Scale: 0.6006 : WARNINGS: GENERAL NOTES,unless otherwise noted: �78,« 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 Truss: J3 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 responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t.+ �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r A-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++ Cprr -Y0 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. 9 1 Cj SEQ. : 6203146 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� n V design beds be applied to any component and are for"dry condition"oft a. �' !"' T nec \-4 TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.and ar assumes full bearing et all supports shown.Shim or wedge if A fabrication,handling,shipment and installation of components. ry. 9Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide withjointcenterlines. EXPIRES,12/31 2016 9.Digitsindicate n ncdtsize offplateIn 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) IIIIIIIIIIIIII 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 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-109) 95 TC LATERAL SUPPORT <= 12"0C. DON, 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 = 12.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -29/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) 4'- 8.4" -118/ 198V 0/ OH 1.50" 0.29 RODE ( 625) LL = 25 PSF Ground Snow (Pg 6'- 0.0" 0/ 69V 0/ OH 5.50" 0.10 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" 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" 1. 1' 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" I 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=4.2,BCDL=6.0, ASCE 7-10, o (A11 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. M ,--tf O p 4 -, M-3x4 1, L y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,41 <(''\ O PR ���,s JOB NAME : 5019-D POLYGON - J4 �co NG�NEF Scale: 0.5434 �? fpp CC9 �i� WARNINGS: GENERAL NOTES,unless otherwise noted; 14 '. /U L 1.Builder and erection contractor should be advised of all General Notes 1.This design Is cased 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 / 2.2.4 compression web bradng must be installed where shown+, incorporation o component Is the responsibility of the building designer. 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.and at 10't,.c.respectively unless braced throughout their length by h is the responsibility of the erector.Additional permanent bracing of continuous shedtt.in such asplywood sheathing(TC) t" g re ownordrywall(BC). OREGON O) DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bddging or lateral bradng required where shown++ 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. .v���Y fL t�,(,�.� S E Q. : 6203147 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 V TRANS I D: 418660 design loads be appled to any component. 6.pesl8f^are r idb e�of at els supports 5.CompuTrus has no control over and assumes no responsibility for theg 9 shown.Shim or wedge if pA U L R fabrication,handing,shipment and Installation of components. Decessary. 6.This design is furnished to the imitations set forth 7.Design assumes adequated drainage iotruss,provided.111111111111111111111111111111111111111111 9 subjectby B.Plates shall be located on both feces of and placed so their center TPINVECA In SCSI,copies of which will be furnished upon request. it coincidewith jointfain nche. EXP(R .�.:12/31�2�16 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-1966(Wok) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DCF/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"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 = 1C.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/ 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 '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" 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'- 10.8" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.8" r DESIGN ASSUMES MOISTURE CONTENT DOES 12 'f NOT EXCEED 19% AT TIME OF MANUFACTURE, 10.00 v 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. I 0 M c cc 1 M-3x4 1 ), 1, 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,31 c.OPROre JOB NAME : 5019-D POLYGON - J5 1�'�IN 4A?* w Scale: 0.4864 i WARNINGS: GENERAL NOTES,unless otherwise noted: •s/8 'E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onlyupon the parameters shown and is for an individual and Warnings before construction commences, building component.Applicability of design parameters end proper A,,y( Truss: J5 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. r" 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'c.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 drywe8(BC). I OREGON 0'"s DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 'fj► •.it • f� /yT 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibifty of the respective contractor. 9 is 1 tj /+� SEQ. : 6203148 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, F? ..,((„C>'V TRANS ID: 418660 design bads be noapplied to any component and are for"thy condition"of use. n • 5.CompuTrus has no control over and assumes no responsibility for the 6'andarnecessary.esumee full bearing at all supports shown.Shim or wedge if /"•/� �„ �1 fabrication,handling,shipment and installation of components. 9. po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. Digit coincidedictwith joint ate in nche. EXPIRES: 1 I20� 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) CAThis 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 #16BTR SPACED 24.0" O.C. 2-3=(-217) 192 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4=(-115) 66 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/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pc:) 5'- 9.2" 0/ 68V 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 IC THE SPATIAL 7'- 2.0" -108/ 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 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 = 0.074" @ 2'- 9.2" Allowed = 0.481" � ) MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" 0 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 NOTEXCEEDU ASSUMESCONTENT DOES 1ATIME 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, m o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, Z Truss designed for wind loads ,o in the plane of the truss only. M /- I 5�� -/ 1 M-3x9 1-00 6-00 1-02 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-D POLYGON - J6 ..`�t3GP EF�s 5R Op sio Scale: 0.4593 ��' �' L WARNINGS: GENERAL NOTES,unless otherwise noted: 4 :+/CJ ® .9„ 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: J6 and Warnings before construction commences, building component.Applicability of design parameters end proper / w 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 1"'� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �' DES. BY: BS is of the erector. permanent bracing of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by h continuousbridging such cing required where oa dryweN(BC). OREGON �'', �„ DATE: 3/11/2015 is the responsibilitysti structure is the rectorsof Additionalthe p rmane t bracing 3.c0 Impact bridging or lateralas plywood bracingwdq heat where shown/a+ 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. -7 (/q�Y 1, 2�qs 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. fr S.CompuTms hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 'J � necessary, A U fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center fin inches. III 1 IIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center foes. EXPIRES: 12/31M16 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForribasio onnectocate sizerplatet e design values see ESR-1311,ESR-1588 (MiTek) CC IIIIIIIIIIIIII 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 O16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-266) 237 3-4=( -90) 38 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 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -V 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 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 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), load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. rcn aI ' ►� 5=� >1/I/ M-3x9 1-00 6-00 2-09-06 PROVIDE FULL BEARING;Jts:2,5,3,4I • -op PROp4. JOB NAME : 5019-D POLYGON - J7 w`� � � GINfi9 /0 Scale: 0.4136 WARNINGS: GENERAL NOTES,unless otherwise noted: 4: s 178 E V 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 2.204 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 W DES. BY• BS is the responsibility of the erector.Additionalpermanent brae of 2'o.c.and at 10'o.c.respectivety unless braced throughout their length by t/ � p n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r �1.OREGON 0 �„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ly 4' (1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 .,<�tx 1 Cj SEQ. : 6203150 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, V TRANS I D: 418660 design beds be appked to any component. .and are for"dry conditionof use. 't L. r�p ��� 5.CompuTrus has no control over and assumes no responsibility for the 8Design assumes full bearing at all supports shown.Shim or wedge if f{U necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII I III VIII VIII IIII IIII TPINJfCA in SCSI,copies of which w18 be furnished upon request. git coincideinitwith joint ate in inches. 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-1986(MITek) MI II Ill This design prepared from computer input by i PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 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/ 28414 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" h MAX TC PANEL TL DEFL = -0.075" @ 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 Design conforms to main windforce-resisting 3 system and components and cladding criteria. 1 I Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r-- load duration factor=l.6, 0 I Truss designed for wind loads o in the plane of the truss only. co in I f o,` ►� 5►- M-3x4 y Jy ), 1-00 6-00 3-06-12 (PROVIDE FULL BEARING;Jts:2,5,3,41 PROp JOB NAME : 5019-D POLYGON - J8 * tk IN4- s �r t• N4- ,9 ,�'� Scale: 0.3838 'Z WARNINGS: GENERAL NOTES,unless otherwise noted: ::782* 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: J8 and Warnings before construction commences. building component.Applicability of design parameters and propera! .. 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 1"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 and at ea hing suchrespectively plywood dss braced(TC)throughout their length by -7 OREGON Is the responsibility of the erector.Additional permanent bracing of 2'o.c.continuous and sheathing o c.such as shbraced thro and/oruldrywall(BC).ngth �� DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ ZQ 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. h SEQ. : 6203151 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 9'9 F?V �J ti design loads be applied to any component. and are for"dry condition"of use. qL,. 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 PA U L R` fabrication,handling,shipment and installation of components. necessary. 7.Designassumes adequateadodrainagecIs oftru ,provided. 6.This design is lumished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPIANfCA in BCSI,copies of which will be furnished upon request. lines coincidewith jointf In 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) IIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #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=(-373) 304 3-4=(-142) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -55) 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" 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -7 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" MAX TC PANEL LL DEFL = 0.069" @ 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 10.00 7 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 3 system and components and cladding criteria. r if c, Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o, Truss designed for wind loads in the plane of the truss only. rn e-1 Al PrAillilliM o M-3x9 b 1 b b 1-00 6-00 4-09-03 1PROVIDE FULL BEARING;Jts:2,6,3,4] Pc O PR OpE JOB NAME : 5019-D POLYGON - J9 Scale: 0.3535 �<L ��Gl'ppN R /q10. WARNINGS: GENERAL NOTES,unless otherwise noted: ,/G7 Kr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss• J9 - and Warnings before construction commences. building component.Applicability of design parameters and proper O"a L �, 2.204 compression web bradng 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.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by tr t{0 Po ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „r '" OREGON �"s DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ fy 4 C(' 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss is the responstblity of the respective contractor. V p SEQ. : 6203152 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, �i9 r7 Y A5 .` TRANS I D• 418660 design loads be appied to any component end are for"dry condition" f use. p� wedgeV • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearingat all supports shown.Shim or If lerpQ U L ``, fabrication,handing,shipment and installation of components. necessary. 9 P po 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111M110.TPIhVECA in BCSI,copies of which will be furnished upon request. Digs coincidenwithjoint plate center ines. 9.Dies indicate size of in Inches. EXPIRES:12J31/2016 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 I'III) I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF %l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" D.C. 2-3=1-911) 381 3-4=(-191) 139 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -55) 29 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) I 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. 1COND. 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" 0 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" MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.8" it 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 7system 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), o 3 I load duration factor=l.6, - Truss designed for wind loads o ��t o in the plane of the truss only. i of 1 6" M-3x4 ,1 /, .1 ), 1-00 6-00 5-11-09 PROVIDE FULL BEARING;Jts:2,6,3,4,51 ROF JOB NAME : 5019-D POLYGON - J10 . GP EFS s% Scale: 0.3200 �V' �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 Truss: J 1 0 and Warnings before construction commences, building component Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, Incorporation of component is the responsibility of the building designer. 1"* 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 n and at ea hing such respectively oodss braced throughout their length. "V OREGON 40 is the responsibility of the erector.Additional permanent bracing of 2'o.c.continuous and sheathing ci c.such as plywood sheathing(TC)hroand/orulhrywength. -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++ 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y9 CJ,4 5 <+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, Y 1 \"/ design beds be eppPed to any component. and are for"dry condition"of use. 7r ` TRANS I D: 418660 5.CompuT us has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Bhlm or wedge if Aq U 1-- `n` fabrication,handling,shipment and installation of components. ecessary. 6.This design is furnished subject to the limitations set forth by7.Design assumes adequateadbothdtainage is provided.t - I IIIIII III VIII IIIA I III VIII II II IIII IIII 8.Plates shall be located on faces of truss,and placed so their center TPIMlfCA in BCBI,copies of which will be furnished upon request. git coincidentwith joint ain che. �XP�.�ES.12/31/2016 9.Digits 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 13'- 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 2-6=(0) 0 BC: 2x9 KDDF #15BTR SPACED 29.0" O.C, 2-3=(-455) 928 3-4=(-247) 190 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=1 -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 = 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" -23/ 377V -198/ 393H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KOH ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 373V 0/ OH 1.50" 0.98 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 9'- 11,2" -170/ 240V 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-COT64CURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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" 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, 3 Truss designed for wind loads I in the plane of the truss only. M C o M-3x4 )" b y i' I 1-00 6-00 7-02 PROVIDE FULL BEARING;Jts:2,6,3,9,51 4'Op PRQppss JOB NAME : 5019-D POLYGON - J11 Scale: 0.3060 t�r"iN R io�9 WARNINGS: GENERAL NOTES,unless otherwise noted: 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 r Truss•• J11 and Warnings before construction commences. building component.Applicability of design parameters and proper ,►"� ., 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. ♦' 3.Additional temporary bracing to Insure sterility during constructlon 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 Po ly continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). -7 OREGON z*40 DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown++ ' ,. �j, T4.No load should be applied to any component until after a8 bracing and 4.Installation of truss is the responsibility of the respective contractor. -57 1{� �Q`. shouldSEQ. : 6203154 fasteners are complete and at no time any bnon- corrosive greater than 5.Design assumes trusses are to be used In a nonorrosive environment, ` TRANS ID: 418 6 6 0 design beds be applied to any component. and are for"dry condition"of use. 8A • 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes fugk bearing at all supports shown.Shim or wedge if • necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lllll VIII VIII VIII I III(IIII 11111111111 rPlnvrcA In BCSI,copies of which will furnished upon request. D lines coincidetwithzjoint ate in nche EXPIRES: 12/31/2016 I! 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) IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.6" 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=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-480) 452 3-4=(-274) 218 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -94) 68 BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -156/ 4131 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 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. 5VERTICAL 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 - 0.070" @ 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 4 NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 9 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), ,_, load duration factor=l.6, o I Truss designed for wind loads �-+ in the plane of the truss only. 3 rh .-i o o ' o M-3x4 b 3' > 3. 1-00 6-00 7-09-10 PROVIDE FULL BEARING;Jts:2,6,3,4,5J JOB NAME : 5019-D POLYGON - J12 co �G ����% Scale: 0.2877 4, CrR 9 WARNINGS: GENERAL NOTES,unless otherwise noted: 7.'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: J12 and Warnings before construction commences. building component.Applicability of design parameters end proper / 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. A'+ "" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'tic.respectively unless braced throughout their length by h is the responsibility of the erector.Additional permanent bracing oftr continuous4Impact sheathing such las bracing required s and/ordrywell(BC). .7 OREGON 0� 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_ /y �. SEQ. : 62 0 315 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. 71/./s, &.4):30 . $�L3. 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, S:. TRANS I D: 418660 designSbads be applied to any component and are for"dry condition"of use. 8wedge �+p^ n, .CompuTrus has no control over end assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or if A C} fabrication,handling,shipment and Installation of components. Designeessary. 6.This design is furnished subject to the limitations set forth by7. latesassumes adequate drainageh isprovided.tru , 1111111111111111 VV ® 1 8.Plates shall be joitl on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint acenter lines. X ���5:12/31/2016 9.Digits Indicate size of plate In Inches, MiTBk 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 NODE N'-&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6-(-21) 39 6-5=( 0) 17 BC: 2x4 KDDF ifl&BTR SPACED 29.0" O.C. 2-3=(-108) 0 6-7=( 0) 0 5-3=( 0) 59 WEBS: 2x4 NUDE STAND 3-4=( -20) 33 5-8=1-35) 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 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. 2-04-06 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 = -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 = 0.089" 10.00 7MAX 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" 9 -/ MAX HORIZ. LL DEFL = 0.002" @ 5'- 9.8" M-9x6 MAX HORIZ. TL DEFL = 0.003" @ 5'- 4.8" 3 0 v DESIGN ASSUMES MOISTURE CONTENT DOES i NOT EXCEED 19% AT TIME OF MANUFACTURE. o Design conforms to main windforce-resisting ,-, system and components and cladding criteria. tni mWind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x9 �� (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), 8 0 load duration factor=l.6, i M-3x9 I End vertical(s) are exposed to wind, M-3x9 ro Truss designed for wind loads o Pli ISI o I f in the plane of the truss only. 0 ►� 6 7 M-3x5 1, b l 1-06-12 4-05-09 y )' 1, y 1-00 1-08-08 9-03-08 ,1 y .0 1-03-09 3-00-04 ,0 y 6-00 PROVIDE FULL BEARING;Jts:2,4,B( co PROpk. JOB NAME : 5019-D POLYGON - J2C w ti�Gt N4. �°�9. Scale: 0.5754 :'J 7y w 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: J2 C 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 to'o.c.respectively unless braced throughout their length by tr �� p continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A A-OREGON a �, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ lo +0 9L 4.No load should be rippled to any component until after all bracing and 4.Installation of Puss Is the responsibility of the respective contractor. �? ,q L�a,r 1C� S EQ 6203156 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, r7 f V TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. p A U L �\ 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 fabrication,handling,shipment and installation of components. necessary. 9 P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 1111 VIII VIII VIII VIII 11111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. Diindicate coincide with jointe center fines. 12/31/2016 9.On ndtsize ofpctin inches. MiTek USA,InC./COmpuTfus Software 7.6.7(1 L)-Z 10.For basic connector.plateEXPIRES:design values see ESR-1311,ESR-1988(MITek) I IIIIIIIII(III 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 2-6=(-47) 77 6-5=) 0) 23 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-162) 33 5-7=(-65) 103 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-9=( -8) 35 3-7=(-123) 77 LOADING TC LATERAL SUPPORT <= 12"0C. 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" -47/ 349V -90/ 122H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -89/ 60V 0/ OH 1.50" 0.10 RODE ( 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. KOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-06-12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f fMAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.004" @ 2'- 10.0" Allowed = 0.149" 12 MAX TL CREEP DEFL = -0.006" @ 2'- 10.0" Allowed = 0.199" 10.00 q MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" MAX BC PANEL TL DEFL = -0.010" @ 3'- 9.5" Allowed = 0.163" M-4x63 0MAX HORIZ. LL DEFL - -0.006" @ 5'- 8.5" MAX HORIZ. TL DEFL - 0.008" @ 5'- 8.5" 10DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. I Design conforms to main windforce-resisting oo system and components and cladding criteria. t `V 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, M-3x4 Truss designed for wind loads 81in the plane of the truss only. ►/7 /o o t M-3x4 M-1.5x3 r o ISAIMMIMIIMIELI/1 0 o� 111.-- 116 �o M-3x5 'PROVIDE FULL BEARING;Jts:2,9,71 b ,1 y 2-10 3-02 l J, 1 y 1-00 2-11-12 3-00-04 ,1 y 6-00 0 PR JOB NAME : 5019-D POLYGON - J3C �5,`` taGI eF�s o Scale: 0.5868 �� / yp E s/rfi WARNINGS: GENERAL NOTES,unless otherwise noted: �` / e e/C7 'E 9� 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: J3C 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: B S 2'o.c.and at 113'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 drywall(BC). 'Sr 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++ SEQ. : 6 2 0 315 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. �� ,Y(JAlii y 1 5 1e, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �,A7 v TRANS I D: 418660 design loads be applied to any component. 8.Desiand gn asre sumes fulldbeadn ition"of all supports 5.CompuTrus has no control over and assumes no responsibility for the 9 9 shown.Shim or wedge If �1p PAUL L �` fabrication,handing,shipment and installation of components. neessary. V 6.This design Is furnished su'ect to the limitations set forth byg.Designlaesassumes adequate drainage is provided. 111111111111111111111 g e.Platesshall be located on both faces of traaa,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincidenctwith Jointainrnche. EXPIRES:12/31/2016 9.Digits indicate size oplate in Inches. MiTok USA,Inc./COmpulrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e8(MITek) IIIIIII ill" This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 RUDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=( -75) 112 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-204) 39 5-7=(-102) 149 5-3=( 0) 52 WEBS: 2x9 KIN STAND 3-4=( -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. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 378V -53/ 153H 5.50" 0,61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.9" -74/ 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 29 "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" 4-09-03 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.007" @ 2'- 10.0" Allowed = 0.209" fMAX TL CREEP DEFL = -0.009" @ 2'- 10.0" Allowed = 0.279" 4 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 to MAX HORIZ. LL DEFL = -0.010" @ 5'- 8.5" MAX HORIZ, TL DEFL = 0.011" @ 5'- 8.5" M-4x6 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 � Design conforms to main windforce-resisting 1111 system and components and cladding criteria. 1 11111166.. o IM 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=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 NNIIIIIIIIIIIIIIIIIIIIiil ►'7 �o in I f m M-3x4 M 1.5x3 0 o -so � I ► 6 0 M-3x5 PROVIDE FULL BEARING;Jts:2,4,71 • J, y b 2-10 3-02 b b ), b 1-00 b 2-11-12 3-00-04 1 6-00 '<,i\cO PR Of JOB NAME •. 5019-D POLYGON - J4C �c �c�G N�F,9 / , Scale: 0.5258 WARNINGS: GENERAL NOTES,unless otherwise noted: s s 78 w C` 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 and Warnings before construction commences. building component.Applicability of design parameters and proper �,, ( 40.400P Truss: J4C � ¢ 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 r DES. BY: BS s the respons bid of the erector.AddPoanel a manent bracin of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by V \y ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 17+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 0+ Y� ‘7'4.4s‘/� 4.No load should be rippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. I/ ,q RY A 5 /`C SEQ. : 6203158 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, V TRANS ID: 418660 design loads be appled to any component and are for"dry condition"i of use. p i� • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if A fabrication,handing,shipment and Installation of components. necessary. 9 P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII 11E VIII VIII 11111111 IIIVIII VIII IIII IIII TPIMlfCA In BCSI,copies of which will be furnished upon request. lines coincide with jointaete center lines. EXPIRES: 12/31/201.6 9.Dieindicate onsidt size ofpcin inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) IIIIIII IIIIII 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 #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-111( 145 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-237) 53 5-7=(-151( 194 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -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 BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 399V -66/ 184H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 8.5" -30/ 155V 0/ OH 5.50" 0.25 NUDE ( 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. ;COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T 1' 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" 12 0 MAX HORIZ. TL DEFL = 0.015" @ 5'- 8.5" 10.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE, Design conforms to main windforce-resisting system and components and cladding criteria. M-9X6 ,-+ 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 0 load duration factor=l.6, d. End vertical(s) are exposed to wind, N4ib V Truss designed for wind loads in the plane of the truss only. co Ailk111111 % ,o M-3x4 M-1us r 0 M-3x4 M-3x5 (PROVIDE FULL BEARING;Jts:2,7,4; ,1 .1 )' 2-10 3-02 1-00 2-11-12 3-00-04 1' 6-00 ,),Eo PR OFF JOB NAME : 5019-D POLYGON - J5C Scale: 0.4668 ��GIN �4 s/0'L4.0 ,� WARNINGS: GENERAL NOTES,unless otherwise noted: 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: J5C 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. A"T 3.Additional temporary bracing to insure stability during construction 2.Design assumes The top and bottom chords to be laterally braced at DES. BY: BSc'ntinand st1a'o . uchaspyoodssbraced(TC)and/ordrylengthby 34 F;.1 to is the responsibility of the erector.Additional permanent bracing of continuous at10'sheathing such as plywood sheathing(TC)d throughout and/or drywength. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown*+ Q clr 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. .�/� �� SEQ. : 6203159 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ` Y design loads be appied to any component and are for"dry condition"of use. '1 ,�� 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 ' A UL (L fabrication,handing,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth by7.Designlaesassumes caaeduon drainage is provided. and VIII III Ill 111 VIII II II III IIII 9 1 8.Plates shall be located on both feces of truss,and placed so their center TPINVTCA In BCS(,copies of which will be furnished upon request. git coincidentwithizjoint aIn nche. EXPIRES" 12/31/2016 9.Digits Indicate size of plate in inches. MiTek USA,Imo./COmpUTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(Wok) 111110111 ill III IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=( -93) 136 7-6=( 0) 23 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-223) 56 6-8=(-126) 182 6-3=( 0) 52 WEBS: 2x9 KDDF STAND 3-9=(-151) 119 3-8=(-217) 150 LOADING 4-5=( -54) 22 TC LATERAL SUPPORT <= 12"0C. 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 TOTAL LOAD = 92.0 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/ 195V 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 'COND. 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/290, TL=L/180 1' '( 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" ( MAX TL CREEP DEFL = -0.011" @ 2'- 10.0" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.012" @ 5'- 8.5" MAX HORIZ. TL DEFL = 0.019" @ 5'- 8.5" 10, DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting u7 system and components and cladding criteria. I °D Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 0 I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only, 1kbh\ INN m -, rn 8► ooM 1.5x3I M23x9 0/11/1frprill x9 M-3x5 1, b f 2-10 3-02 f b f b 1-00 y 2-11-12 9-02-09 y y 6-00 1-02 PROVIDE FULL BEARING;Jts:2,8,4,51 ��,io PRQp, .o JOB NAME : 5019-D POLYGON - J6C .5 -�GIN��q Scale: 0.9028 w p�y. OO C' �✓,q WARNINGS: GENERAL NOTES,unless otherwise noted: cy77ta' ®L 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 40.44, Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper i 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 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 ti• �� P ty continuous sheathing such as plywood sheathing(TC)and/or drywe0(BC). ,0 "V 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++ Lir 'IV (12 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. ! ,�w`, a4.4'". 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"#r -` TRANS ID: 418660 design loads be applied to any component. and are for"dry condition"at use. fC �j ¢` • 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A U L fabrication,handling,shipment and Installation of components. necessary. 9 Pme 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by a.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint tecenter lines. EXPIRES: 1/2016 9.Digitssndsize of plate In inches. . MiTel USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Ill I IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BC: 2x4 RUDE N1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, LL = 25 PSF Ground Snow (?r; load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE ".'0 THE SPATIAL Truss designed for wind loads 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 lOPSF 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 4.00 v 3 ul 0 M oioriiii000000000000000000000000. 2 N N„._ en 0 I A- 1 Orr A M-3 x 9 4 b ), 1, 1-00 8-06 al JOB NAME : 5019-D POLYGON - P1 �5��� NEF�s 04, Scale: 0.6490 �� 78 9 �✓17 WARNINGS: GENERAL NOTES,unless otherwise noted: • 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 4010 Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2u4 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 sheeting such as plywood sheathing(TC)and/or drywall(BC). ,,-V OREGON '• DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bddgmg o;lateral bracing required where shown++ !� 4.No bad should be applied to anycomponent until after all bracingand 4.Installation of truss is the responsibility of the respective contractor. /• Cy S E Q. : 6203161 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9,9 (✓q 2�Q design loads be appied to any component. and are for"dry condition"of use. }y" � TRANS i D: 418660 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pq UL `` fabrication,handing,shipment and installation of components. ecessary. 6.This design is furnished subject to the Imitations set forth by7.Designlaesassumes adequatedootdrhi facesae Is provided., IIIIII 1111 III I'll' Ill(IIII 11111 ill 9 J 8.Plates be located on bothcof truss,and placed so their center TPINVECA In BCSI,copies of which will be furnished upon request. Digitsit coincide with joint aIn inches.nche. EXPIRES:12/31/2016 9. Indicate size plate s MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1956(MiTek) 4 111111111 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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) 69 3-5=(-266) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-109) 91 WEBS: 2x4 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 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 = 0.002" @ -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" 8-02-09 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.762" T '( 1' MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" 4.00 v M-1.5x3 DESIGN ASSUMES MOISTURE CONTENT DOES 4 NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting VI system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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 .-1 in the plane of the truss only. 1 0 0 L.,-, ME � 1 2 il►/5 - 01 AM 0 M-3x4 M-1.5x3 1 1, b 8-02-09 0-03-12 b 1, ), 1-00 8-06 <oh`cO PRQ, JOB NAME •. 5 019-D POLYGON - P2 �0, ��GINE.e9 "�/0 Scale: 0.5990 (V� #'PL WARNINGS: GENERAL NOTES,unless otherwise noted: `78 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: P2 and Warnings before construction commences. building component.Applicability of design parameters end proper w 2.2x4 compression web braang 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 h... po ry continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I, 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'Os ij, 7P Q" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. G/ ^. non-corrosiveSEQ. : 6203162 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a 1,9 AIR environment, 9 q H Y `� <Q design loads be appied 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 8•Design assumes full bearing at all suppo is shown.Shim or wedge if pA V L T` necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 1111111111111111 VVTPI/WfCA in BCSI,copies at which will be furnishedished upon request git coincidewith jointcenter tines.. EXPIRES:12/31/20111 I �/2O./�6 9.Digits indicatesize ofpate In inches. M)Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIII II Nil 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 ff1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" 0.1. 2-3=(-69) 26 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 CHORE = 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/ 95V 0/ OH 5.50" 0.07 )<DDF ( 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 '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 = 0.019" @ -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 = 0.004" @ 1'- 5.5" Allowed = 0.205" MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.4" Allowed = 0.307" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 3.1" 6.00P 3 , MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.1" 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. r+ Wind: 140 mph, h=loft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, ry Truss designed for wind loads M-3x9 in the plane of the truss only. roA- a o PA lin I Mil= i of 2111101 4 _ 1 1 ), y b 1-08 2-00 1-03-13 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-D POLYGON - SJ1 Scale: 0.8274 , Q- 4CC.. WARNINGS: GENERAL NOTES,unless otherwise noted: tri te78 1' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual Truss: S J1 and Warnings before construction commences. building component.Applicehitty of design parameters and proper Al 2o4 compression web bracing must 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 atDES. B Y: B S 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t"„ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "S7 OREGON Ns DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2K Impact bridging or lateral bracing required where shown++ '4, //i. �Q 4.No load should be appled to any component until after a8 9, bracing and 4.Installation of truss is the responsibility of the respective contractor. V t� 4g+, SEQ. : 6203163fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, g qY - 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 8.Design assumes full bearing at all supports shown.Shim or wedge if pa u L L l` - fabrication,handl necessary. ng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 VTPINVTCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint centernche. EXPIRES: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-1988(MITek) IIII I II III This 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) 84 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-117) 53 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" -97/ 461V -25/ 134H 5.50" 0.74 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 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 = 0.019" @ -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. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m 0 M M-3x4 rh 1 f /- 2� 4 -/ 1 1-08 2-00 9-07-13 PROVIDE FULL BEARING;Jts:2,4,31 t0 PRQFe JOB NAME •. 5019-D POLYGON - SJ2 Scale: 0.5726 � ��G'NE�R WARNINGS: GENERAL NOTES,unless otherwise noted: 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: S J2 and Warnings before construction commences, building component.Applicability of design parameters and proper / .,, • 4110 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 end 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 P nY continuous sheathing such as plywooding(TC)and/or drywalNBC). •f l' 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++ 1„ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor.SEQ. : 6203164 .non-corrosive9 environment, ,q Y 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a TRANS I D• 418 6 6 0 design bads be applied to any componentare9 use. Po wedgeh • 5.CompuTrus has no control over and assumes no responsibility for the 8. and Design assumes full bearing for"dry condition"n at all supports shown.Shim or if PA U fabrication,handing,shipment and installation of components. Decessary. 9 Dme Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIIIIII III VIII VIII IIII IIIITPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. EXPIRES: ��1�2�16 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) 11E11 1111This 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 #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=(-64) 38 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 ERG 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/ 81H 5.50" 0.48 KDDF ( 625) i 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) I 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 '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, IL-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 T MAX BC PANEL LL DEFL = 0.001" @ 1'- 0,1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 10.00 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. 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=l.6, o Truss designed for wind loads t in the plane of the truss only. 0 0 1 N N O NEMIll 41#3:31 1 M-3x9 ,1 y y 1-00 2-00 PROVIDE FULL BEARING;Jts:2,4,3j VO e ss JOB NPME : 5019-D POLYGON - SJ3 c+GIN Scale: 0.6926 ��? �i �� ©�i WARNINGS: GENERAL NOTES,unless otherwise noted: s• 8 19r 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 2.204 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 is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by v. 4) continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). -7 OREGON 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++ SEQ. : 6 2 0 316 5 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsblity of the respective contractor. � it,� Y j 5 t��� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. h TRANS I D: 418660 5.Compalrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if CAU R` fabrication,handling,shipment and installation of components. necessary. 7.Plates assumes adequate drainage istrus,provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIIII III IIII II II I III VIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. Digits plate coincide with joint center fines. 9.DI its indicate size of In inches. MiTek USA,Inc.lCor puTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MlTek) EXPIRES:12/31/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 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/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 3 ., MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 10.00 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 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. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, co Truss designed for wind loads in the plane of the truss only. M-3x9 rn t 0 o1.1 � ►� 4►" 1 l l 1- 1-0 0 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,3) (< O PROF A,, JOB NAME •. 5019-D POLYGON - SJ4 �.' �c�GI NE ip Scale: 0.6431 �� 2�y, WARNINGS: GENERAL NOTES,unless otherwise noted: 2°78 .E K' 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 AP Truss•• S J 4 and Warnings before construction commences. building component.Applicability of design parameters and proper fw 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary pacing 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 4) is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/ordrywell(BC). -7 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++ '�s -Y0 rL �„ 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 S E Q 6203166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9,9 �� TRANS ID: 418660 design beds be applied ocon to any component end are for"dry condition"of use. '1 �t t1 • 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full beating al all supports shown.Shim or wedge if Ary U 1- `` 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 1111111111111111111111111IIIIII III IIIITPINVECA In BCSI,copies of which will be famished upon request. Diindicate coincidewith jointcenter Ines. 9.Digits size off platein 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: 12/31/2016 IIII(I ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-48) 91 1-3=(0) 0 BC: 2x9 KDDF 41&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. DON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. DON. 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/ 9211 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 92.0 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' ( (LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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=loft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rn 0 0 0 rn/_ t 0)`- -/o�' 1► 3►� M-3x9 b 2-00 PROVIDE FULL BEARING;Jts:1,3,21 JOB NAME : 5019-D POLYGON - S J5 ��::,;)c,11741/1:: Scale: 0.7796 61r/�I. WARNINGS: GENERAL NOTES,unless otherwise noted: 4 r/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: S J55 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 responsibliy 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 n c.and at 10'hint suchrespectivelyploodss braced(TC)throughout dr wengM). "V OREGON is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathe thro and/or dein length by .Y �40 DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 2C3 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. AS , SEQ. : 6203167 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 57 Al"1 Y -, design bads be tippled to any component. and are for"dry condition"of use. �L7. V TRANS I D: 418660 5.CompuTrus hes no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If " PA UL P` R 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 VIII VIII VIII(IIII III III IIIITPI WICA in SCSI,copies of which will be famished upon request. lines coincide with joint center tines. EXPIRES: 1�L31I2O� 9.Digits Indicate size of plate in inches. MITak USA,Inc./COmpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) IIIIIII 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-90) 74 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL.SUPPORT <= 12"0C. 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 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/100 12 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.002" @ l'- 0.1" Allowed = 0.072" 10.00 r AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 -/ 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. Wind: 140 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, a' Truss designed for wind loads ii in the plane of the truss only. co 0 rn M-3x4 rn oIAFlaAIIII o� 1►� 3►1 l y y 2-00 1-11-11 PROVIDE FULL BEARING;Jts:1,3,21 JOB NAME : 5019-D POLYGON - S J6Sale, 0.6361 4 pr��7p 9 17 WARNINGS: GENERAL NOTES,unless otherwise noted: ' w E 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• S J6 and Warnings before construction commences. building component.Applicability of design parameters and proper _,,r APO 2.204 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. µ.J 8 r- t' 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.n,respectively unless braced throughout their length by tO is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •1 OREGON "• DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ //.. C3 �tz 4.No bad should be appked to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .� V,4 f 2 SEQ. : 6203168 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used In a noncorrosive environment, ry Y 1 -t�(j design bads 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 8.Design assumes full bearing at all supports shown.Shim or wedge if pA U L P� necessary. fabrication,handkng,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 11111111111111111111 IIIIII VIII IIII VIII I III VIII IIII IIII IIII TPINVTCA in BCSI,copies of which will be finished upon request. Digit coincideItwithizjoint ate In inches.nche. EXPIRES:12/31/2016 1 9.lines Indicate size of plate In MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek)