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Plans (206) S•7- 4Q)\ - eU4\' mit 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. • <<,0NGl 4- '4 s�o <t' 83640PE 9f y OREGON ,9 0y(441RY 12 2 �- Ss ON O Di.fir, ture EXPIRATIOI _"'-31-16 December 4,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R46042160 PL15-410_UPPER F01 Floor Girder 1 1 Job Reference Motional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:35 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-huOn6uBARNZdmzBuephdGZCS83xUo0d2pG3Aj2yCcwl I 1-0-0 1.5x3 II 1 3x4= 5 2 Scale=1:13.2 _-. N„ 1111 o 0 N 1 1 ■ „r •-_a W. 4 =, 3 1.5x3 ll 3x4= I 1-3-0 I 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 ""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina- NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=183/0-3-8,3=219/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for buss 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) Na 19 ,C 640PE 9r r 9 lillar A,ORE IIP 1 ,•.Q OOCOLtiqRY 12 &0O SOOtk Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. la . ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building.component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing . - MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M11 QuaNly Criteria,DS11-89 and SCSI Building Component " Suite 109 Solely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Carus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042161 PL15410_UPPER F02 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:37 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-0GVVXXaDRy_pLOHLGIEk5L IrvsX7GsYLHaYHoxyCcwG 0-1-8 H 1H 9-7-111 1-2-0 1 r0�77� �7 1 1-2-0 1 p-11-131 Scale=1:41.4 4x6 I I 3x6 FP= 3x6 FP= 1.5x3 =5x8 I I 5x6 I I 4x6 I I 5x6 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 ix /\ o p Ir. H A - d i42 ir_ A\ 7 \ /\_/\ \L- A , EA . A ' ,. 0. A _ Ni 41 ' 1 m I 846 CAO 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 5x6 II 6x8 I1 6x8=3x6 FP= 5x6 II 5x6 I I 3x6 FP=5x6 II 6x6= 6x6= 1.5x3 = 6x6 = 5x6 II 11-8-3 I 10-6-3 11-1-1 I 23-8-0 10-6-3 0-7-0 11-11-13 0-7-0 Plate Offsets(X,Y)- 133:0-3-0,0-0-01,135:0-3-0,0-0-01,141:0-1-8,0-0-81,142:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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 Incr NO WB 0.29 Horz(TL) 0.06 26 n/a n/a BCDL 5.0 Code IBC2012/PI2007 (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. �.,,,,0") �D P R QF cS1s 3)Refer to girder(s)for truss to truss connections. Q. F 4)Bearing at joint(s)41 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ,, , ‘,..‘GINE. ,.., /0 of bearing surface. �f� -' 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 Lt; 8 a 40 P E l be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 7-5-12,and 177 lb 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 �ON O,\O LOAD CASE(S) Standard 0!y Lf4-TRY' 2-- SCI 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 O Uniform Loads(plf) O SOON Vert:26-41=-8,1-25=-80 Concentrated Loads(Ib) Digital Signature Vert 9=-965(B)17=-177(B) EXPIRATION DATE: 12-31-16 December 4,2015 e I ... a WARNING-Veri6r design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 5111-7473 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 r. a truss system.Before use,the butding designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additionattemporary 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/TMl Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informalion 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(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Welk Industries,Inc.Thu Dec 03 14:38:38 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-5T3wIwD3j IxCdRwTJxFKuBgOnGxW?FoUVEIrKNyCcwF I 1-7-0 I I 1-40 I Scale=1:17.8 6x6- 3x6 I I 3x6 II 3x6 II 3x6 II 3x6 I I 1 11 2 3 4 12 5 13 6 ° a d A N L. \ . • . . I:_d 1. s a 6x6= 5x6 II _ 3x6 II 6x6 I 9-4-0 40 9-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0 hE LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-1033/0,1-11=770/0,2-11=-770/0,2-3=770/0,3-4=-1123/0,4-12=1123/0,5-12=-1123/0 BOT CHORD 8-9=0/1102,7-8=0/781 WEBS 5-7=1068/0,5-8=0/476,4-8=311/0,3-9=-463/0,2-9=-417/0,1-9=0/1082 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) p PRp Vert:7-10=10,1-6=100 �-c FEs Concentrated Loads(lb) c'\ G)NE s� Vert:4=132(F)3=132(F)2=132(F)11=276(F)12=132(F)13=132(F) �� �N F9 O29 8 .40PE I y 10 A.ORE •N NO O �',,,VqRY 12--O�� OSOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I ®WARNING-Verify design parameters and READ NOTES-ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Nut , Design valid for use only with MiTek©connectors.This-design is based only upon parameters shown,and B for an individual building component,not - a truss system.Before use,the building designer mustverify the applicabi dy of.design parametersand property incorporate this design into the overall T ' binding design. Bracing indicated is to prevent buckling of individual tons web and/or chord members only.Additional temporary and permanent bracing MiTek - -' - - is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Craeria,051-89 end SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heiohts.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 MiTek Industries,Inc.Thu Dec 03 14:38:39 2015-Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-ZfdlyFEhUc33FbVffmZRPNA2g9Qke0ekulOsgyCcwE 1 1-10-4 II 1-9-0 1 01-8 Seale=1:41.8 3x6 FP= 3x6 FP= 1.5x3= 4x6 II 4x6 II 4x6 II 1.5x3=- 1 1 2 28 3 4 5 6 7 6 9 10 {11 12 13 14 15 16 a \ / \ / \ / \ / \ / \ / \._ 27 w 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 Plate Offsets(X,Y)— 127:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.18 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.28 20-21 >999 360 BCLL 0.0 Rep Stress Inca" 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 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) 25=1061/Mechanical,17=1046/0-5-4 FORCES. (lb)-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=013228,18-19=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. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). '`,Y' P R�FFss ��co �NGI NFF� /0 LOAD CASE(S) Standard /fj 1)Dead+Floor Live(balanced):Lumber lncrease=1.00,Plate lncrease=1.00 8 a40PE 91' Uniform Loads(pIf) Vert:17-25=-8,1-16=-80 Concentrated Loads(Ib) ,,. Vert:28=-20(B) S7 411.4,ORE N .9 C &4F?Y 12 2�\-\ O. ° o o sooty Digital Signature j 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 vaiid for use only with Mttek®connectors.This design is based on upon parameters shown,and is for an individual building component.not MI . iy a truss system.Before use,the bulding designer must verify the applicabi or design parameters and properly incorporate this design into the overall _. building design:Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing i ' Milek' - is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/r%1 Quality Criteria,DS11-89 and SCSI Building Component - Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042164 PL15-410_UPPER F05 FLOOR GIRDER 1 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s JUI 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:39 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-ZfdlyFEhUc33FbVftfmZRPNCmglOkpdeku 1 OsqyCcwE 1-2-12 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 L 0 4 4 3 1.5x3 II 3x4= I 1-5-12 I 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=74/Mechanical,3=74/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <(oc 3 PROFA sd' -,\o 0NG)NEF9 /O?'9 gc 8 e40PE r' OP y ORE dr ,o O 0Lq /y RY 12 11/ O\� SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 I iiii. " A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design vafid for use only with.Mitek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent.not a truss system.Before use.'the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall •building design.--Bracing.indcatedis to prevent buckling of individual truss web and/or chord.members only.Additional temporary and permanent bracing - ^MNTek- - is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl QuaHy Criteria,DS11-B9 and SCSI Building Component 7777.109 Safely Intormation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Cures Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042165 PL15-410_UPPER F07 GABLE 1 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7,530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:40 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-2rBg9bFJFvBwtl4rQMHozcwNZ4eeTGNnzYnxPGyCcwD 0-f8 Scale=1:39.4 • 3x6 FP=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 h 42 II N 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 l 2-8-0 1 4-0-0 1 5-4-0 l 6-8-0 1 8-0-0 1 9-4-0 1 10.8-0 1 12-0-0 1 13-4-0 I 14-8-0 1 16-0-0 1 17-4-0 1 16-8-0 1 20-0-0 I 21-4-0 1 22-8-0 123-11-12 1 1-40 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 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 Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 23-11-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (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. •��Q'E4 P R oFFss ��5 t�NGINEF'Q /0 2 ��• 8 e40PE 91- S �y OR ON 0 .v& `, c l• yOgRYj2OOSOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I A WARNING-Verily deign parameters and READ NOTES ON THIS AND INCLUDED MITEE REFERANCE PAGE MII-7473.rev.10103/2015 BEFORE USE. Design valid for use only with M7ekm connectors.This design is based only upon parameters shown,and is for an individual building coponent,not 11111 - .- -a truss system.Before.use,the building designer must verify the applicability of design parameters and properly incorporate this designminto the overall building design.-Bracing indicated is to prevent buckling of individual trussweb and/or chord members only.Additional temporary and.permanent bracing MiTek - ~ - is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quality Criteria,056-89 and SCSI Building Component - Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042166 PL15410_UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:41 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdh1-VV212NxGx0DJnUvf1_3o1 WgSZdT_uCjdwCBWVxiyCcwC 0-48 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 s o e e e a a a o a a m o e a a e e 42 mE o d d N N a 41 j � _q e e e q e e e e e i e q ii s e uuu�?�l�luuX u r�I�lu u�luuu\/\/VVS \,(VV\(VVVu\, 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 l 2-8-0 1 4-0-0 I 54-0 I 6-8-0 l 6-0-0 l 94-0 l 10-8-0 1 12-0-0 l 13-4-0 l 14-8-0 1 16-0-0 1 17-4-0 I 18-8-0 1 20-0-0 1 21-4-0 1 22-8-0 123-8-0 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 1-4-0 1-0-0 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 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 REACTIONS. All bearings 23-8-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (lb)- 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. ���E© P R 0 , ��\c, tNGINEFR /O29 8 40PE f -7 OR ON �� O O4,„ R Y 12•O�� k.iO SOON Digital Signature `EXPIRATION DATE: 12-31-16 December 4,2015 i AWARNINGv:Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8-7473 rev.10/03/2015 BEFORE USE. * Design valid for use only with Mifeki®connectors.This design is based only upon parameters shown,and is for an individual buikdng coponent,not a truss system.Before use.the bolding designer must verify the applicability of design parameters and properly incorporate this designminto the overall _ 1111111 - - building design.:Bracing indicated is to prevent bucking-of individual truss web:andfor 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 Quality Criteria.DS6.89 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 IPly POLYGON R46042167 PL15-410 UPPER F09 Floor Girder 1- I 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?fptJUx8a4QrG2T9yCcwB 2-6-0 I I 1-8-12 1 I 1-8-12 1 0.1-YY8 II�-Scale=1:17.6 354 II 354= 1.553 I I 3x6= 3x4= 2 3 5 • • :/ ' . —a 10 9 8 7 6 1.553 II 356 = 355= 3x6= I 7-2-12 9-4-0 7-2-12 I 2-1-4 Plate Offsets(X,Y)- f1:Edge,0-1-81,f5:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 9-4-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 9=118/7-4-4,8=204/7-4-4,7=999/7-4-4 Max Uplift9=34(LC 4),8=-74(LC 4) Max Gray 9=183(LC 3),8=340(LC 3),7=999(LC 1) FORCES. (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 �fR~�D PRpFFss 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ANG I NEF9 Z Uniform Loads(p8) 2 Vert:6-9=-8,1-4=-80,4-5=-180(F=-100) •y ct- re Concentrated Loads(Ib) 8 s 40 P E Vert:5=-336(F) •y OREN r. 0 �Gq 250yRY �OO SOON O Digital Signature ( EXPIRATION DATE: 12-31-16 December 4,2015 I A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MU-7473 rev.10/01/2015 BEFORE USE. Design void for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not ✓ . a truss system.Before use,the building designer mustverify the applicability of design parameters and properly incorporate this design into the overall Tk' 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 properly damage. For general guidance regarding the n. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Mil QuaHy Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042168 PL15-410_UPPER F10 GABLE 1 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:42 2015 Page 1 ID:c53KNt9S8dZANgLpvM EnZkyCd I1-_EJQaH GZriXRd62EEYnJG21?kKtK6xAr4QrG2T9yCcwB OM 1 2 3 lI 4 5 6 Scale=1:12.8 14 0 1 a N • _ _ _ _J e 71 a e e 13 12 11 10 9 8 7 1-4-0 I 2-80 I 4-0-0 I 5-4-0 I 6-2-12 I 1-4-0 1-4-0 1-4-0 1-4-0 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 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 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 6-2-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 3cc< AGP Ec9 s/.2 t4 8 .,40PE f 410 y ORE • (3.&4111: �yooASooN 0 Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil " Design valid for use only with M7ek® m connectors.This design is based only upon parameters shown.and is for an individual budding coponent,not a truss system.Before use.the budding designer must verity 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 IYIiAQk `'.`,. is always required for stabi"ity 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 QuaBly Criteria,DSII-89 and BCSI Bonding Component Suite 109 Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Citrus He_iahts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R48042169 PL15-410_UPPER F11 Floor 12 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.5305 Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:43 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-SQtpodHBYgZUkCoQ6UgVbFXsJHZngVCDfV?c?byCcwA 0-1-8 H I 1-8-12 I I 2-2-0 I 2-6-0 I Scale=1:39.0 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP= 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 20 3s: I % 19e e al Cr 18 17 16 15 14 13 12 1.5x3 II 3x6= 3x6 FP= 3x8= 3x5= 3x6 = 3x4= 2-2-12 1 1-11-12 2-1 22-4-12 1-11-12 0-141 20-2-0 l 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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 Ina NO WB 0.54 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-17. REACTIONS. (lb/size) 12=849/0-2-12,17=1434/0-5-8 Max Gray 12=878(LC 4),17=1434(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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 E) PR©F 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,��� G £SS � Uniform Loads(plf) 1NE / Vert:12-18=-8,1-11=80 � t• �� Concentrated Loads(Ib) 9 8 a40PE r Vert:1=336(F) 4101P - *9 ORE e O �Gq `� CyORY12O� OSOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 t r 1.11 ®WARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIP7473 rev.10/13/2015 BEFORE USE. Design valid for use only with Welt®connectors.This design is based only upon parameters showq,and is for an individual building component,not - a truss system.Before use,the building designer must verify the applicability of design.parameters and properly incorporate this design into the overall ■� � building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only:Additional temporary and permanent bracing :- MiTele - • 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/Sill Qual ly 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 R46042170 PL15-410_UPPER F13 Floor 5 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:43 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyC dl1-SQtpodHBYgZU kCoQ6Uq V bFXtmHdGgcS DN?c?byCcwA I 0-6-4 d1r41--I 1-2-0 I I 0-8-7 4x4-1 1-2-0 I I °-61 I 1 2 3 4 5 4x4= 6 Scale=1:12.9 . . .\_____ 13 4 :, t .._\ 4x4 = 3 ‘' 12 11 10 9 8 4x4= 4x4= I 2-10-11 1 3-5-11 1 4-0-11 1 4-11-4 I 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)— 12:0-1-8,Edge)14:0-1-8,EdoeL 15:0-1-8,Edge),f7:Edoe,0-1-81.110:0-1-8,Edge1,f12:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(fl8t) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=209/Mechanical,7=204/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-12=-314/0,5-7=306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. � ° P R pFe6'1s' �NGINEF9 /p je 2-Y ct $ :40PE r' ' ORE 4l• ^� O 1<, ''9 Ry 12 ��0 SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 I a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE WI-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTel&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate.the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members'only.Additional temporary and permanent bracing , - Welk "' ' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and:bracing of trusses and truss systems,see ANSI/TM1 Quality Creeda,051-89 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 R46042171 PL15-410_UPPER F15 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:43 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-SQtpodHBYgZUkCoQ6UgVbFXrvHbWga4DwV?c?byCcwA —0�� I 1-2-0 I I 0-8-7 I I 1-2-0 I I 1-5-1 I 2-6-0 Scale=1:16.4 1.5x3 I I 4x4= 1.553 II 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4x4= 4 5 6 7 • ti a e e / / —\' 5. a^ e e a 3x4= 13 12 11 10 9 8 1.5x3 II 1.5x3 II 4x4= 4x4= 354= I 2-10-11 1 3-5-11 1 4-0-11 1 8-2-12 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)— 12:0-1.8,Edgel,f3:0-1-8,Edgel,I9:0-1-8,Edge1,110:0-1-8,Edgel.113:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 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 Incl YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No,1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. co• �NGINEF, /O Q 88 .40PE 9r G. OR SON r.� OyO&'gRY 12. 20 / \4 O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 s, mll ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M147473 rev,10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based onlyupon parameters shown.and is for an individual bulding component,not . a truss system.Before use,the building designer must verify theapplicobiity:of design parameters and properly incorporate this design into the overall F '` building design.Bracing indicated a to prevent buckling of individual truss-web'and/or chord members only.Additional temporaryMiTek' N 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 trusssystems,see ANSI/TPil Quaily Criteria,DSB-89 and BCSI Building Component Safely Information available horn 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 I D:c53KNt9S8dZANgLpvM EnZkyCdl1-wcRB?zlgJ8iLLMNcfC Mk8S41 thui PuMN u919Y1 yCcw9 I 2-5-8 I I 2-6-0 I Scale=1:40.5 1.5x3 II 4x5= 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP= 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e x 9 4 0 N y e a 18 17 16 15 14 13 12 1.5x3 I I 4x8= 3x6 FP= 3x5= 3x5= 358= 3x4= I 23-2-8 I 23-2-8 Plate Offsets(X,Y)— PI:Edae.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 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 Ina YES WB 0.80 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=1015/Mechanical,12=1015/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=1009/0,1-2=1276/0,2-3=1276/0,3-4=-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. C�Nco NGNE�9s/0 40PE 9 c� (.. 41, i 41111 "..--vA.ORE r i r.� O Ch• °4 RY 12:• 4C9 �n SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 A —..., mi A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE t Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ,` building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing " MITek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777777 Greenback Lane fabrication.storage,derrvery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,856-89 and BCSI Building Component "- 7 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL1-5-410_UPPER F17 Floor 16 1 846042173 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:c53KNt9S8c1ZANgLpvMEnZkyCd11-Op_ZDJJS4SgCzWypDvtzggdBN5DT8MG WGpUi4TyCcw8 ?-7-41 2-6-0 i 0- 48 Scale=1:40.7 4x6= 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 _ L a e e c deefot - IN 7 N.7 N.. 7 \\N. ,, Ns, Ia z1rE `e 20 19 18 17 16 15 14 21133 4x4 = 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= °' r8 23-11-12 23-10-4 I Plate Offsets(X,Y)— f19:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress Ina YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.t&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4,19=1043/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1581/0,3-4=-1581/0,4-5=-3040/0,5-6=-3040/0,6-7=-3266/0,7-8=3266/0,8-9=-2265/0,9-10=2265/0, 10-11=2265/0 BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,14-15=0/2907,13-14=0/1291 WEBS 11-13=1600/0,11-14=0/1207,8-14=-796/0,8-15=0/444,6-16=314/0,4-16=0/731,4-18=-1077/0,2-18=0/1492, 2-19=-1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��--? O PRQFFss ,-N tiNGiNEF9 /0 2 8 .40PE �<' OP y ORE •NI ro 0y�&gRY 12,`fr c" OO SOON Q 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. 11111 - Design valid for use only with Mitek®connectors..This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T �" _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing e 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 Quaftly Criteria,DSS-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042174 PL15-410_UPPER F18 Floor 4 1 Job Reference(ootional) 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:c53KNt9S8dZANgLpvMEnZkyCd11-0p ZDJJS4SgCzWypDvtzggdBU5Df8M7W6pUi4TyCLw8 0-1-8 NW 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 ea e a- -Z - Z— e 20 '.� b G ..i N Z.. -Z e B 9 •O 19 18 17 16 15 14 13 6x6= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= • 23-8-0 I I 23-8-0 Plate Offsets(X,V)- 119:Edae,0-1-81.119:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) 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/TPI2007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1032/Mechanical,19=1027/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1461/0,34=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. <(-' ) PROFFSr, 8 a40PE 444 c 40 ar 9 ORE • c)*, oyo° so_oN o� Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 .r A WARNING-Verify deaign parameters and READ NOTES ON THIS AND INCWDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. p Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and a for an individual building component.not abl. hiss system.Before use,the bulding designer must verity the applicability of design parametersand properly incorporate the design into the overall bolding-design. Bracing indicated is to prevent buckling ofrindividual hassweb and/or chord members only.Additional temporaryand permanent bracing - Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DS$-89 and ICSI 8utiding 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 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:c53KNt9S8dZANgLpyMEnZkyCd11-sTNQE4dy3bgX?ndOCDt9PJUh2t rfLTEGcwyCcw7 Scale=1:18.7 1 2 3 4 5 6 7 8 9 10 0 0 o e o oi 0 0 o- 0 o J d N d e O e O O e e 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 (lac) Edefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code IBC2012/P12007 (Matrix) Weight:55 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 11-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. R � RtiD PDFFss -I5 tNGifVEF9 /0 2 8 -.40PE �r v OR 'SON 0 "vemRYi2.2�`J0 OO SOON 1/4-0 Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 r Atil WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev.10/03/2015 BEFORE USE. mili Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not b a truss system.Before use:the building designer must verify the applicability of design parameters and properly incorporate this design into the overall e� building design.Bracing indicated js to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing -MiTele el ' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quail),Criteria,DSI-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 4 Job Truss Truss Type Qty Ply POLYGON R46042176 PL15410 UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:46 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd 11-s?YxQfK4rly3bgX?ndOC Dt9NOU hHtyfLTEGcwyCcw7 1.Sx O —I 2-6-0 1.1503 11 1 2 4x4= 3 Scale=1:13.0 J J � 5 4 4x4= 3x4= 0�04 3-4-12 I O-1-8 3-3-4 Plate Offsets(X,YI— 15:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �(c,iED PROFFss ,�\� ANG)NEL, /�29 8 .40PE IOW . -7„,OR ON o,.o O (igRY V2? �- 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.10/03/2015 BEFORE USE. imill+ _ 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 buldingdesigner must verity the applicability of design parameters and property incorporate the design into the overall _- - - building design.Bracing indicated n io 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/TPII Quality Criteria.051-89 and ICS!Building Component 7Suite777109 Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chins Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042177 PL15-410 UPPER F22 Floor 2 1 Job Reference footional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:46 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-s?YxQfK4dy3bgX?ndOCDt9NJUeOtvyfLTEGcwyCcw7 1 1-3-12 1 2-6-0 Scale=1:24.9 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 C o d N 1 10 9 Zirk 3x4= 3x5 = 3x5= 3x4 = 0 0'118 14-3-12 14-2-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=977/0,3-4=-977/0,.1-5=-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 3-10c1(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <o�ED PROFfss ,.5• I�NGINE 'Q /O 2 �� .-•640PE v1— OP, r c:-.44..ORE r.� y AIRY12 �O OO soot.), O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 I A -- WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIL7473 rev.10/03/2015 BEFORE USE. ;. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and a for an individual biting component,not a truss system.Before use,thebuidingdesigner must verify the applicability of design parameters and properly incorporate this design into the overall r building design.:,Bracing indicated is to prevent buckling of individual truss web and/or chord'members only.Additional temporary and permanent bracing '!.:'r MiTek - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see =ANSI/TPIl Quality Criteria,DSB-B9 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. - Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R48042178 PL15-410 UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:47 2015-Page 1 ID:c53KNt9S8d2ANgLpvMEnZkyCd11-KB6Jd?Kic34wCg6BLKVR15iXiuxecJLpa7zp8MyCcw6 0-0_1-4 1 2-6-0 I 0- , 8 Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 °. e e eZ 4N.,... 7 NN,N,- e 9 e 0•••••, NiN. 7 Nisixsb.3s zo \ N 3S e ,e e e 19 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5= 3x8 = 3x4= I 21-6-12 I 2t-6-12 Plate Offsets(X,Y)— [1:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 18=937/0-2-12,12=937/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=949/0,1-2=414/0,2-3=-414/0,3-1=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. ,��<��NG N Fq % �� 8 .40PE 9t' 410 -7 ORE •N o,.o 04, (*lay i2.? \40 O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 4 / WPM ®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 Mirek®connectors.This design is based only upon parameters shown,and is for an individual bum ng coponent,not a truss system.Before we,the. building desgnerrnust verify the applicability of design parameters and properly incorporate this design into the overall - ` building design.-Bracing indicatedisto prevent buckling.of-individual truss web.and/or chord members only:.Additional temporary and permanent bracing mei(- - - . - is always required for stability and to prevent collapse withpossible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSI-89 and SCSI Building Component 7777Sufte 109 Safety InformatIon available horn Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Hefahts.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-410_UPPER F24 Floor Girder 1 1 R46042179 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:48 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-pOgirKLKNNCngzhOu2QgIIFgEIMgLsSypnjNhoyCcw5 0-1-8 H I 1-8-12 I I 2)-8 I 2-6-0 Scale=1:38.6 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x4= 3x4 I I 1 2 3 4 5 8 7 8 9 10 11 .. e i _ 2 e e 20 a4/ 7 NNN 7 e. _ qq 7 Ns..s a N 19a IN XXXXXX7'XXXXX XXXXXXXXXXXX XXXXXXXXXXX xXXXXXXXXXXXX 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 20-3-8 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 117 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 20-5-0. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)12 except 13=489(LC 4),14=451(LC 4),15=417(LC 4),17=1052(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/496,2-3=0/497 BOT CHORD 16-17=-301/21,15-16=-301/21 WEBS 2-17=-303/0,1-17=694/0,3-15=-111/271,3-17=-364/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard <CRED PROFe. 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �.,$ �NG I NEE--. /O Uniform Loads(plf) 2 Vert:12-18=-8,1-2=180(F=100),2-11 80 -y � Concentrated Loads(Ib) c- 8 .40 P E s! Vert:1=-336(F) Or c..- ORE .N N. fix,,, RY 12-•`L� \ OO SOON O Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this.design into the overall - MiTek',s-.-building design.Bracing indicated B to prevent buckling.of individual truss.web and/or chord members only.Additional temporary and permanent bracing, ^MiTek ,°-. is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria.DS6-89 and ICSI Building Component _ 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Salle 109 Citrus Heiahts,CA 95610 Job Truss Truss TypeQty Ply POLYGON 846042180 PL15-410_UPPER F25 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTeklndustries,Inc.Thu Dec 03 14:38:48 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCd11-pOgirKLKNN C ng2hOu2Qg I IFk01 N SLuKypnjNhoyCcw5 0-ti8 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 e 9 o e e e e 9 9 e e e 9- 0 e e e t g 38 0 d b N N 3Z - - - - - - - - - - - _ ..7.- 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= sr - • 1 5-4, sc 0 : I I I 1 L:.r ISI -0 1-�:—. -•I 1 1: .. I I 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCOL 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/TPI2007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 21-6-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. (y1DGPROFFS, 4„IN v- NEAR s/Op9 c $:,�0PE f ( i C., ORE`Zc�j Q���q RY 12 OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 4 '".* S 4kWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/201S BEFORE USE. 'Designvalid for use only with Wield/connectors.This design is based only upon parameters shown,and is for an individual building component,not -airuss 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 buclting of individual truss web and/or chord-members only.Additional temporary and permanent bracing a. MST@�C - ,- , is always required for stability and to prevent collapse with possble 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/frll Quality Criteria,DSI-89 and SCSI Wilding Component _ Suite 109 Safety Inbrmafton available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Citrus Heiehts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45042181 PL15410 UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Thu Dec 03 14:38:49 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-HaE42gMy8gKeS7GaSIxvfWnsCib64AU61RSwDFyCcw4 1 1-04 I 2-6-0 1 0N8 Scale a 1:41.5 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 9e 97 N A.. r o a 21 7,N-_7"4NN 7 4 23 N a 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 011 o-5 8 24-4-12 24-3-4 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=1782/0,45=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. � 5 ��AGINE`r 9 > -44 8 •40PE �r' OP y ORE +N N. OY, ^IRY i2 Z�\-\ 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 e _ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473vev.10/03/2015 BEFORE USE Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ll • a truss system.Before use,the building designer mustverify the applicability of design parameters and property incorporate the design info the overall building design.-Bracing indicated is to prevent buckling of individual buss 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/TPn Quality Criteria..D511-89 and SCSI Building Component 7777 Greenback Lege Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 r.PLb Truss Truss Type Qty Ply POLYGON L R46042182 15410_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 14:35:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-ImoSGONau_SV3Hrm0ST8NjK3g6?vpkOFG5CT1hyCcv/3 1-7-4 2-3-0 O148 Scale=1:23.3 1.5x3 II 1.553 = 1.553 II 3x4= 1.553 II 3x4= 1.5x3 II 3x4= 1.553 = 1r 2 3 4 5 6 7 ezz)- 13 q 0 d � 12 b b 10 9 354= 3x5= 3x5 = 3x4= 13-5-12 I I 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) (/deft 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(L) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.28 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,0 kE 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. ��� NG P EF9 s��2 �� 8 ,40PE f i -9,„ORE : 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 MTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-tmoSGONau_SV3HrmOST8NjK5d621 poLFG5CTIhyCcw3 I 1-0.8 1.5x3 II 1 3x4= 2 Seale=1:13.2 L ] O 0 N I 4 •'q•�•����������111,. 1.5x3 II 3x4= 1-3-8 03 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (roc) Vdefl Ud 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. <<.:)` 1 3 P R O r e ss 75 t�NGINEF'9 �O 2 c4 8 ,40PE 9r Iiir of OP yORE ,moo 0,,..." N SOOO Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 I 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 1411.7473 rev.10/0312015 BEFORE USE. r r. Design valid for use e e with huekO connectors.This design is based only uponfsign parameters shown,a and o for an individual Child a component,thenot a truss system.Before use,the building designer must verify the applicability of design parameters andproperlyincorporate 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 - Wek is atways required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage;delivery,erection and bracing of trusses and truss systems,see ANSI/T9I1 Qually Creech.DSB-89 and ICS!Building Component -. 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042184 PL15-410_UPPER F29 FLOOR SUPPORTED GABL 2 1 Job Reference(ootonal) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 lD:c53KNt9S8dZANg LpvMEnZkyCdl1-ImoSGONau_SV3 H rm0ST8NjK5k622poLFG5CT1hyCcw3 l 0-10-12 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 o c 0 c N N 1.5x3 II 3x4= pp 1-1-12 0-D-3 1-1-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 """ 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BOLL 0.0 Rep Stress Inc: YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012TTPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=28/1-1-15,3=28/1-1-15,3=28/1-1-15 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. NG'<��NG PR EFR s��2 �� .40PE tet' 2 Oy OREGO� 0VygRY 1 • \ ? OO SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. r~ Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual budding component.not Ital 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 in 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.Far general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 Quality Criteria,DSS-89 and SCSI Building Component Suite 109 Safety Intormalton available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Cilias Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042185 PL15-410_UPPER F30 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s-Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-ImoSGONau_SV3HnrOST8NjK5x624poLFG5CT1hyCcw3 1.5x3 I I 1 4x4= 2 Scale=1:13.3 L t I 4 3 1.5x3 II 4x4 = pp 0-9-12 0-1-4 0-9-12 Plate Offsets(X,Y)— [1:Edge,0-1-81,f3:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=19/0-10-0,3=19/0-10-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��YED PROF£ss �CO' t,\' N F9 /Q 2 1f : >640PE 1 400! q ORE K. C�y�?./qRY 12 `4. C? 00 SOONO� Digital Signature EXPIRATION DATE: 12-31-16 j December 4,2015 s I.: A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI67473 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 bung component,not es - 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 indivlduathuss web=and/or chordmembers 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,defrery,erection and bracing of trusses and truss systems,see ANTPl1 Quality Criteria,DSB-89 and BCSI Banding Component 7777 Greenback Lane SI/ Safety Informalion 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 R46042186 PL15-410_UPPER F31 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:51 2015 Page 1 ID:c53f Nt9S8dZANgLpvMEnZkyCd11-DzMgTMNDfIaMhRQyaA_NwxtGNVOGYFbPVIy117yCca2 I 1-0-8 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 L 0 N I 1.5x3 II 3x4= p 1-3-8 D43 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/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 IBC20121TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 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. ����D PROFFss ,�\� �NG`��FR /ply >640PE f r yORE I. 1 ,..p 04e,-, RY'12-•2„�• SOON Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 4 I pes., ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 temporaryand 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 Qually Criteria,DSI-89 and SCSI Building Component -" 7777 109 Safety Information available horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042187 PL15-410_UPPER F32 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7,530 s Jul 11 2014 MiTek-Industries,Inc.Thu Dec 03 14:38:51 2015 Page 1 ID:c53f Wt9S8d2 ANgLpvMEnZkyCdl1-DzMgTMNDfIaMhRQyaA_NwxtGOVODYF3PVly117yCcw2 1 2 3 4 Scale=1:13.0 0 0 v • 8 7 6 5 I 3-7-0 I 3-7-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��-��� PR oFFSs ��5 �NGjNEF9 /� 4 . 8 .40PE 9r- ilIP y ORE ‘0N , 0 'vo4RY12-, 0 � ' SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 4 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10103/2015 BEFORE USE. 0 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not " -. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall `�' _ - building design.Bracing indicated is to prevent buckling of individual-truss web and/or chord members only.Additional temporary and permanent bracing Mi Aek* 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 Quaily Criteria,056-89 and SCSI Bonding 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 R48042188 PL15-410_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 ID:c53KNt9S8dZANgLpvMEnZkyCd11-DzMgTMNDflaMhRQyaA_NwxtGGVOGYFbPVIy117yCcw2 1 0-9-12 1 1.5x3 II 1 3x4= 2 Scale=1:13.2 o q 0 0 N . N.4. �•��•�•�,./•� 1.5x3 II 3x4= I 1-0-12 I 1-0-12 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) 0.00 4 """` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 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(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. �� 8 a40PE �i- OPi y ORE eNopIF o 03, lig RY 12•20�� OSOON Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 t I- pamee 41,WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M1ek0 connectors.This design is bused only upon parameters shown,and is for an individual building coponent,not - " .. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing, - Milek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TP11 Dually Criteria.DS8-89 and ICSI Building Component 7777109 Safety InformatIon available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Clens Heiatds.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042189 PL15-410_UPPER F41 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec-03 14:38:52 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyC d11-h9wChiOrQbi DJb?97tVcS8PQAvkP HirYj PhagZyC Lw1 I 1-3-8 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 .♦♦♦.♦.♦♦•♦•♦♦♦•.•♦�.♦ 1.5x3 II 3x4= I 1-6-8 I 1-6-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud 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 Ina 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 hE 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. •<<--. . P R pFFss —Ns `GNGINEF9 >0 8 a40PE IO y ORE IIN r.� ., ,4/ R1'12• \-\ `L� (Do SOON O Digital Signature L EXPIRATION DATE: 12-31-16 ) December 4,2015 to 411 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Weill)connectors.This design is based only upon parameters shown,and is for an individual building coponent,not _ ' a truss system.Before uses the buiding designer-must verify the applicability of design parameters and properly incorporate this designminto the overall ■�T building design. Bracing indicated,isdo prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele 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 Qually Criteria,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 34" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property ,, I (Drawings not to scale) Damage or Personal Injury offsets are indicated. MitDimensions are in ft-in-sixteenths. lilik. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See SCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For l/Tbr 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should be considered. a O 3. Never exceed the design loading shown and never �-� U �� ce U stack materials on inadequately braced trusses. a_ Pro ide ng O C7-8 c• c 6 Oi 4 designer,erectionthis supervisordesign property ownerand For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-'a' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in dccord 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. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is'not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / 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 ff.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior', (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. int r ( number where bearings occur. -- ® \ Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. BCSI: DSDesign tandard for Bracing. e BSI: Building Component Safety Information, kl' 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. IMMEMIM 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 IIIIIIIIIIIIII 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=1-14262) 3212 12-13=1-3604) 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 DF SS B; BC UNIF LL( 0.0)+DL( 20,0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V6- 7=(-13680) 3084 14-15=(-2890) 13148 12- 6=( -134) 1118 2x4 KDDF STUD C BC UNIF LL( 475.0)+DL( 343.0)- 818.0 PLF 7'- 0,0" TO 20'- 0.0" V7- 8=( -8756) 1986 15- 9=1-1908) 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=1-3730) 834 TC LATERAL SUPPORT <= 12"OC. UON. 14- 7=(-1042) 4764 BC LATERAL SUPPORT <= 12"OC. 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"OC 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/ 88B1V 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" 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" @ B'- 11.6" Allowed = 1.303" 6" oc in 2 row(s) throughout 2x6 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.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-08-11 2-01-09 2-09-13 2-11-09 2-11-09 2-04-09 3-05-11 load duration factor=l.6, 4' 4' f .( 1' 1' T Truss designed for wind loads 12 12 in the plane of the truss only. 10.00 p M-5x10M18HS 5x16 Q 10,00 M-6x8 M-3x5 M-3x10 M-5x6 4 5 6 7 8 El T2 � N\ /Al,, A C A M-5x16 rn _ --- I( I I B M tc I Nj_ I'f . I�I �� I t 01 r` 11 12 '� 13 14 15 \ q o0 1x8 M-7x12 0.25" M-3x8 M-6x8 M-6x8 ** MSHS-9x18(S) .1 +,37770 , l , y y 3-05-11 2-08-01 2-09-13 2-08-01 2-08-01 2-08-01 3-05-11 ,l ,l y 1-00 20-05-08 PRop JOB NAME •. 5019-D POLYGON - Al ��GNF>fi9 °,y Scale: 0.2948 GENERAL NOTES,unless otherwise noted: :.78 r WARNINGS: ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper ' • 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 tr po ty continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). -7^.OREGON ''s ,�• DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 Y4/ r7 4.No load should be spied to any component until after all bracing and 4.Installation of truss is the responsiblity of the respective contractor. 11 +q iiY AS !. 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, /r design loads be appled to any component. and are for"dry condition"of use. �" .-A U t '� TRANS I D 418660 6.Design assumes tot bearing at all supports shown.Shim or wedge if -AUL• 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handing,shipment and installation of components. 7.Design sumes 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 centerI r+ IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WfCA in BCSI,copies of which will be famished upon request. 9 DigitscIndicaate size of plate incenter Inches. EXPIRES: cr+I31/2016 MiTek USA,Inc./Co of s Software 7.6.6(1 L)-E to.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 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 42 TC LATERAL SUPPORT <= 12"OC. UON. LOADING ' BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -67/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" 0/ 32V 0/ OH 5,50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '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" 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" 10.00 17 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 3 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting ' system and components and cladding criteria. '' Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), of load duration factor=l.6, o Truss designed for wind loads o 1 in the plane of the truss only. N 1 V, o 1 M-3x4 ,1 ,L y 1-00 3-09 PROVIDE FULL BEARING;Jts:2,3,41 P JOB NAME : 5019-D POLYGON - AJ1 �0, \AGIN , Scale: 0.6897 , CCR WARNINGS: GENERAL NOTES,unless otherwise noted: :178 L 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: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper AP 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. P►'T ° , "` w .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'oc.respectively unless braced throughout their length by OREGON as is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall BC. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^• d S E 6203101 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .79A,-YG� Y - .� 1G• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ' 1 ` design bads be applied to any component. and are for"dry condition"of use. g /4^ an {Z\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 (1 U L F fabrication,handing,shipment and installation of components. esessary. 7.Designlaesassumes adequate both drainagecIsprovided. 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 1111111111111111111111111111111111 TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. EXPIRES:12131I201 6 9.Digits its 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) 1E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-91) 73 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" 2.7" TOTAL LOAD = 42.0 PSF 0'- 0.0" -38/ 325V -42/ 127H 5.50" 0,52 KDDF ( 625) 3'- 6,2" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -72/ 104V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 , MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" 10.00 3 MAX TC PANEL LL DEFL = 0.032" @ 2'- 3.7" Allowed = 0.286" MAX TC PANEL TL DEFL = 0.030" @ 2'- 3.7" Allowed = 0.428" '' MAX HORIZ. LL DEFL = -0.001" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 8.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting o o system and components and cladding criteria. 1 CO Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ro t 0 10 Ilet--. 1 4 iill M-3x4 y b 1, l 1-00 3-09 0-02-11 PROVIDE FULL BEARING;Jts:2,4,3' ����0 PRQp JOB NAME •. 5019-D POLYGON - AJ2 Scale: 0.6431 4� t‘,,, I" , kv 5, <3,..,E. °3.� WARNINGS: GENERAL NOTES,unless otherwise noted: r 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 IndMdual Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ..� J 2.254 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 bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by tr \4 m continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'y OREGON DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ '?y. 4j• n ' 4.No bad should be appied to any component until after at bracing and 4.Installation of truss is the respcnsibiily of the respective contractor. �/ ` SEQ. :. 6203102 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 _ fl Y TRANS5 `-i� ID: 418660 design beds be applied to any component. and are for"dry condition"of use. 1( n n J • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Pop bearing at all supports shown.Shim or wedge if Aq UL `` 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(III IIIITPINYfCA in BCSI,copies of which will be famished upon request. gitcoincide with jointcenterInes. . 9.Digits idtsize ofplateIn 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) EXPIRES:12/3j/2d16 loo IIIIIIIII 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"0C. UON. 3-4=( -61) 30 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" -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 -i MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 10.0" Allowed = 0.286" 6 MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.4" Allowed = 0.428" 12 r 10.00 7 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. ) o Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, � . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, in Truss designed for wind loads in the plane of the truss only. m I C EITAMINIMIIIIIIMIIN o 1 Y- o �� 5► -/ 1 M-3x4 ,1 b ) y 1-00 3-09 2-02-11 'PROVIDE FULL BEARING;Jts:2,5,3,41 RO JOB NAME •. 5019-D POLYGON - AJ3 0,. NGPN4, !o` Scale: 0.5166 �, �9' WARNINGS: GENERAL NOTES,unless otherwise noted. ct :•78 'E <- 40 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual r Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper ►'* 40, 2.2o4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. y,.= ems^ „` DES. BY: B$ 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at is responsibility of the erector. bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by «•, 4) continuous Impact sheathing suchr as rsheathing(TC)where or drywall(BC). „r 'ff�OREGON Q� DATE: 3/11/2015 is the sstructure is the r responsibility Additionaldit on rebuildingpermanent designer. 3.co Impact bridging or cabracing plywood sheatired where shown/++ Lr 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. /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, �,9 �'9q Y �J !.'C TRANS I D• 418660 design bads be applied to any component. and are for"dry condition"of use. 7/r^ V 5.CampuTms has no centro)over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if i to \N fabrication,handling,shipmentnecessary. A U L g and installation of components. 7.Design assumes adequate drainage is provided. 1111111111111111111111111111111111111118.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/W1-CA in BCSI,copies of which will be furnished upon request, lines coincide with joint Doter Ones. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E hes. 10.9.Foits r basiclonnecorcate size op late desilate In gn values see ESR-1311,ESR-1988 EXPIRES 12/3112016 P 9 (MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 ODE #16BTR SPACED 29.0" O.C. 2-3=(- 67 3-4=( -98)02) 269 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 ODE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" 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" 1) MAX BC PANEL TL DEFL = -0.005" @ 1'- 11,9" Allowed = 0.189" MAX HORIZ. LL DEFL = -0.003" @ 7'- 8.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 7'- 8.2" 10.00 7 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 to (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, t Truss designed for wind loads '( in the plane of the truss only. m MINIEMMIIIMMIIIIM-3x4 ,1 ). ). b 1-00 3-09 9-02-11 PROVIDE FULL BEARING;Jts:2,5,3,4 -p PROF JOB NAME : 5019-D POLYGON - AJ4 scale; @.4264 t4GINS, ,? f°i :•7 r WARNINOB: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for 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. "" ""•�"w 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bredng to Insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by t/ .`40 DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), o,. _OREGON 0 „ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ �/ r 4.Na load should be tippled to any component until after at bracing end 4.Installation of truss is the responsiblity of the respective contractor. '� Y j 5 -`!.- SEQ. : 6203104 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, n V V design cads be appied to any component and are for"dry condition"of use. rvA 1'11 - TRAN S I D 418660 8.Design assumes full bearing ale.supports shown.Shim or wedge if 1 L L 5.CompuTrus has no control over end 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 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII INTI VIII VIII VIII VIII IIII IIII TPINVECA In SCSI,copies of which will be famished upon request. 9 MDigits ines indicate withiate a tin erinc as. EXPIRES:12/31/2016 MiTek USA,ISC./CO pies of s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 101 01011 IIIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-388) 351 3-4=(-214) 168 TC LATERAL SUPPORT <= 12"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 BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -13/ 303V -111/ 296H 5.50" 0.48 KDDF ( 625) 3'- 6.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -200/ 277V 0/ OH 1.50" 0.35 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -162/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) 9'- 11.7" -29/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 . VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX 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" 400 MAX HORIZ. TL DEFL = -0.005" @ 9'- 10.9" DES DES 12 NOTIGN EXCEEDUMES 19% ATMITIMEEOFONTENT MANUFACTURE. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, 0, o Truss designed for wind loads oo in the plane of the truss only. 3 01 m jt cp M-3x4 y l y y 1-00 3-09 6-02-11 PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5019-D POLYGON - AJ5 �c,��NGPNFk• .." Scale: 0.3637 (A, f CR 7 WARNINGS: GENERAL NOTES,unless otherwise noted: i/ '. G 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: AJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper / 40 w 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. I"f ,F.+ 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.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by 4 continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). Il 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. : 6203105 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. d 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, Ix? . y'p" 1 J �, � TRANS I D: 418660 design bads be applied to any component. and are for"dry condition"of use. T'L1, • 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 pAU t R\ fabrication,handling,shipment and installation of components. Designecessary. t- 7. latesassumes adequateaddthinace isprovided.trus, 6.This design is tarnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IION VIII IIIA I III VIII VIII IIII illTPIANTCA In SCSI,copies of which will be furnished upon request. lines coincidewith joint center Rues. 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) 1111111 111111 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 2X9 OF #16BTR #`# PROVIDE M 3x6 SUPPORT M-3x6 M-3x6 M-3x8 o 0 y 'I 5-01-13 ), y y y 5-07-14 c(} PROP F�,s b 1-07-02 5-03-05 JOB NAME : 5019-D POLYGON - AR 16-00 �'GINSe. �o�q Scale: 1/2" 41.1 4 :s,78 .....E 1-- 1. ' 1. ildeS: G. hRAe NOTES,unlss ndhe 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: AR 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.respsuch tivey unless braced throughout their length by 9�OREGON Q�� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d 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 Y 1 j SEQ. : 6203106 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, L, V design beds be applied to any component. and are for"dry condition"of use. -1 nd oA 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 -AUL lubrication,handing,shipment and installation of components. necessary. P Po 7. eassumes adequate drainage is provided. 6.This design is famished subject to the irritations set forth by a.Plates shall be located on both faces of truss,and placed so their center 1111111 VIII VIII VIII VIII VIII VIII IIII IIIITPINYfCA in SCSI,copies of which will be furnished upon request. Digcoincide with joint center lines. EXP I R Es:12131/2 1 9.Digits indicate size offpplatete 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(Wei() IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 1- 2=(-10218) 2500 10-11=( -276) 1098 10- 1=(-8986) 2190 5-15=(-3908) 1062 2x6 KDDF #1&BTR Ti, T3 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-12050) 3038 11-12=(-2414) 10216 1-11=(-3058) 12618 6-15=(-1494) 6396 BC: 2x8 KDDF #1&BTR 3- 4=( -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 RODE #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" VB- 9=( 0) 72 13- 5=1 -624) 234 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 8.0" V 14- 5=( -520) 2652 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 500.0)+DL( 340.0)- 840.0 PLF 0'- 0.0" TO 13'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320,0 LBS @ 14'- 8.0" 0'- 0.0" -2468/ 10325V -147/ 105H 5.50" 16.52 ODE ( 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 ODE ( 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. MAX LL DEFL = 0.102" @ B'- 10.7" Allowed = 0.988" nails staggered at: 9" oc in 2 row(s) throughout 2x6 top chords, ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.263" @ 11'- 11.0" Allowed = 1.317" 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" 9" oc in 2 row(s) throughout 2x6 webs, ## HANGER BY OTHERS TO APPLY CONC. LOADS) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.027" @ 20'- 2.5" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.056" @ 20'- 2.5" 2-04-13 3-06-14 8-08-10 5-11-11 'f T 'f T f DESIGN ASSUMES MOISTURE CONTENT DOES 2-08-05 3-03-06 2-07-09 3-03-13 3-00-05 2-06 3-02-11 NOT EXCEED 19% AT TIME OF MANUFACTURE. T T +320# T ' i�20# T ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 10.00 Q 10.00 M18HS-5x16 M-3x5 M-3x10 M18H$-5x16 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4ili 5 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 10e°°/° T3 Truss designed for wind loads in the plane of the truss only. M-6x10 M 3x5 M-7x10 7 1 2 A A % - - Ti m , B M-5x16 o ., I CN. I I , Nt ��, �� -«- �� _ _ to j_ ISI mi_ 1 Io ,, 99 11 12 13 0 2 5" 14 15 16 - , M-3x10 M-8x10 M-3x10 M-8x10 M-1,5x3 O = t4-10x10 =M-10x10(S) ## .1 l / b l +3648 b 2-04-13 3-02-02 3-03-13 3-00-05 3-02-01 2-06 3-00-15 ,0 )' ). 20-08 WEDGE REQUIRED AT HEEL(S). 1-00 PROPe so JOB NAME : 5019-D POLYGON - B1 � � IN4. Scale: 0.2803 �GIN1�Fi©,9 :78 - 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: B 1 and Warnings before construction commences. building component.Applicability of design parameters and properifr .k 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9 OREGON '�40 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. 3.2x Impact bridging or lateral bracing required where shown++ + O .. 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 2 S EQ. : 62 03107 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, 'L1 Ain N., i KJ -`� TRANS I D: 418 660 design loads be applied to any component. 8.Desi n assumes condition" full bearing at all supportsT V 5.CompuTrus has no control over and assumes no responsibility for the 9 9 shown.Shim or wedge If pp 1 r �l fabrication,handling,shipment and Installation of components. Dnecessary. V 7.Design assumes adequate drainage is provided. 8.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 11111 111 VIII IIIII VIII VII1 III 111111TPINVTCA in BCSI,copies of which will be furnished upon request tines 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-1 988(MITek) 11 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: 2x4 KDDF #1&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=(-56) 53 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" -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 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 TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.131" T 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 7 MAX HORIZ. LL DEFL = -0,000" @ 1'- 10.9" MAX HORIZ, TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 3 -/ NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. r Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o I load duration factor=l.6, o Truss designed for wind loads o I in the plane of the truss only. ry o o 1 o� 1� 1�114 M-3x9 1, 1, b 1-00 PROVIDE FULL BEARING;Jts:2,3,41 6-00 '\,i0 PRQpt, JOB NAME : 5019-D POLYGON - BJ1t. ill '°4. Scale: 0.6900 cr b o 78 ''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: BJ1 and Warnings before construction commences, building component.Applicability of design parameters and properw. 11, 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.Insure stability alpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V �4 Po ty continuous sheathing such es plywood sheathing(IC)and/or drywall(BC). '1 OREGON O DATE: 3/11/2'015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ...• '14/ Y 5 's 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsiblity of the respective contractor. Al Fi 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, T RAN S ID: 418660 design beds be apps d to any component. and are for"dry condition"of use. A V • 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 pA L 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 1111111111111111111H110.V7PIMlTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center Ines. 9.DigitsLosindicatesize ofplate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2016 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 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 24.0" O.C. 2-3=(-91) 62 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" -27/ 347V -44/ 132H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -125/ 135V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 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" i MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.025" @ 2'- 2.2" Allowed = 0.305" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 3 10.00 7 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ, TL DEFL = -0.001" @ 3'- 10.9" Fi DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. rn Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=l.6, of Truss designed for wind loads in the plane of the truss only. en c 0 rp M-3x4 b ,1 y 1-00 'PROVIDE FULL BEARING;Jts:2,3,416-00 JOB NAME : 5019-D POLYGON - BJ2 `���N�'p Eess0' Scale: 0.5915 (4/ '4 p.-s! WARNINGS: GENERAL NOTES,unless otherwise noted: Q :i 7 f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 401. Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper41110 04( 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary Mating 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 2'o.c.and at 10'o.c,respectively unless braced throughout their length by 4) po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaN BC. 1. 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. : 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. ,•A tr fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9q G'9' Y 1�J 2 TRANS I D• 418660 design bads be applied to any component. and are for"dry condition"of use. �1 S.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PA �\ fabrication,handing,shipment and installation of components. 7. ecessary. A u d. 6.This design is furnished subject to the limitations set forth by6.Designlatesassumes adequateatedo drainage a is truss,a ''IIIA VIII VIII III II VIII VIII IIIA'III'III r 8.Plates as coincidecbe with jointn on both fees. of truss,and placed so their center v n TPI/WfCA in BCS',copies of which will be famished upon request. 9.Diggit dictwith centerte nche. EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Forr baisic 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 ft1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 29.0" O.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 185H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -106/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) 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 = 0.161" @ 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" DESIGN ASSUMES MOISTURE CONTENT DOES 0NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 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 O1 in the plane of the truss only. i c 0 io ri I o 0 1 M-3x9 .1 ), 1, 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,31 �0) Op4. SISI JOB NAME : 5019-D POLYGON - BJ3 ��� �1,rGIN�F9 /0� Scale: 0.4854 <t. / :e78 " 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 Truss•• BJ3 end Warnings before construction commences. building component.Applicability of design parameters and proper re A014111111° 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 brt 0 of 2'o.c.and at 10'0.0.respectively unless braced throughout their length by V �� pon Ny 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,�y -71-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� rt ! 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 qq y 1 �{V SEQ. : 6203110 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /rte V design beds be applied to any component. and are for"dry condition"of use. 'i pn �� TRANS I D 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design e assumes full bearing at all supports shown.Shim or wedge if r f • fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. 6.This design is furnished subject to the linritatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111101 VIII VIII 111111 111111 TPIANTCA In BCSI,copies of which will be famished upon request. 9 IDige coincide with joint late center EXPIRES:12/".31/2016 MiTek USA,Inc./CompuTrus of s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" 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"0C. UON. LOADING 3-9=( -91) 37 BC LATERAL SUPPORT <= 12"00. 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 -88/ 238H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 3V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP '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" 9 -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.095" 9 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. j( 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, at (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads o in the plane of the truss only. r rn c 0 of o �� 5 11.- 1 -/ 1 M-3x4 1-00 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,5,3,41 P II JOB NAME : 5019-D POLYGON - BJ4 mac, 1.4GIN F�'s0 Scale: 0.4264 ��? WARNINGS: GENERAL NOTES,unless otherwise noted: i�$ • 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 40010 Truss: BJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2nd compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 0f `w 3.Additional temporary brecin to Insure stabili dud construction 2.Design assumes the top and bottom chords to be laterally braced at Y' 4 DES. BY: B S po ry g ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as ( to DATE: 3/11/2015 the overall structure Is the responsibility of the buildingdesigner. plywood sheathing(TC)where s and/or drywall(BC). jr OREGON O'^ po ty 9 3.to Impact bridging or lateral bracing required where shown++ SEQ. : 6203111 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor.nCy, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �,(� �'�N Y 1 fj !.S� TRANS I D• 418660 design loads be applied to any omponent end are for"dry condition"of use. T n V S.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ' pa-AUL ``\ fabrication,handling,shipment and installation of components. necessary. `'1 6.This design is furnished subject to the limitations set forth by 78.Design assumes adequate dreinac a is provided. IIIIII VIII 1111011 III VIII I III VIII VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. 8 Ines coincide with joint center ilines. O. s of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Digits rrbasicl connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:.12/31/2016 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-336) 303 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -63/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 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" 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" jl 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 V system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0o Truss designed for wind loads I in the plane of the truss only. co 0 co M N 5�z' t o M-3x4 ), ), )" b 1-00 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 tip' ° PR°�Fsx, JOB NAME : 5019-D POLYGON - BJ5 wO �tkG`IN4. °meq Scale: 0.3637 m t` 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: BJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper .,, 1>. 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary brad to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at po ry ng 2'o.c.and at 10'o.c,respectively unless braced throughout their length by DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -vA./O. REGON f� DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ V -L 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. -9 ��Y 15 � SEQ. : 6203112 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �1 design loads be applied to any component and are for"dry condition"of use. �� PA ULC`\ TRANS I D 418660 8.Design assumes on bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control war and assumes no responsibility for the necessary. fabrication,handling,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 feces of truss,and placed so their center (IIII I11111111 IIIIIIVIIIVIII 1111111111 III III(IIIIIII TPI WfCA in BC51,codes of which will be famished upon request. lines coincide with joint center tines. EXPIRES:'12/31/2016 9.Digits Indicate size of plate in Inches. MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19813(MiTek) IIII IIIIIIII 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 M-5x8 �la PROVI 2X4 DF SUPPORT DE #1&BTR M-3x6 )000.. M-3x6 M-3x6 11, M-3x8 o/- 0 y y 8-09 b k y 1-07-02 8-05-08 y l 5 07 14 16-01-12 PcO PRQFF JOB NAME: 5019-D POLYGON - BR Scale: 1/2" r,.. `` GINe$. s4°., zs78 • r WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: 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. a►"'s' `" -it- ....... _., 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 responsibilityof the erector Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �, permanent of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). IA-OREGON Ou 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 ty 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. t✓ 2 SEQ. : 6203113 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, '"�F? �J TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. 7f� �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 AA U L r'� fabdcalion,handing,shipment and installation of components. necessary. 6.This design is furnished subject to the Imitations set forth 7.Design assumes adequateadodrainagehcisotrus,provided. 11111111111111111111 Vg 1 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. git coincidedtwith joint center lines. EXPIRES:.12/31/2016 9.Digits Indicate size of late 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) 111E IIIIII 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 01&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-11=(-1842) 5290 3-11=( -142) 354 10-15=(-3912) 1384 2x6 KDDF #1&BTR T2, T3 2- 3=(-6104) 2080 11-12=(-2906) 7344 11- 4=( -360) 1548 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6046) 2122 12-13=(-2916) 7186 11- 6=(-2330) 1236 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 13-14=(-2180) 5262 6-12=( 0) 376 2x6 KDDF #2 A TC UNIF LL( 50.0)+OL( 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( 28.0)= 128.0 PLF 10'- 0.0" TO 38'- 0.0" V 6- 7=(-7426) 2884 7-13=(-1578) 796 TC LATERAL SUPPORT <= 12"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=1-1442) 566 9-14=( -104) 314 TC CONC LL( 416.7)+DL( 116.71= 533.3 LBS @ 10'- 0.0" 14-10=)-1124) 3200 NOTE: 2x4 BRACING AT 24"0C 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. ICOND. 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 -I,- 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, MAX TL CREEP DEFL = -0.398" @ 19'- 0.6" Allowed = 2.606" 9" oc in 2 row(s) throughout 2x6 webs. MAX HORIZ. LL DEFL = -0.061" @ 39'- 9.2" ** For hanger specs. - See approved plans MAX HORIZ. TL DEFL = 0.097" @ 39'- 9.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-11-11 28-00-10 1-11-11 load duration factor-1.6, 1' ' Truss designed for wind loads 5-01-04 4-04 0-06-07 6-08-01 7-02-08 7-02-08 6-11-08 1-11-11 in the plane of the truss only. T T TT '1 1' 1' T T 9-10-12 T *533.30# +533.30812 12 6.00 M-4x6 M-7x8(S) M 4x6 Q 10.00 4 M-36 x4 0..25" M-38x8 .6 12 T3 8 �6 M-4x8 0 M-1.5x3 3 } A- r mI 0 r, p ... 1' 13 1 ** rl 0 1�M 3x6 M-3x8 10.25" 0.25 M-6x8 M-7x8(S) M-7x8(S) M-1.5x4 / / b l )' )' 9-03-08 9-09-02 9-07-06 9-09-02 1-06-15 y1-08y 40-00 ,“) PR0pE S t9 JOB NAME •. 5019-D POLYGON - Cl ti�'��N F/9,A. Scale: 0.1582 44 re WARNINGS: GENERAL NOTES,unless otherwise noted: ♦r 78 M 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 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 F 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 �4D p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -fres 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++ It, 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. -7,,, vq pY 15 !4 S E Q 6203114 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, `�V TRANS ID: 418660 design loads be applied to any component and are for"dry condition"of use. n n • 5.CompuTrus has no control over and assumes no responsibility for the 6.andnecar assumes full bearing at all supports shown.Shim or wedge if /`•tg UL T`, fabrication,handling,shipment and installation of components. ry. 9Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Wrrutations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rS(�ES:12/31/2016 IIIIII 11111111111111111 TPIM/fCA fn BCSI,esp es of which will be famished upon request coincide with jointae In lines. EXP 11 Digits ndtsize ofplateIn 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) 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-11=(-1168) 2607 11- 3=( 0) 261 15-10=) -363) 1164 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3054) 1164 11-12=(-1170) 2604 3-12-( -447) 338 10-16=(-1654) 681 WEBS: 2x9 KDDF STAND; 3- 4=(-2557) 1052 12-13=1 -963) 2560 12- 4=( -200) 761 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 13-14=( -885) 2430 12- 6=( -592) 205 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2200) 1023 14-15=( -682) 1880 6-13=( -42) 158 TC LATERAL SUPPORT <= 12"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 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FQR A 20 PSF LIMITED STORAGE 9-15=( -82) 434 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 hanger specs. - See approved plans 40'- 0.0" -205/ 1670V 0/ OH 5.50" 2.67 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.174" @ 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 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-10 6-01-04 0-04 >(07 5-05-04 5-09-11 5-09-11 5-07-15 3-11-11 load duration factor=1.6, f f TT T T 1' '' f Truss designed for wind loads 13-02-12 in the plane of the truss only. T 1 12 M-5x6(S) 12 M- x 6.007' 45 M-6x4 Oy25" M-3x5 9M-4x6 10.00 M-5x6(S) f y _ ,. 0.25" M-3x5 3 0 M 1 co \/ / A o co o 1 e NMl --- 5 1' m o IM-3x8 M-111 5x3 1u.25" M-313 x4 0.25;9 M-3x8 pp ** 6 M-5x8(S) M-5x6(S) M-1.5x3 y b ), y 1, ), ,1 6-08-04 6-01-04 7-10-11 7-08-15 7-10-11 3-08-02 1 b y 1-0e 40-00 JOB NAME •. 5 019-D POLYGON - C2 a �` , GIN, /0 Scale: 0.1585 4,0 9 2 WARNINGS: GENERAL NOTES,unless otherwise noted: e i�� moi'" 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 proper f 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. #+fi 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 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 �' r continuous sheathing such as plywood ing(TC)and/or drywall(BC). "p OREGON IP DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown a. SEQ. : 6 2 0 3115 4.No load should be appbed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '• rS fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ,( �4 hY.,i�J 2!.^C4 TRANS 1 D: 418660 design loads be applied to any component. and are for"dry condition"of use. 7 '7 V 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 Res fabrication,handling,shipment and installation of components. necessary. A U L 6.This design is famished subject to the hmitations set forth7.Designlatesassumes adequateodrainagecisprovided.truss, a I IIIIII VIII VIII VIII I III VIII VIII IIII IIII by 8.Plates shall be located on both faces of truss,and placed so their center TPIMlfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For asic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2016 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-12=(-1326) 2620 12- 3=( 0) 261 11-17=(-1654) 832 BC: 2x4 KDDF #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=( -215) 759 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 14-15=(-1076) 2446 13- 6=1 -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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2552) 1307 16-17=1 -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: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-1129) 596 10-16=) -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) rOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.211" @ 13'- 2.7" Allowed = 1.954" MAX TL CREEP DEFL = -0.326" @ 18'- 9.0" Allowed = 2.606" MAX HORIZ. LL DEFL = -0.079" @ 39'- 9.2" MAX HORIZ. TL DEFL = 0.110" @ 39'- 9.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 16-07-11 17-04-10 5-11-11 T T 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), load duration factor=1.6, T 212 4-00 Truss designed for wind loads 13-02 , f in the plane of the truss only. f T 6 9 12 12 M-5x6(S) M 4x6 Q 10.00 6.00 p M-4x6 M-3x4 0 25" M-3x5 0 9 M-5x6(5) 6 Et 0.25" 3 + + � �/ . I/M-3x5 m 0 t M 33 y -/,,,, t� 9 0.25" M 3x4 6 *17 of 1 M-3x8 M-112 5x3 1 0.25�`� M-3x8 cp M-5x8(S) M-5x6(5) M-1.5x3 f ), )' ) l J' 6-08-04 6-01-04 7-10-11 7-08-15 7-10-11 3-08-02 y1-08 40-00 ,i),cO Op4. JOB NAME •. 5019-D POLYGON - C3 Sale, 0.1555 w� �GIN R /0 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 C3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.254 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bract to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Pd n9 2'o.c,and at 10'o.c.respectively unless braced throughout their length by t/ N.DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �}-OREGON O DATE• 3/11/2015 the overall structure Is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown++ er' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. T A�y i t, 4.<4,- SEQ. : 6203116 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design Meds be applied to any component and are for"dry condition"g use. 9i.. P t/t P` TRANS I D 418660 .Design assumes NII bearing at all supports shown.Shim or wedge If r t lJ 1� 5.CoCompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the 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 TPINYTCA in BCSI,copies of which will be furnished upon request. y lines indicate size of plate iter nches. EXPIRES: 1'2/'31/201 MiTek USA,Inc./Co of s 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: 2x9 KDDF #i&BTR LOAD DURATION INCREASE = 1.15 1- 2=)-2974) 1263 1- 8=) -998) 2604 2- B=(-294) 359 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2696) 1189 8- 9=( -731) 2179 8- 3=(-135) 544 WEBS: 2x9 KDDF STAND 3- 9=(-1906) 971 9-10=( -725) 2133 3- 9=(-7B4) 485 LOADING 4- 5=(-1906) 971 10- 7=(-1003) 2535 9- 4=)-549) 1280 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5- 6=(-2696) 1189 9- 5=(-784) 985 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=)-2974) 1263 5-10=(-135) 595 ** For hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF 10- 6=(-294) 359 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/ 217H 5.50" 2.69 KIN ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 40'- 0.0" -243/ 1680V 0/ OH 5.50" 2.69 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.177" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.324" @ 20'- 0.0" Allowed = 2.606" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.116" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 20-00 20-00 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (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 '( 1' 1' ')' 1' 1' Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 p M-9x6 4 6.00 4.0" 4 „s M-5x6(5) 111140 M-5x6(S) 3.1 0.25" 0.25" 3 5 tt M 1.5x3 +1 6M 1.5x3 M of **1 8 10 * o , M-3x8 M-3x4 �0.25'r M-3x4 M 3x8~* of M-5x8(S) J, J, ), 1, y 10-02-09 9-09-07 9-09-07 10-02-09 b 1 40-00 JOB NAME •. 5 019-D POLYGON - C4 `����GIN��Es 0 Scale: 0.1607 t' OOOO A),A. 44 WARNINGS: GENERAL NOTES,unless otherwise noted: ►®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: C4 and Warnings before construction commences. building component Applicability of design parameters and proper 40 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. " re,- ,-.. 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: B S 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 10 Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as v aywgoequead wheresaotlrordrywancec). 'yti OREGON p''+ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral biasing required where shown++ b. SEQ. : 6 2 0 3117 4.No load should be applied to any component until after all bracng and 4.Installation of truss is the responsibility of the respective contractor. �� ���� 1 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 ID: 418660 design loads be appked to any component. g,Dand are esign assumecondition" fu0 bea�iof fat all supportsit �t S.CompuTrus has no control over and assumes no responsibility for the 9 9 shown.Shim or wedge if Pq t t L �� fabrication,handling,shipment and installation of components. necessary. v 7.Designlaesassumes adequatedon drronms faces of truss,and placed so their center IIIIIII VIIIIIII I III VIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in inches. EXPIRES:12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1E IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 11-06-07 FOR 8-01-19 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE SUPPORT 2X4 DF 12-02-05 41&BTR T T PROVIDE 12 SUPPORT 5.19 D M-3x6(5) M-5x8 80 iiiile-'4 2X9 DF — PROVIDE H16BTR M-3x6 SUPPORT )000,. M-3x6 M-3x6 M-3x8 rn t "-- O f O l b y 11-04-15 y y y 2-02-08 11-06-07 5-07-14 5-07-14 b b 25-05-02 pRoF C .5<tit.FSR�o s JOB NAME •. 5019-D POLYGON - R Scale: 0.3659C IP WARNINGS: GENERAL NOTES,unless otherwise noted: Q :J E 78 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: CR and Warnings before construction commences. building component.Apptcability 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. dr 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'o.c.respectively unless braced throughout their length by ti is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). 40 -07 OREGON �'s DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' ,. •/V j� 15 r1 4No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .SEQ. : 6203118 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: 418 6 6 0 design loads be apptietl to any component and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design ssa assumes full bearing al all supports shown.Shim or wedge if pA u L �` fabrication,handling,shipment and installation of components. ry. P Pe 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the bnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 111 IIII IIII 111111111111 IIIVIII IIIIIIIIIIIII TPIMlrCA in SCSI,copies of which will be furnished upon request. git coincidetwith joint center Dees. EXPIRES: I ZL I/ZO16 9.Digits ndsize oplate 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(Wok) 11110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 89 2-12=(-1352) 7306 12- 3=( -560) 2789 17-10=(-268) 364 2x6 KDDF #1&BTR T2 SPACED 29.0" O.C. 2- 3=(-8388) 1602 12-13=(-1338) 7236 3-13=(-2236) 546 BC: 2x9 KDDF #1&BTR; 3- 4=(-6314) 1202 13-14=(-1114) 6228 13- 4=( -384) 2278 2x6 KDDF #1&BTR B1 LOADING 4- 5=( 0) 0 14-15=(-1112) 6230 13- 6=(-1140) 838 WEBS: 2x9 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 4- 6=(-5564) 1084 15-16=) -822) 9004 6-14=( 0) 196 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4618) 1280 16-17=( -824) 3256 6-15=(-2904) 562 TC LATERAL SUPPORT <= 12"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=(-31B4) 1058 7-16=(-2166) 568 LL = 25 PSF Ground Snow (Pg) 9-10=(-3920) 1252 16- 8=( -716) 2446 ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-4196) 1390 16- 9=) -784) 476 NOTE: 2x9 BRACING AT 29"0C UON. FOR 9-17=( -122) 526 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 2508.0 LBS @ 6'- 1.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -930/ 4616V -229/ 23914 5.50" 7.38 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 96'- 3.0" -355/ 2273V 0/ OH 5.50" 3.64 KDDF ( 625) 'r"e For hanger specs. - See approved plans ( 2 ) complete trusses required. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' + Laterally brace to roof diaphragm. Attach 2 ply with 3"x.131 DIA GUN p g• nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 "- 9" oc in 1 row(s) throughout 2x9 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. 9" oc in 1 row(s) throughout 2x4 webs. 0-06-06 MAX HORIZ. LL DEFL = -0.054" @ 45'- 9.5" 9-11-11 5-06-09 10-09-01 20-00 MAX HORIZ. TL DEFL = 0.127" @ 45'- 9.5" T T T T T DESIGN ASSUMES MOISTURE CONTENT DOES 6-03-04 3-02-01 5-09-12 5-02-12 5-02-13 6-06-09 6-06-04 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 9-10-12 system and components and cladding criteria. T T 12 12 M-4x6 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p 6.00 p Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor-1.6, 8 "`'( End vertical(s) are exposed to wind, '! M-5x6(S) Truss designed for wind loads M-3x57 3.14%14%s%,44, .1 in the plane of the truss only. 0,25" M-5x6 5 M-6x10 4 6 y av +i /loop 10 M-3x63 M-1.5x3 • M-3x1tagiAL 1 . R u" 1 1 T 14 15 1 116 17 11** 0 o 1 M-3x8 8.25" M-1.5x3 M-3x5 0.25' M-3x9 M-3x5 , o ## M-7x12(S) M-5x8(S) y ♦2508# , ), y y , b y l 6-01-08 3-03-13 6-02-06 5-01-01 5-06-04 9-05-08 10-06-08 b 1-08 46-03 JOB NAME : 5019-D POLYGON - D1 .����GIN . Wo Scale: 0.1476 ��': ycy 2,9 WARNINGS: GENERAL NOTES,unless otherwise noted: `/Q 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 2.2x4 compression web bradng 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 to, h is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "7 _OREGON '� �„ DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ nO 4.No load should be spied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. ',yt�`' SEQ. : 6203119 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 7L�4 �r7 r *�� design loads be applied to any component. and are for"dry condition"of use. lir hi101‘.0 TRANS I D: 418660 8.Design assumes full bearing at all supports shown.Shim or wedge if ' C 5.CompuTrus has no control over and assumes no responsibility for the A U L fabrication,handing,shipment and installation of components. necessary. 7.Designassumes adequate drainage Ioprovided. and 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 111111111111111111 TPINVFCA In SCSI,copies of which will be furnished upon request. git coincidewith jointacenter Ines. 9.Digits indicate size th of plate in inches. EXPIRES:1213172016 MiTek USA,InC./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-12=(-1300) 3100 12- 3=( 0) 273 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=(-3577) 1483 12-13=(-1302) 3097 3-13=( -411) 308 WEBS: 2x4 KDDF STAND 3- 4=(-3097) 1389 13-14=(-1248) 3314 13- 4=( -363) 951 LOADING 4- 5=( 0) 0 14-15=( -982) 2682 13- 6=( -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"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3251) 1458 15- 9=( -775) 477 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-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 BY IBC 2012. OVERHANGS: 20.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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) 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 = 0.337" @ 18'- 9.9" Allowed = 2.267" MAX TL CREEP DEFL = -0.592" @ 18'- 9.9" Allowed = 3.022" 0-04-07 MAX HORIZ. LL DEFL = -0.106" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.168" @ 45'- 9.5" 13-03-11 5-06-04 7-05-01 20-00 DESIGN ASSUMES MOISTURE CONTENT DOES 6-10 6-01-09 5-02-12 �3-11-03 3-09-07 1' 6-06-09 6-06-04 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. 1' 1' TT T 1' 1' T 1' '( Design conforms to main windforce-resisting 13-02-12 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 ,6( End vertical(s) are exposed to wind, M-5x8(S) Truss designed for wind loads M-3x5 in the plane of the truss only. i 3.1 M-5x695 M-5x10 0925 " M-5x8(S) 1* 0.25" +1 M 1.5x3 3 + + + 10 yr - .......,. M-3x8 r"1 M ti ti .(!i" 1� 12OW is T �s 16 i * '. o IM-3x8 M-1.5x3 C.25" M-4x6 0.25' M-3x4 o I M-5x8(S) M-5x8(S) l l l l l l l 6-08-09 6-01-09 6-00-07 7-05-01 9-10-09 10-01-12 J, l l 1-08 46-03 JOB NAME : 5019-D POLYGON - D2 , FR 0, Scale: 0.1476 78 WARNINGS: GENERAL NOTES,unless otherwise noted: 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:: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper / ., 2.2x4 compression web bracing must be instated where shown+. Incorporation of component is the responsibility of the building designer. I"' :- Y in- w." 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such as y unless braced throughout their length by v. In continuous sheathing such as plywood in ere and/or drywall BC). ^fir' OREGON , DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4/G q5' 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� GG V SEQ. : 6203120 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ir 9L1 r7 J -L design loads be applied to any component. and are for"dry condition"of use. 7 hh.. V TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if r-A U L vs fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate one drainageh is tru ,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 1IIII VIII VIII VIII VIII VIII III IIII IIIITPI/1^lfCA In SCSI,copies of which will be furnished upon request. Digit coincidewith joint center lines. EXPIRES:'12/31/2016 9.Digits Indicate size of platete In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 111111111 1111 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 2-13=(-1386) 3146 13- 3=( 0) 273 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND2- 3=(-3576) 1692 13-14=(-1386) 3143 3-14=( -411) 250 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"0C. 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"0C. 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 NOTE: 2x4 BRACING AT 29"OC UON. FOR 8- 9=(-2470) 1366 16- 8=(-1014) 1870 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSE Ground Snow (Pg) 9-10=(-3298) 1541 16- 9=( -773) 475 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, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.366" @ 18'- 9.9" Allowed = 2.267" MAX TL CREEP DEFL = -0.591" @ 18'- 9.9" Allowed = 3.022" MAX LL DEFL = 0.022" @ 47'- 11.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 47'- 11.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.113" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.168" @ 45'- 9.5" 16-07-11 2-02-04 7-05-01 20-00 'r fDESIGN ASSUMES MOISTURE CONTENT DOES 6-10 6-01-04 , 1T10-12 L �3 -09=076-06-04 6-06-04 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. T T 13-02-12 3-08-07 3-11-03 I I I Design conforms to main windforce-resisting T system and components and cladding criteria. 12 12 M-4x6 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p 6.00 p 4 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 8 Truss designed for wind loads M-3x5 M-5x6(5) in the plane of the truss only. 5 7 3.1 M-5x64 M-5x10 0.25" M-5x8(5) y� 6 0.25"� +t + M-1.5x3 Hhomot..4.31k + + 0 HH,H 11 Z il 1 4T 15 T4111161 -\ �' o M-3x8 1,1-11.35x 3 X0.25" M-4x6 0.2 '¢ M 3x9 M 3x8 2 M-5x8(S) M-5x8(S) o 1, b b 1, y , k 6-08-04 6-01-04 6-00-07 7-05-01 9-10-04 10-01-12 1-08 b b 46-03 1-08 QUO PROpF JOB NAME : 5019-D POLYGON - D3 5� ..GIN -L,is, 6> Scale: 0.1286 c.;... �Sr WARNINGS: GENERAL NOTES,unless otherwise noted: Q :.:78 wE r. 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: D3 and Warnings before construction ommences, building component.Applicability of design parameters end proper w 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. .101.40 r„" ,`,,, DES. BY: B S 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is responsibility of the erector.Additional bracing of 2'o,c.and at 10'o.c.respectively unless braced throughout their length by x < continuoussheathing such bracing es +drywall(BC). ,� OREGON 5) DATE: 3/11/2015 is theoverallp structure is the erector. onal permanent adesigner, 3.2x Impact bridging thi or lateralsuas s p yno requiredd sheat where shown/++ � S EQ 6203121 4.No bad should be rippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ��11/. [ er fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ��,(1'IV 7 y 15 1. TRANS I D: 418660 design bads be apphed to any component. and are for"dry condition"of use. 77jr� 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 rj ��� fabrication,handing,shipment and installation of components. necessary. A U L 6.This design is furnished subject to the imitations set forth 7.Plates assumes adequatelocated drainage is provided. I 11011111111111 1111111 1111�����11111111 by 8.Plates incise hon both faces rftruae,and placed sotherrenter TPI/NlfCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. 9.MiTekUSA,Inc./CompuTrusSoftware 7.6.6)1 L)-Z hes. 10.FForits Indicate size basic onnectoroplf atedesi late In nvaluesseeESR-1311,ESR-1988 EXPIRES:12/31/2016 P 9 (MiTek) 1 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/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1054) 3146 3-14=(-261) 280 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3518) 1348 14-15=) -829) 2760 14- 4=( -77) 512 3- 4=(-3254) 1298 15-16=( -582) 2276 4-15=(-698) 433 WEBS: 2x4 KDDF STAND 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. DON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2177) 1109 7-16=(-197) 140 TOTAL LOAD = 42.0 PSF 7- 9=(-2184) 1109 9-16=(-318) 830 8- 9=1 0) 0 16-10=(-721) 441 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2527) 1140 10-17=) -92) 552 10-11=(-3297) 1311 17-11=(-307) 301 ALL FLAT TOP CHORD AREAS NOT SHEATHED 11-12=(-3576) 1368 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 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" 3.41 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.223" @ 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" 0-09-08 0-04-08 MAX HORIZ. TL DEFL = 0.158" @ 45'- 9.5" 19-11-11 6-01-10 20-01-11 DESIGN ASSUMES MOISTURE CONTENT DOES j' NOT EXCEED 19% AT TIME OF MANUFACTURE. 6-09-14 6-09-11 6-04-11 �3-00-133-00-13� 6-04-11 6-09-11 6-11-19 Design conforms to main windforce-resisting ff ��1212 system and components and cladding criteria. 6.00 p M-4x6 M-4x6 56 M-3x9 8 Q 6.00 Wind: 140 mph, h=24.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M Sx8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) load duration factor=l.6, Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. 4 0 AN '� + + M 1.5x3 M-1.5x3 + /1* M-3x8 co M '-, � r r t of 1/_ MU T ; 17 3 0 M-3x8 M-3x4 .25" 0.25' M-3x4 0 M-5x8(S) M-5x8(S) y 1' b l b /' 10-00-03 9-05-04 7-02-01 9-05-04 10-02-03 y y 1-08 46-03 1-06 ,i1OPROp4. JOB NAME : 5019-D POLYGON - D4 .44� ``� IN��'5:96>°. Scale: 0.1425 :1'78 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 4 and Warnings before construction commences. building component.Applicability of design parameters and proper .01 " 2.244 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporarybract to insure stabilitydud construction 2.Design assumes the top and bottom chords to be laterally braced at n9 ng 2'o.c.and et 10'b.c.respectively unless braced throughout their length by </ �� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing 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 bridging or lateral bracing required where shown++ -Y0 .i.3. 4.No load should be tippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'ft -tl. 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, VV design beds be applied to any component. and are for"dry condition"of use. �� PAUL 1` TRANS I D 418660 8.Design assumes full bearing et all supports shown.Shim or wedge if S 5.CompuTrus hes no control war end 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 intIations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11 11 1111111111111111111 TPINVECA In BCSI,copies of which will famished upon request. 9 (Digitcoincide s indicate with joint late inches.ter EXPIRES:12/31/2016 MiTek USA,InciCo of s Software 7.6.6(1 L)-E ill.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIII NI 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 016BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 84 2-12=(-1070) 3215 3-12=(-195) 254 BC: 2x9 KDDF N16BTR SPACED 24.0" O.C. 2- 3=(-3546) 1395 12-13=1 -876) 2906 12- 4=(-127) 906 WEBS: 2x4 KDDF STAND 3- 4=(-3364) 1345 13-14=1 -674) 2481 4-13=(-519) 305 LOADING 4- 5=(-2826) 1251 14-15=1 -713) 2351 13- 5=(-170) 717 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2178) 1112 15-16=1 -910) 2725 5-14=(-937) 521 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2178) 1112 16-10=(-1115) 3039 14- 6=(-715) 1620 TOTAL LOAD = 42.0 PSF 7- B=(-2826) 1251 14- 7=(-937) 521 OVERHANGS: 20.0" 20.0" 8- 9=(-3365) 1345 7-15=(-170) 717 LL = 25 PSF Ground Snow (Pg) 9-10=(-3546) 1395 15- 8=(-519) 305 10-11=1 0) 84 8-16=(-127) 406 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-195) 253 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -366/ 2133V -279/ 279H 5.50" 3.41 KDDF ( 625) 96'- 3.0" -366/ 2133V 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, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.234" @ 23'- 1.5" Allowed = 2.267" MAX TL CREEP DEFL = -0.943" @ 23'- 1.5" Allowed = 3.022" MAX LL DEFL = 0.022" @ 47'- 11.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 47'- 11.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.096" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.158" @ 45'- 9.5" 23-01-08 23-01-08 DESIGN ASSUMES MOISTURE CONTENT DOES T r( 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 T T T f T T T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p M-4x6 4 6.00 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=l.6, ' ; Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 M-5x6(5) 5 7 M-5x6(S) 0.25" 0.25" 4 8 M-1.5x33 9- . 3 IIIIIIIIIIk lbl\L AAhhhhh... c-, A1,,,•--,- 12 3'( 144 T1A15x 16 1 0 t M-3x8 M-3x4 �.25" M-3x8 0.25 M-3x4 M-3x8 M-5x6(S) M-5x6(5) ,1 ), ). ), ,l b b y b 8-00 7-06-12 7-06-12 7-06-12 7-06-12 8-00 b l i-OB 96-03 1-08 cj,0,,, GAN ��SA, JOB NAME : 5019-D POLYGON - D5 Scale: • 0.1293 wC' �'? �.� et' .•78 • 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• D5 and Warnings before construction commences. building component.Applicability of design parameters and proper / w r- � 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. P"" 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.Additionaluringcbraci of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by tr Ry. permanentn9 continuous sheathing such as plywoodsheathing(TC)and/ordrywall(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++ �� �0 'P' .Q` 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibikty of the respective contractor. V nY .� S E Q. : 6203123 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment 1;9 141 r I `� TRANS ID: 418660 design bads be applied to any component and are for"dry condition"of use. A R • 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge If --AUL L 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 IIII VIII 11111 VIII VIII VIII IIII IIII TPIANfCA in SCSI,copies of which will be furnished upon request. it coincideIntwith joint te in Ines. EXPIRES:12/31/201 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) 11 11411 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" 0.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 PSE 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 PSE. 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 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 5-09-03 1-08-04 1 T T T i' T .' T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 E7' M-4x6 a 6.00 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 � load duration factor=l.6, 1111111111IIIPP Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 M-5x6(S) 5 7 M-5x6(S) 0.25" /1110.25" 4 8 '1.°M-1.5x3 9M-5x6 3 f 1.5x3 , ,--) \ /lIl � klik A o 1 ( 11 zT i 4�"y �N o M-3x8 M-3x4 X0.25" M-3x8 0.25 M-3x4 l ** t M-5x6(5) M-5x6(S) M-3x5 8-00 7-06-12 7-06-12 7-06-12 7-06-12 3-09 J, ,l y 1-08 42-00 JOB NAME : 5019-D POLYGON - D6 5� <<-9‘ 6's Scale: 0.1456 �c. 7pp �� 0 WARNINGS: GENERAL NOTES,unless otherwise noted: •/C7 � 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: D6 and Warnings before construction commences, building component.Applicability of design parameters and proper J 4004110 2.2x4 compression web bracing must be Installed where shown 0. 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 y DES. BY: B S2'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). - 14) 1-OREGON >\ TDATE: 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. SEQ. : 6203124 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 'Sr,9 '� 15 � ¢' TRANS I D: 418660 design loads be applied to any component. 6.Designand ar 8orrumecondition"of use.all supportsn 5.CompuTrus has no control over and assumes no responsibility for theng shown.Shim or wedge If pA UL C`` fabrication,handling, necessary. ng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII VIII VIII VIII VIII IIII IIII TPIAMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. EXPIRES.12/31/2016 N9.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 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= WEBS: 2x4 KDDF STAND; (-1797) 4157 3-12=(-1090) 590 17- 8=( -512) 358 2x6 KDDF #2 A 3- 4=(-3476) 1355 12-14=(-1216) 3069 12- 4=( -23) 408 8-18=( 0) 198 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"0C. 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"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1799) 973 17-18=( -634) 1758 14- 6=( -529) 1196 OVERHANGS: 20.0" 0.0" 8- 9=(-2055) 984 18-19=( -689) 1631 14-16=( -650) 1857 LL - 25 PSF Ground Snow (Pg) 9-10=( -71) 125 6-16=( -197) 140 * For hanger specs. - See approved plans 6-17=( -835) 524 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -341/ 1960V -253/ 310H 5,50" 3.14 KDDF ( 625) 42'- 0.0" -262/ 1764V 0/ OH 5.50" 2.82 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.260" @ 14'- 6.7" Allowed = 2.054" MAX TL CREEP DEFL = -0.462" @ 14'- 6.7" Allowed = 2.739" 23-01-08 18-10-08 MAX HORIZ. LL DEFL = -0.129" @ 41'- 6.5" f3-03-09 5-07-09 5-09 4-02-02 9-03-19 6-03-08 6-03-08 6-03-08 MAX HORIZ. TL DEFL = 0.198" @ 41'- 6.5" 1' T T '1' T T T ')' '( DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 6.00 p M-9x6 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 7 .fn' M-5x6(S) M 3x10 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 3,1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=l.6, 4-1.5x3 End vertical(s) are exposed to wind, M-5x6(5) Truss designed for wind loads in the plane of the truss only. 0.25" 9M 3x6 41 + M-3x63 + ti-1.5x3 )11 m M-3x100 A 1 o MSHS-5x8 M-lix4 of 13 15 6 1 18 i *+ -/v 0 0 =M-)6x6 0.25'1 M-3x4 M-3x8 M-1.5x4+ M-1.5x3 M-1.5x9+ M-5x8(S) ..: 13.00 1 b 12 9-10-12 4-00-06 b b y y 2-11-12 5-07-04 k 1-11-12 9-05-10 9-09-06 9-06-02 1-08 2-11-12 10-06 28 06-04 y b ), y ) b 14-05-12 1-00 27-06-09 1-08 42-00 JOB NAME : 5019-D POLYGON - D7 �`,���Gp F�'�!o Scale: 0,1206 �� p 9 ��, WARNINGS: GENERAL NOTES,unless otherwise noted: 4. :a 7q- w r" 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 41110 Truss: D7 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. sr„" _�,r DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h DATE: 3/11/2015 the overall structure is the responsibility of the buildingdesigner. continuousImpactsheathing such l bas acing required sheathing(TC)ead when 0s shownnor drywall BC. r f"l-OREGON ass p° h 9 3.I2xn bridging or lateral presto where ++ Ly .Y SEQ. : 6203125 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responslbiity of the respective contractor. �f, 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,(, G"9 R Y 16 eC- TRANS ID: 418660 design loads be applied to any component. and are for"dry condition"of use. 77 V 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 p ��� fabrication,handing,shipment and installation of components. necessary. A U L 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. 1111111 VIII VIII VIII VIII VIII VIII IIII IIIIby 8.plates shall be located on both faces of truss,and placed so their center TPUWfCA in BCSI,mi copies of which will It furnished upon request. lines coincide with joint center ince. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.Digitsbasic connector platetdesign values see ESR-1311,ESR-1988(MiTek) EXPI RES 12/31/2016 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1985) 4543 13- 3=( -451) 1195 19-11=( -221) 227 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5221) 2111 13-14=(-1829) 4154 3-14=(-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. DON. TOTAL LOAD = 42.0 PSF 6- 8=(-1839) 1000 19-20=( -711) 1838 16-18=( -596) 1770 8-10=(-1712) 934 20-21=( -76) 118 16- 6=( -637) 1166 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 6=( -120) 185 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-2037) 958 18- 8=( -77) 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2117) 865 18-19=( -243) 580 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -327/ 1970V -212/ 271H 5.50" 3.15 KDDF ( 625) 42'- 0.0" -248/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.254" @ 14'- 6.7" Allowed = 2.054" 19-11-11 6-03-10 15-08-11 MAX TL CREEP DEFL = -0.446" @ 14'- 6.7" Allowed = 2.739" T MAX HORIZ. LL DEFL = -0.122" @ 41'- 9.2" 5-07-04 4-08-04 J-01-13 0-0�4-07 7-09-14 MAX HORIZ. TL DEFL = 0.187" @ 41'- 9.2" 3-03-04('f '( 5 09 4 0-61L15' �3-01 1 7 06-06 �� DOTIEN ASSUMES ATITIMEE CONTENT DOES 19-10-12 15-07-12 NOT EXCEED 19% AT TIME OF MANUFACTURE. ' ,( ,( T Design conforms to main windforce-resisting 12 M-9 10 _ M-4x6 12 system and components and cladding criteria. 6.00 p J M -x9 0 Q 6.00 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 load duration factor=l.6, M-5x6(S) 1-3x4 End vertical(s) are exposed to wind, Truss designed for wind loads 0.25" in the plane of the truss only. 4 + 01 ivI-3x6 Aii M 3x63 r0 0 n M 3x10 r - �� o t O 1 13 M-14x4 15 lea7],BMAP 1� 2 21*♦ �N d MSHS-5x8 ori M-5x8 M-6x8 0.25 M- x8 M-1.5x3 M-1.5x4+ M-1.5x3 M-1.5x4+ M-5x8(S) <n3.00 l lzl l l i l l l 1' l 2-11-12 5-07-04 4-10-12-01-12 4-10 7-04 7-08-02 7-06-06 l 1-08y 2-11-12 10-06 l l 28-06-04 l 14-05-12 1-00 27-06-04 l 1-08 42-00 ���D PR0FFS eQ NGINEF /0 JOB NAME : 5019-D POLYGON - D8 Scale: 0.1238 Q4� ``'�8 .E *, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: D8 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 stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at mW 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). r "Sy^.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++ ty "Y �y " 4.No load should be tippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -1,9 �✓4qY AS �t!� `C- S E Q 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, /rim, V design loads be applied to any component. and are for"dry condition"of use. "t �',Tn U L LA- TRAN S I D 418660 5.CompuTrus has no control over and assumes no responsibility for the 8'and aassumes full bearing at all supports shown.Shim or wedge if r9 fabrication,handling,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 r5 IIIIII VIII VIII IN VIII VIII VIII 1111 (III TPIM7fCA in BCSI,copies of which will be furnished upon request. 9.(Digits indines icate size of plate inide with joint rinc as. EXPIRES:12/31/201.6 MiTek USA,Inc./Co of s Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111111 I'I II IIII'I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-15=(-2511) 4507 15- 3=( -585) 1184 10-23=(-1034) 472 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5186) 2493 15-16=(-2311) 4120 3-16=( -987) 608 23-11=( -345) 1139 WEBS: 2x4 KDDF STAND; 3- 4=(-3579) 1672 16-17=(-1713) 3137 16- 4=( -61) 350 11-24=(-1853) 823 2x4 KDDF STUD A; LOADING 4- 5=(-2991) 1501 17-19=(-1527) 2796 4-17=( -620) 352 13-24=( -44) 151 2x6 KDDF#2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2608) 1384 18-20=) 0) 0 17- 5=( -550) 1102 24-14=) -706) 1516 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=( -61) 117 17- 6=( -675) 399 14-25=(-1773) 852 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2794) 1489 21-22=(-1270) 2719 6-19=( -42) 458 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-2816) 1350 22-23=(-1044) 2277 20-19=) 0) 78 LL = 25 PSF Ground Snow (Pg) 9-10=1-2596) 1149 23-24=( -732) 1506 19- 8=( -194) 57 10-11=(-1789) 821 24-25=( -72) 83 19-21=(-1346) 2733 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-13=( -377) 291 8-21=) -314) 380 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 0 21- 9=( -176) 154 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -467) 314 9-22=( -476) 347 22-10=( -287) 684 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -382/ 1970V -126/ 2518 5.50" 3.15 KDDF ( 625) 42'- 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 MAX HORIZ. LL DEFL = -0.159" @ 41'- 9.2" 4-10 1-06-08 �L(-11-05 5-01-10 2-11-14 1-06-14 MAX HORIZ. TL DEFL = 0.210" @ 41'- 9.2" 3-03-041 1 4-10 1 2101-15 ' 5-05-02 ' ' 5-01-10 f 210143 1' DESIGN ASSUMES MOISTURE CONTENT DOES ' f 1' ' f ' 1 1 f 6 i f NOT EXCEED 19% AT TIME OF MANUFACTURE. 13-02-12 1-09 Design conforms to main windforce-resisting 1' 1 T 1' system and components and cladding criteria. 12 M-5x6(S) 12 6.00 M-3x4 7 12 Q 10.00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M- x4 0425" M 13x4 M-13x5 \\.1,, x6 9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, M-5x6(S) 5 0 1 IB M-3x6 End vertical(s) are exposed to wind, 0.25" -/ Truss designed for wind loads in the plane of the truss only. on M-3x' on M-3x10 i ry `�_ ,e� o16 17.... �_..,, y.. 2-� g- --� MSHS-5x8 M-3x4 7 18 20 M M- x8 0.25' M x5 M-3x1025 ** M 1.5x4+o M-3x8 M-5x8 M-1.5x3 M-1.5x4+ M-1.5x3 ..3.00 M-5x6(S) 12 y 1 0-0�8}-04 5-01-04 y 1 1 1 2-11-12 4-10 4-11-121-01-12 6-11-15 6-10-03 6-11-15 1-05-02 1-08 2-11-12 10-06 28-06-04 1 1, 1, 1• 14-05-12 1-00 27-06-04 1,-1 1 1-08 42-00 () PROFF JOB NAME : 5019-D POLYGON - D9 ��,�` IAG�N 9 Si0 Scale: 0.1179 w� �'i WARNINGS: GENERAL NOTES,unless otherwise noted: 78 t" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual � Truss: D9 and Warnings before construction commences. building component.Applicability of design parameters and proper / . 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility o1 the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v h is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). * * it/ J�•1 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++ ij, 15) f{'• 4.No load should be Envied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .�'/ ,,q n Y ,�5 (� SEQ. : 6203127 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, r'7 design loads be appPed to any component. and are for"dry condition"of use. f� TRANS 1 D: 418660 5.CompuT us has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge if AA U L F�, fabrication,handling,shipment and installation of components. necessary. 9 P Po 7.Designlatesassumes adequated drainagecis tru ,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 1111111 11111111111111111 TPINJfCA in SCSI,copies of which will be famished upon request. git coincideInictwith joint acenter lines. EXPIRES:"I2/ /201�l 9.Digits Indicate a size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For baste connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-2313) 4507 14- 3=( -536) 1184 21-10=( -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 I1-23=(-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=1 -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. B- 9=(-2816) 1155 21-22=( -959) 2277 19-18=( 0) 78 LL = 25 PSF Ground Snow (Pg) 9-10=(-2596) 1030 22-23=( -707) 1506 18- 8=( -178) 80 = 10-11=(-1789) 745 23-24=( -73) 83 18-20=(-1155) 2733 NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -374) 253 8-20=( -314) 284 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -464) 271 20- 9=( -83) 154 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9-21=( -476) 281 OVERHANGS: 20.0" 0.0" 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/ 2498 5.50" 3.15 KDDF ( 625) 42'- 0.0" -217/ 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 = 0.287" @ 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 MAX HORIZ. TL DEFL = 0.210" @ 41'- 9.2" 3-03-04( '' 4-10 142101 f 5-05-02 ' ' 5-01-10 f 1108-11 DESIGN ASSUMES MOISTURE CONTENT DOES .( , f Ti`f 1' 1. f , 1' T NOT EXCEED 19% AT TIME OF MANUFACTURE. 13-02-12 Design conforms to main windforce-resisting f '( system and components and cladding criteria. 12 M-5x6(S) 12 6.00Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q 10.00 M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 M-9x6 56 11- x4 Og25" M-130x9 M-131x5 2 load duration factor=1.6, o 14-3x10 End vertical(s) are exposed to wind, M-3x4 -, Truss designed for wind loads 4 in the plane of the truss only. Co + o M-3x53 ` o i M-3x10 �`� =l _ U o 1 �'i4 M 3x9 0 1617 "L'9 -...w -/ t MSHS-5x8 I M-5x8 rn M-7x8 0.2�� M-3x5 M-3x1;0 4 ** o M-1.5x4+ M-3x8 o M-1.5x3 M-1.5x3 M-1.5x4+ M-5x6(5) a 3.00 1 12 y y 0-1,8-01 5-01-09i. y l y l b 2-11-12 4-10 4-11-12 1-101-12 6-11-15 6-10-03 6-11-15 1-05-02 1-08 2-11-12 10-06 28-06-09 / / / 'I 14-05-12 1-00 27-06-04 / 1 * 1-08 42-00 D PR JOB NAME : 5019-D POLYGON - D10 ��•<<- '6, Scale: 0.1224 � 17 WARNIN08: 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 IndNIdual Truss: D10 and Warnings before construction commences. building component.Applicability of design parameters and proper4110 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 a< DES. BY: BS is the responsibility of the erector.Additional 2'continuouso.c.and at 10'o.c.respectively unless braced throughout their length by OREGON 4 Q„ po ty permanent bracing of sheathing such as plywood sheathing(TC)and/or drywa0(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++ /. �Q 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibiity of the respective contractor. V tr SEQ. : 6203128 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosNe environment, 96) AI ii Y 15 design loads be appied to any component. and are for"dry condition"of use. /f(" `moi .. TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all suppo is shown.Shim or wedge if PAUL U L '- fabrication,handing,shipment and installation of components. necessary.s 7.Design assumes adeqlocated one cont drainage faces of truss,and placed so their center li s ncide with int center Ines. IpII VIII VIII VIII I Ell VIII III IIII Mu ck USA,Inc./CompuTrus Software7.6.7(1 L)-Z request. 10.For basiic connectoroplate design values see ESR-1311,ESR-1988(MiTelg EXPIRES:12/31/2016 9.Digits indicate size of late in inches. III II Mil 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 RUDE #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-13=(-3078) 9292 13- 3=( -318) 1060 18-10=( -470) 1592 2x4 KDDF #1&BTR Ti 2- 3=(-10564) 3326 13-14=(-2504) 7052 13- 4=) -566) 2360 10-19=(-2508) 1142 BC: 2x6 KDDF #1&BTR LOADING 3- 4=) -9946) 3158 14-16=(-3338) 8534 4-14=) -582) 360 19-11=( -718) 2444 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -7290) 2626 15-17=( -112) 284 14- 5=) -640) 2156 11-20=(-4978) 2062 2x4 KDDF #1&BTR A TC UNIF LL( 50.0)+DL) 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=) 0) 0 17-18=(-3188) 7864 14- 7=(-2546) 1238 20-12=) -330) 240 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 42'- 0.0" V 5- 7=( -6512) 2382 18-19=(-2656) 6456 7-16=) -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"OC. 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"0C 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) 0'- 0.0" -1109/ 3581V -90/ 187H 5.50" 5.73 KDDF ( 625) 2 ) complete trusses required. 42'- 0.0" -1444/ 3564V 0/ OH 5.50" 5.70 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" ** For hen ger s acs. - See approvedMAX LL DEFL = 0.294" @ 18'- 4.3" Allowed = 2.054" g p plans MAX TL CREEP DEFL = -0.575" @ 18'- 4.3" Allowed = 2.739" + Laterally brace to roof diaphragm. MAX HORIZ. LL DEFL = -0.119" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.187" @ 41'- 8.5" 0-06-07 DESIGN ASSUMES MOISTURE CONTENT DOES 9-11-11 32-00-05 NOT EXCEED 19% AT TIME OF MANUFACTURE. '( T T Design conforms to main windforce-resisting 3-01-08 3-01 3-02-12 9-06-01 3-10-08 6-00-11 5-09-03 5-09-03 6-00-11 system and components and cladding criteria. 9-10-12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4533.300 load duration factor=l.6, 12 M-9x8 M-7x8(5) End vertical(s) are exposed to wind, 6.00 p 6 M-3x9 M= x9 0 25" M-100 M-131x . M-1125x3 Truss designed for wind loads )' -- a -< in the plane of the truss only. --,M-4x4 " 4 , M-1,5x3 + o r, M-3x10 3/ N o A ''-j''''''-- �., 13 14 r e�R = V 1 1 M-3x8 0 15 17 19 , ** o M-7x10 o M-1.5x3 0.25�� M 3x5 M-3x8 M 3x6+ M-7x8 M18HS-3x18 M-7x8(S) M-3x6+ - n 3.00 , 12 )' y ) b l ), )' k 2-11-12 6- 03-12 5-09 y 3-10-08 7-10 7-08-04 7-11-12 J- 1-08 2- 11-12 10-06 y b 28-06-04 J. 14-05-12 1-00 27-06-09 J. )- y 1-OS 92-00 JOB NAME : 5019-D POLYGON - D11 c..co 0 s% Scale: 0.1372 44✓ ,:t' :.:78 "E ter" WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual j 00 Truss: D 11 and Warnings before constructioncommences. building component.Applicability of design parameters end proper / A.i,, 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. I"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 Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood unless sh athin throughoutC) nd/ordry length. , 174-OREGON �� pMn g(r s Mvall(BC. -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++ /" ,z ,"- DATE: E 6203129 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/,q 5 2�� 4• • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, !f A, 1 TRANS 1 D: 418660 design loads be appled to any component. 6.Desiand gn assumre for es fulltlbearin of all supports �� `� • 5.CompuTrus has no control over and assumes no responsibility for theg 9 shown.Shim or wedge If AA U L R essary. fabrication,handing,shipment and installation of components. Design as 7.Design assumes adequate o ne r an drainagefurnishedPlateslocated faces of truss,and placed so their center I VIII I III IIII IIIII VIII VIII II Iii IIII TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincidedicatwith joint center lines. }REs: .� 2016 9.Digits indicate size of late in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC Refer to CompuTrus rafter detail for complete specifications. HIP CORNER RAFTER TO 11-06-07 FOR 8-01-14 SETBACK LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE 12 01-19 2X4 DE SUPPORT #103TR '( T PROVIDE SUPPORT 12 5.14 p PROVIDE SUPPORT M-3x6(5) 2X9 DF M-5X8 8P' #16BTR PROVIDE M-3x6 SUPPORT \ 0° M-3x6 M-3x6 0 M-3x8 co 4.t mai 0 o 11-09-15 1, 1, 1, 1, b 2-02-08 11-06-07 5-07-14 5-07-19 y 1 29-00-14 $ .0 PRQp � JOB NAME •. 5 AGI N 4. ‹, 5019-D POLYGON - DR Scale: 0.3000 4� `, y 9 4. WARNINGS: GENERAL NOTES,unless otherwise noted: c' •'"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 building component.Applicability of design parameters and proper 111110 Truss: DR and Warnings before construction commences. Incorporation of component Is the responsibility of the building designer. 2.aro compression web bradng must be installed where shown+, p Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 3.Additional temporary bracing to Insure stability during construction p•0 c and at 10'o.c.respectively unless braced throughout their length by t/ 4n is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -7 OREGON as DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.ar Impact bridging or lateral bradng required where shown++ 1, 4. a N 4.Na load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. d 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, AI r7 Y 1.$1.,k, - TRANS I D• 418660 design loads be applied to any component and are for"dry condition"o use.supports wedge �l • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes tuft bearingat all su rts shown.Shim or If 9jr(• Pq U I. P� 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 IIIIIII 111111111111111111111111111111111111 TPIAvrcA m Bcsl,copies of which will be famished upon request. git coincide with joint acenter Ines. 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 11 l This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 6-09-13 FOR 4-09-19 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32,0 PSF PROVIDE SUPPORT PROVIDE SUPPORT 2X9 DF #1&BTR 8-05-13 PROVIDE T T SUPPORT 12 5.19 C7 M-3x6(S) PROVIDE SUPPORT 2x4 DF M-5x8 Ae #1&BTR M-3x6 000 PROVIDE M-3x6 1111. 0 SUPPORT M-3x6 tee r, M-3x8 of l o y 1, y y 6-08-05 y b l y 2-02-08 6-09-13 5-07-14 5-07-19 5-07-19 y JOB NAME •. 5019-D POLYGON - DR2 29-00-19 ��� �GI'� �s�/o Scale: 0.3000 wC? 29 WARNINGS: GENERAL NOTES,unless otherwise noted: ,.•' e i 7C? P' 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: DR2 and Warnings before construction commences. building component Applicability of design parameters and proper AOO 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibilitytemporary of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y DATE: 3/11/2015 the overall structure is the responsibility of the buildingdesigner. continuous1Impactsheathing such bracingas plywood sheathing(TC)uwheres ownor drywall(BC). I ^ OREGON 5vs �, bePo ty 9 3.Installation bridgingois laterale ity of the where shown+* _Y S EQ. : 6203131 4.No load should m applied to any component until after all bracing and 4. of truss is the responsibility I the respective contractor. !}� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon-corrosive environment, 9,9 �4R Y 1 S !i TRANS I D• 418660 design loads be applied to any component. and are for"dry condition"of use. 7 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 ir p VD,0 fabrication,handing,shipment and installation of components. necessary. A U d. — 6.This design is furnished subject to the imitations set forth 7.Designlaesassumes locatedadeuone odthi facesae iso truss,a IIIIII NI VIII III VIII IIII IIII IIII by 8.Plates shall be on both of truss,and placed so their center TPINVECA in SCSI,copies of which will be famished upon request. 9.lines coincide with joint center lines. MITBk USA,InC./COT 1pUTNS Software 6.2.3(1 L)-Z 10.Digits For connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2016 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-43) 15 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" -55/ 262V -7/ 45H 24.00" 0.42 KDDF ( 625) 1'- 11.2" -21/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -6/ 20V 0/ OH 0.00" 0.00 KDDF ( 625) 12 6.0017 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacig. 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 -i 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, Truss designed for wind loads oin the plane of the truss only. c0 ,�MfooFli,g/A x4 y y b 1-00 2-00 X00 PR Opt JOB NAME : 5019-D POLYGON - El Scale: 0.9533 �� �ct,GIN��9 0 17 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: El 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 bracingto Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at V �� W ry 2'o.c.and at 10'tic.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). "IA-OREGON Q DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown t /S, 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 1 -` `C SEQ. : 6203132 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosNe environment, L ci *l design loads be applied to any component. and are for"dry condition"of use. 1 PA U `,' TRANS I D 418660 6.Design assumes full bearing at a6 supports shown.Shim or wedge if 5.C loads has no dto over 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 8.Plates shall be located on both faces of truss,and placed so their center 1111111113111111111 TPIANTCA In SCSI,copies of which will be famished upon request 9.lines assi coincide size of plate Inint rinches. EXPIRES: 12/31/2016 MiTek USA,Inc./COrlpies of o Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-1986(MITek) III I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-58) 77 3-5=(-185) 176 BC: 2x4 KDDF 81&BTR SPACED 29.0" O.C. 2-3=(-128) 107 WEBS: 2x4 RUDE STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"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" -73/ 395V -44/ 116H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -34/ 244V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at'29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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'- 0.9" Allowed = 0.372" 5-08-09 0-03-12 MAX TC PANEL TL DEFL = -0.096" @ 3'- 0.5" Allowed = 0.559" 12ff f MAX HORIZ. LL DEFL = 0.001" @ 5'- 8.2" 6.00 p MAX HORIZ. TL DEFL = 0.001" @ 5'- 8.2" M-1.5x3 4 DESIGN ASSUMES MOISTURE CONTENT DOES 3 -1 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, (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 t M r1 o El o o� l ►t5 M-3x9 M-1.5x3 y 1 ), 5-08-09 0-03-12 J., ,l y 1-00 6-00 R OF JOB NAME : 5019-D POLYGON - E2 �5�`�c,Gi e��ss�o Scale: 0.5503 �� �/ lr .s78 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 T ru s s: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by 's7 OREGON 'may such a is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.Zx Impact bridging or lateral bracing required where shown++ /' O S EQ. : 6203133 4 ii 4.No bad should be appNed to any component until after a9 bracing and 4.Installation of truss is the responsibitty of the respective contractor. v Y 15 2 (�. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /fir^ TRANS I D: 418660 design bads be appNed to any component. 8.and Design assumes Nlldition"beadof fat at supports �� 5.CompuTrus hes no control over end assumes no responsibility for the g 9pports shown.Shim or wedge If PA fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth by7.Designlatesassumes adequate bothdrafacesae isprovided.truss, 11111111111111111111111 V �g 1 8.Plates shall be locatedto on of truss,and placed so their center TPIM/TCA In BCSI,copies of which will be furnished upon request. Digit coincidenctwith joint centerche. X �RES: 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(TATO) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" [GOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing,' TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF 41&BTR SPACED 29.0" O.C. NOT EXCEED 19% AT TIME OF MANUFACTURE. WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce-resisting LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x9 or equal at non-structural LL = 25 PSI' 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 T Refer to CompuTrus standard 12 gable end detail for complete 6.00)7 specifications. M-1.5x3 4 3 mi a M 0 0 N 2 O f— t O oto 1 ������������������������������� M-3x9 M-155x36 �, y y 1-00 4-00 Rt,0 PROFF� ty JOB NAME : 5019-D POLYGON - E3 Scale: 0.6377 kJ 17`.`'�I"� '9 /°,, WARNINGS: GENERAL NOTES,unless otherwise noted: .r' ::',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 and Warnings before construction commences. building component.Applicability of design parameters and proper �,f ° Truss: E 3 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 �� pro ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "9' OREGON O DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ 'ly •4//, rL ..Q,r 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. 9 ,q to Y. i 6j /R 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, �� q7 TRANS ID: 418660 design bads be applied to any component and are fors"dry hill ouse. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PAUL necessary. fabrication,handling,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 shag be located on both faces of truss,and placed so their center I 11111111111111111111 I III 11011111111 II TPI WfCA In SCSI,copies of which will be famished upon request. lines coincidedtwith joint ate In nche. EXPIRES 12/31/2016 9.Digits Indicate size of plate to inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wek) IIIIIIIIIII 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&BTR LOAD DURATION INCREASE = 1.15 1-2=(-ll) 50 2-4=(0) 0 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2-3=(-55) 24 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -84/ 331V -5/ 37H 5.50" 0.53 KDDF ( 625) 1'- 3.2" -66/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 6.0" -25/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '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 6.00 2 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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' o load duration factor=l.6, M-3x4 , T Truss designed for wind loads o in the plane of the truss only. 1 ro/- N 0 1 0 o r- 2i seramillmam 4 '1 Mil,.. b y /- 1-00 1-00 1-06 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-D POLYGON - EJ �5•<<- SNE `�`is, Scale: 1.0142 ,�C9 '4 yq WARNINGS: GENERAL NOTES,unless otherwise noted: 4t- / s e 78 f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: EJ and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 3/11/2015 the overe8 structure is the responsibility of the buildingdesigner. continuouszIactsheathing such lateral bas acing re suired where s and/or d ywall(BC). w j� OREGON 4'� Po ty 9 4.to tmpao bodging os the pracing required the where shown contractor.a SEQ. : 6203135 4.No bad should be appBed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective �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, '�,(1 �''9 rp Y '\�J <c• TRANS I D• 418660 design bads be appied to any component and are for"dry condition"of use. 7 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 �`� fabrication,handing,shipment and installation of components. es necessary. �''YY 1. 6.This design is furnished subject to the imitations set forth by7.Designlaesassumes adequateatedon oc drainage Iso truss,a I'IIIA VIII VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located both faces of truss,and placed so their center TPIANfCA In SCSI,copies of which will be furnished upon request, MiTek USA,Ino./COmpuTru3 Software 7.6.6(1 L)-E coincide with joint center lines. 9.liness indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2016 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 3-4=(-190) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=1 -54) 28 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/ 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" /I 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" i MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.4" 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, ,-1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, 3 Truss designed for wind loads c, in the plane of the truss only. (0 i 0 M-3x4 ,1 1, ,i b 1-00 6-00 5-11-02 PROVIDE FULL BEARING;Jts:2,6,3,4,51 ��,R0 PROFFss JOB NAME : 5019-D POLYGON - CJ10 Sale, 0.3213 ti�GIN F'T meq GENERAL NOTES,unless otherwise noted: s 1.BollWARNINGS: .Jr 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 I�6" Truss• C J 1 0 and Warnings before construction commences. building component.Applicability of design parameters and proper `" -. Incorporation of component Is the responsibility of the building designer. V"- 2.2x4 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'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryweli(BC). 1^-OREGON c;,DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 5 ¢'• 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .T .4 �l.`t SEQ. : 6203136 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 appied to any component and are for"dry condition"of use. t --re.A u L �� TRANS 1 D 418660 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 5.CompuTms has no control war and assumes no responsibility for the necessary. fabrication,handling,shipment and instatation 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 111111111111111111 TPI WTCA in BCSI,copies of which will be famished upon request. 9.linesr basic on with joint lain iter nches. EXPIRES:1'2/.'31/2016 MITek USA,Inc./Co of s Software 7.6.6(1 L)-E 10.For bas c connector plate design values see ESR-1311,ESR-1986(Wel() IIIIIIIIIIIII 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 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x9 KDDF ql&BTR SPACED 24.0" O.C. 2-3=(-333) 305 TC LATERAL SUPPORT <= 12"OC. UON. 3-4-(-109) 56 LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.8" 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" 9 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. o Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), '-, load duration factor=l.6, Truss designed for wind loads m in the plane of the truss only. r`1 ti , 1 /- c0 I ►� 5 -/ O M-3x9 1. > y y 1-00 6-00 4-02-12 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME •. 5019-D POLYGON - CJ11 eco �AG1 e��`�s/0 Scale: 0.3643 �c? A? WARNINGS: GENERAL NOTES,unless otherwise noted: 4t' i i/ 9 / 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 411,41011° . Truss: CJ11 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 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 responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 continuous Impact sheathing such cingoesdrywall(BC). ' "� OREGON 4) DATE: 3/11/2015 the the siure if the rector Adds onal buildingi e tdesigner. 3.2x Impact bridgingh or lateral asbracing plywood requiredd sheat where shown/++ Lp SEQ. : 6 2 0 313 7 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. /y, 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, "7^ _ Y 1 !.?C� TRANS ID: '418660 design bads be applied to any component and are for"dry condition"of use. T�r^ r✓ 5.CompuTrus has no control war end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If ` PAUL ��� necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. IIIIII VIII VIII VIII VIII Ilio VIII III IIII 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 TPIMITCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines.9.Digits EXPIRES: 12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ches. 10.For basic onncate eectoize rplate desiglate in n values see ESR-1311,ESR-1988 P 9 (MiTeW 11111 1111 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=10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-337) 305 3-4=(-109) 56 TO 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/ 2978 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" 0d MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" 1� 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=l.6, 0rn Truss designed for wind loads 1 in the plane of the truss only. m 1 m M N 1 /- MIIMIMMIIIIIMMMIIIIMIMIIMII o �_ �� / - 5 O M-3x4 ,l y y J' 1-00 6-00 4-00 PROVIDE FULL BEARING;Jts:2,5,3,41 ti�,O °FE. JOB NAME : 5019-D POLYGON - CJ12 �� ��GtNe . �0 Scale: 0.3624 Q 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: CJ12 and Warnings before construction commences. building component.Applicability of design parameters and proper re 40.110 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.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t/ *� p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '$�' OREGON TDATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ -r rL 4.No b1?ad should be applied to any component until after all bradng and 4.Installation of truss is the responsiblity of the respective contractor. +4 p 1S S E Q. : 6203138 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design beds be appied to any component. Design gra so"dry condition"g ase. PA.0 L ¢` TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.and ar assumes full bearing at all supports shown.Shim or wedge if fabrication,handing,shipment and installation of components. ry. g P 7.Design assumes adequate drainage Is provided. 8.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 11111111111111111110.VTPIAMTCA In BCSI,copies of which will be furnished upon request. Pies coincide with joint center ices. EXPIRES: 1 ti3�/2��6 9.Digits Indicate size of plate in Inches. MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E For basic connector slate design values see ESR-1311,ESR-1985(Web) 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 #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 72 2-4=(0) 0 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 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 477V -88/ 236H 5.50" 0.76 KDDF ( 625) 7'- 8.2" 0/ 181V 0/ OH 5.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -143/ 231V 0/, OH 1,50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ICOND. 2: Design checked for net(-5 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" 0 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 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. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, iri (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m i � oI �� 4�� -/ M-3x4 1, ), y 1-00 7-10-15 !PROVIDE FULL BEARING;Jts:2,4,31 PROP JOB NAME : 5019-D POLYGON - CJ13 �c.3` AGI E.9 Scale: 0.4556 ��? '�/� WARNINGS: GENERAL NOTES,unless otherwise noted: Q j s 70 ® "Iv. 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 e 4110 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 bracingto insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at 'r" DES. BY: BS is the responsibility of the ctor.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 3/11/2015 the overall structure is the responsibility of the buildingdesigner. 2xcoImpact sheathing such as plywood required sheathing(TC)and/or drywall(BC). OREGON �A Po ty g 3.Zit Impact bridging or lateral bracing where shown++ SEQ. 6203139 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Q' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �� �+'q(:� dj 44' TRANS I D• 418660 design loads be applied to any component. and are for"dry condition"of use. " 8.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PA UL ` fabrication,handing,shipment and Installation of components. necessary. +9 6.This design Is furnished subject to the limitations set forth by8.Designlatesassumes caedon uone both drainagecis ftrus,provided. II IIII VIII VIII VIII VIII(IIII VIII IIII IIII TPIANFCA in BCSI,copies of which will a furnished upon request. 8.mesa coincidshall ewitjointtcenterlnes8 of truss,and placed so their center Malek 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 IIIIIIIIIIIIII 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&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-CONCUR ENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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" P, MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.2" 12 ( MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), -, load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. M .-i I O M-3x9 )' ,1 b 1-00 5-10-15 PROVIDE FULL BEARING;Jts:2,4,31 ��4" PROpF�s JOB NAME : 5019-D POLYGON - CJ14 �� \AGIN4 /°meq Scale: 0.5231 e'7 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 4000 Truss: CJ14 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 � ryty 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 es plywood sheathing(TC)and/or drywall(BC). .,y "7 OREGON 2Q , 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. �J 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 9,9 .4 p ,.` 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 environmentfj t1 V design beds be applied to any component. and are for"dry condition"of use. ` PA 1'f `.` TRANS 1 D' 418660 8.Design assumes full bearing at all supports shown.Shim or wedge if �'1 5.CompuTrus hes no control over and assumes no responsibility for the necessary. fabrication,handling,shipment end installation of components. 7,Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII IIII VIII VIII VIII VIII III IIII TPINVTCA In BCSI,copies of which will be furnished upon request. 9.IDigds indicate coincide s zeh jof plate Inoint rInches. EXPIRES: I2/.3.1/2016 II MiTek USA,Inc./CompuTrus of s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131[,ESR-1988(MITek) i IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES F/Cq=1.00 BC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=)0 2-6=(0) 0 SPACED 24.0" O.C. 2-3=(-351) 305 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-109) 56 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9-5=( -24) 0 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 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 10'- 4.0" Allowed = 0.033" 0 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" 12 MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.2" 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. N 0 of 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), Oj load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn 1 f O 1 M-3x4 ), J, .1 1-00 6-00 9-04 y 'PROVIDE FULL BEARING;Jts:2,6,3,4p JOB NAME : 5019-D POLYGON - DJ13 �� caG iso Scale: 0.3596 �� '9 WARNINGS: GENERAL NOTES,unless otherwise noted: s i)C7 w 9(" 1Builder 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: DJ13 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. �+( "^- DES. BY: BS 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , DATE: 3/11/2015 the overall structure is the responsibility of the buildingdesigner. continuous0Impact sheathinging such lateralas bracing sheathing(TC)ired where shown and/or drywaN(BC). p OREGON '�� 4.No load should be applied to ny component until after all bracing and 4.Installationboftrusss Is the responsibility of the respective contractor. Ire, Q S EQ. : 6203141 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� QRV AS �� TRANS I D• 418660 design loads a applied to any component and are for"dry condition"of use. L 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if `1 PA U L Rl fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the limitations set forth 7.DesignPlates shall be assumes on both tcdrainage Isprovided. III VIII VIII III IIII III VIII IT IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. 6 necoincide with joint center 9.Digits of buss,and placed so their center MITekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForr asicconnectorplatedesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2016 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. 2-3=(-333) 301 3-4=1-108) 54 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -110/ 2940 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11,2" -259/ 390V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -62/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. '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" 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" 0) MAX TC PANEL TL DEFL = -0.073" @ 3'- 2.4" Allowed = 0.722" h 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. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. 3 Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), to load duration factor=1.6, 1 Truss designed for wind loads 1 in the plane of the truss only. r-- ,z, co M r-1 i o M-3x4 l l l l 1-00 6-00 3-10-15 PROVIDE FULL BEARING;Jts:2,5,3,41 PROF R.03 e JOB NAME : 5019-D POLYGON - DJ14 w� ��GiNE�R /°�,, Scale: 0.3666 je7 t' 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 individual401, Truss• D J 14 and Warnings before construction commences. building component.Applicability of design parameters and proper r ,as,..,- --� • 40 2.244 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional tempora bract to Insure stability dodo construction 2.Design assumes the top and bottom chords to be laterally braced at temporary n9 ty g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by " OREGON '*4) DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). /t,� 2 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++ Y 4.No bad should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 4 q y 15 �1, SEQ. : 6203142 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, o1 design beds be applied to erry component and are for"dry condition"of use. �� PA 1 Y L 1�` TRANS I D 418660 6.Design assumes full bearing at all supports shown.Shim or wedge If V 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is presided. 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 TPIANfCA in BCSI,copies of which will famished upon request. 9 lines iIndicate size of plate inoincide with joint rInches. EXPIRES:12/31/2016 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-1988(MITek) 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 #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5-(0) 0 BC: 2x9 KDDF 41613TR SPACED 29.0" O.C. 2-3=(-297) 220 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4=( -91) 37 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 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 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 = 0.093" @ 2'- 11.8" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.081" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 7 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, do (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. co l /- rIrlil ' /00000/ 5►=�4 b l y y 1-00 6-00 1-10-15 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-D POLYGON - DJ15 44 Scale: 0.4306 c� 7rp� R WARNINGS: GENERAL NOTES,unless otherwise noted: 'CC +/C7r* 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: DJ 15 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. y,.. .4,,. a 2.Design assumes the top and bottom chords to be lateral braced at DES. BY BS 3.Additional temporary bracing to insure stability during construction laterally 43 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v continuous sheathing such as plywooding(TC)and/or drywali(BC). ,y 17 OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required 5) where shown++ le �/ SEQ6 2 0 314 3 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. ,� (J�� 1 Z t �P 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 5 V TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. n .CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge if a U L �j, fabrication,handling,shipment and installation of components. necessary. 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 p lines de Ath int center lines. inn VIII VIII VIII VIII VIII'III'III TPI/VVTCA in BCSI,copies of which will be furnished upon M Ta USA,Inc./CompuTrus Software 7.6.6(1 L)E request 10.For basic co nectoroplate design values see ESR-1311,ESR-1986(diTek) EXPIRES:12/31/2016 9.Digits indicate size of plate in Inches. 111011 11 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 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x9 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-71) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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 ODE ( 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" f f MAX BC PANEL LL DEFL = 0.006" @ 2'- 8,6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.3" 10.00 17' MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.3" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 " Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, or, Truss designed for wind loads '' of in the plane of the truss only. c 0 cn 4t I o o 104 M-3x9 ), ,l ), 1-00 (PROVIDE FULL BEARING;Jts:2,3,4I 6-00 JOB NAME . 5019-D POLYGON J1 Scale: 0.7025 `:7 2rr„ 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 Individual401.111 Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper e* 2.2x4 compression web bracing must be Installed where shown+• incorporation of component Is the responsibility of the building designer. 3,Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 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 ty continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC), '•A.OREGON Q �y�,y, DATE' 3/11/2015 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ h 4" 4.No bad should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '9 ��,1 Y �t 2 S E Q. : 6 2 0 314 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, V design beds be appfed to any component and are for"dry condition"of use. ir P ik\� TRANS I D: 41 8 660 5.CompuTrus has no control over and assumes no responsibility for the 6.Deceasassumes full bearing at all supports shown.Shim or wedge if A fabrication,handing,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIMIfCA In SCSI,copies of which will be famished upon request. lines9. coincidetwith joint acenter lines. EXPIRES: ) ��2 16 0 Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software furnished 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/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=(-60) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -91/ 303V -27/ 91H 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 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/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" f T MAX TC PANEL LL DEFL = -0.009" @ 1'- 5.5" Allowed = 0.165" MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.6" Allowed = 0.297" 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 DE FL = 0.000" @ 2'- 3.6" MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.6" ro o 11110- 114 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. � Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mph, h=20,2ft, 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 w in the plane of the truss only. t 0 1 M-3x4 .1 l y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4I 6-00 P R ��� Qp JOB NAME •. 5 019-D POLYGON - J2 �•`� GINS s, Scale: 0.6775 ? FRy. 47 IP 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 4 Truss J2 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �+�f ,�, ,Lr DES. BY: B S 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , h; continuous sheathing such lateral cing e sheathing(TC)where sownand/or+drywe0 BC. 'j►,r OREGON Q� ' DATE: 3/11/2015 thet the tlsructure Is the rector.Additional onathe building t designer.acing3.coImpact bridging or sbracing plywood requireddhealwhereshown++ .jr SEQ. : 6 2 0 314 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. 4A �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, �/9 V-T"Y i 5 2!.S TRANS I D• 418660 design bads be applied to any component and are for"dry condition"of use. T/r� `V 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Pull treeing at all supports shown.Shim or wedge if ` p �w fabrication,handing,shipment and installation of components. ecessary. A UL 6.This design is furnished subject to the imitations set forth T.Designlates shall be assumes adequate on otc drainage is provided. (IIIA VIII VIII 11111111110 III VIII VIII VIII IIII IIII TPIANrCA in BCSI,copies of which will be furnished upon request 6 linesPcoincide with Int cent both tioess of Wss,and placed so their center MITekliSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Fg1basciconnectorplateidesgnvaluesseeESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2016 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 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 8l&BTR SPACED 24.0" O.C. 2-3=(-82) 76 TO 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" -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/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" 3-06-12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.132" MAX TC PANEL LL DEFL = 0.017" @ 1'- 11.7" Allowed = 0.269" T MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.0" 10.00 3 MAX HORIZ, TL DEFL = 0.000" @ 3'- 6.0" DESIGN ASSUMES MOISTURE CONTENT DOES 4i 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), o i load duration factor=l.6, o Truss designed for wind loads t in the plane of the truss only. M r"1 ,...+..- :1.F IBMINIMINIMINIMIIMIIMINIM o / 0 111.- 14 M-3x4 ,1 J, ), 1-00 PROVIDE FULL BEARING;Jts:2,3,4' 6-00 dot) PR optSS' JOB NAME •. 5019-D POLYGON - J3 Scale: 0.6006 c. �� IN��� °�� 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• 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 tem bracing to Insure stability dud construction 2.Design assumes the top and bottom chords to be laterally braced at Porary ng n9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A-OREGON q DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -YO 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 (1fy, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responslbbty of the respective contractor. -7 Al Y 1 Gj !.S SEQ. : 6203146 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, t p V V design beds be applied to any component and gra for"dry tsti bearing of use. �' PA JJ L. C`` TRANS I D 418660 8.Design assumes full bearing u a8 supports shown.Shim or wedge if 5.CompuTms has no control over end assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design umes 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 11111111111111111111011111111111111111111 TPINVTCA In BCSI,copies of which will be famished upon request 9.lines indicate with joint late Iter nches. EXPIRES:12/'31/2016 MiTek USA,InciCo of s Software 7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-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 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-109) 95 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" -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) 4'- 8.4" -118/ 148V 0/ OH 1.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net)-5 REQUIREMENTS OF INC 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 IOPSF 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" l' ( 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 (I� MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.4" ' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rte (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. co ,--,, C o - �� ��4 M-3x4 l b y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,41 sok,0 Op4. JOB NAME : 5019-D POLYGON - J4 Scale; 0.5434 0 t.14Guye, 4 s/�244( 9' WARNINGS: GENERAL NOTES,unless otherwise noted: Q e r r 1.Builder and erection contractor should be advised of a0 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 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 w' DES. BY B S 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 continuous sheathing such as plywood sheathing(TC)e and/or drywall(BC). "7 OREGON c BB 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 appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /. SEQ. : 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 9 �1 j�J ��� TRANS I D" 418660 design bads be appied to any component end are for"dry condition"of use. 7 5.CompuTrus hes no control over end assumes no responslbiity for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �1A �. necessary. A(J L 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 1111111 VIII VIII VIII VIII VIII VIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. Ones coincide with Joint center Ines. 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 II 01111 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=(-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 = 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/ 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 1OPSF LIVE LOAD, TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0,159" @ 3'- 7.1" Allowed = 0.478" 5-11-09 MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.717" 3 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.8" DESIGN (j NOTEXCEEDU19% CONTENT DOES 12 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=1.6, Truss designed for wind loads o in the plane of the truss only. v 0 rh c I a 1 M-3x4 / ,1 / 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,31 RtO PRQp JOB NAME : 5019-D POLYGON - J5 Scale: 0.4864 ,,,\AGINEe'� �0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. / i 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 J5 and Warnings before construction commences. building component.Appficebility of design parameters and proper i 2.204 compression web bracing must be Instated 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 responsibilityof the erector.Additionalpermanent brae of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t/ \y n9 continuous sheathing such as plywood sheathing(TC)and/or d ywalHBC). r ' OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact hedging or lateral bracing required where shown++ CJ. /. 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 vi4�Y 1 Lj 2 SEQ. : 6203148 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, J�+L. V design beds be applied to any component. end are for"dry condition"g use. '4 PAUL ,j a�� TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 0.Design assumes full bearing at at supports shown.Shim or wedge If /�U necessary. fabrication,handling,shipment and installation of components, 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPINVECA in BCSI,copies of which will be furnished upon request. git coincideinictwith jointofp tecenterin lines. EXPIRES: 3j 12016 9.Digitssndsize ofplate to Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(liTek) IIII II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-217) 192 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-115) 66 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/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Show (Pg) 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 TO 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 = 0.401" ') MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" l 3 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 10.00 NTENT DOES �� NOTIGN EXCEED ATTIME OF ASSUMES OISTURE OMANU FACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. M A- PIAIIMIIMMMMMIIIMIIIMMIMIIIt r•E4 510201 M-3x4 1, .1 y y 1-00 6-00 1-02 (PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 5019-D POLYGON - J6 �`���PNGINE. / Scale: 0.4593 ��? OQ 9 WARNINGS: GENERAL NOTES,unless otherwise noted: w 7p E 'fir" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual "` Truss: J6 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. 2.Design assumes the top and bottom chords to be laterallybraced at y' DES. B Y• B S 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 continuousxImpact sheathing such al bradplywong equired s and/or drywall(BC). ' A-OREGON O� �„ DATE: 3/11/2015 the overall nsibiure is the responsibility of the building t bracing 3.2x sheaths or lateral bradng required where shown++ SEQ. : 6 2 0 314 9 4.No load should be appied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. /. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1,,(i..�/,,`. n V 15 2 s TRANS I D: 418660 design bads be applied to any component and are for"dry condition"of use. �- J S.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes NII bearing at a8 supports shown.Shim or wedge If /J �, necessary. A u L fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, 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 lines coincide with I(IIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIIITPINVTCA in I,copies of which will be furnished upon M Te USA,InCJCornpuTfus Software 7.6.6(1 L)E request 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES: 12/31/2016 9.Digits indicate size of plate in inches. i IIIIIIIIill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 9.4" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF )110BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x9 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-266) 237 3-9=( -90) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -93/ 299H 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'- 9.4" -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 29 "oc spacing.] BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.118" @ 2'- 11.7" Allowed = 0.981" 1( MAX TC PANEL TL DEFL = 0.104" @ 2'- 11.7" Allowed = 0.722" 1 MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.6" MAX HORIZ. TL DEFL = -0.003" @ 8'- 3.6" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 7 3 Design conforms to main windforce-resisting 7( system and components and cladding criteria. 1A Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rc. load duration factor=l.6, Truss designed for wind loads c, in the plane of the truss only. r` rn /- .,,, P/AMIIIMIMIIMIMIEMIMII I " r•=� 5� 1 mes 1 M-3x9 1 ). ), l 1-00 6-00 2-09-06 ]PROVIDE FULL BEARING;Jts:2,5,3,9] �c�EO PROF4ss_ JOB NAME : 5019-D POLYGON - J7 Scale: 0.4136 �� ��`78 E /o21r 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' J7 and Warnings before construction commences. building component.Applicability of design parameters and proper `w 11 2.2x4 compression web bradng 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. B Y• BS is the responsibility of the erector.Additionalpermanent bradng of 'Inc.. and at 10'a.c.respectively unless braced throughout their length by V �h po continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -v OREGON ti �;, DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4/4/ v-Y//II ryc 4.No load should be appied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. ^'��. ��Y �t, !`C SEQ. : 6203150 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, '.1 C/ design beds be applied to any component. and are for"dry conditionof use. p R` 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 A 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 imitations set forth by 8.plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111111111111111 TPIMlfCA in SCSI,copies of which will be furnished upon request. Digitsgit coincidewith Jointcenternche. EXPIRES:12/31/2016 9.linesindicate size plateofin inches. MiTek USA,Inc./CompuTrus of s Software 7.6.6(1 L)-E 10.For basic connectorplate design values see ESR-1311,ESR-1988(MITek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&3TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-316) 286 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 3-4=(-102) 45 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/ 284H 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 NUDE ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF 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" 0 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 = -0.004" @ 9'- 6.0" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.0" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 7 Design conforms to main windforce-resisting 3 system and components and cladding criteria. 0Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, ITruss designed for wind loads o in the plane of the truss only. o'D rh t ,- ,T _ O i`- 5 MI O ►� -, M-3x9 ) ), /' y 1-00 6-00 3-06-12 PROVIDE FULL BEARING;Jts:2,5,3,41 ckaPR JOB NAME : 5019-D POLYGON - J8 �� ckGIN F `si© Scale: 0.3838 �� WARNINGS: GENERAL NOTES,unless otherwise noted: 47C" / :1'782" �� 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 en individual 40, Truss: J8 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 to 2.Design assumes the top and bottom chords to be lateral braced at DES. BY: BS temporary bracing to insure stability during construction N is the responsibility at the erector.Additional permanent bracing of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by continuous sheathing such as l bracing re sheathing(TC)red where s own+drywaN(BC). 9 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 O 3 151 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. !i, 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 1 rj 2!`C� TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. AL1 �r 5.CompuTrus has no control over and assumes no responsibilly for the 8.Design assumes full bearing at all supports shown.Shim or wedge if P44 u a�� fabrication,handing,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth by T•Design assumee s adequate drainage Is ovided. I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIAM'CA In BCSI,copies of which will be furnished upon request. 8 Ines coincide with joint centertines 9.Digits s of Puss,and placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weft) EXPIRES:12/31/2016 IIIIIIIIIIIIII 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 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-373) 304 3-4=(-142) 57 TC LATERAL SUPPORT <= 12"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 KOH ( 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. '5 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" 0 MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 7 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 3 system and components and cladding criteria. o Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, m Truss designed for wind loads in the plane of the truss only. ro r-1 milC o _ 6.=A o M-3x9 • .6 /, y /, 1-00 6-00 4-09-03 PROVIDE FULL BEARING;Jts:2,6,3,41 ��c0 PR OF6 JOB NAME : 5019-D POLYGON - J9 ��`GI" F�s °� Scale: 0.3535 1ttr '7$' E 9v,, 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• J9 and Warnings before construction commences. building component.Applicehlity 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 stabil Burin construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY BS p g Nobility g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by c rh is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). 4.��OREGON ° �, DATE• 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (J /S. • 4.No bad should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. -9 .+Q j j �!`C-_ SEQ. : 6203152 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L,. f1 F, design bads be applied to any component. and are for"dry condition"of use. '1 )IJ AUL. I L i` TRANS I D 418660 8.Design assumes full bearing at all supports shown.Shim or wedge If r t V 5.CompuTrus has no control over 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 imhations 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 BCSI,copies of which will be furnished upon request. git indicate with joint acenter Ines. 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) 1E11111111 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: 2x4 KDDF #10TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-411) 381 3-4=(-191) 139 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -55) 29 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. ($PECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.6" -30/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 -s VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" y 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'- 10.8" 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), 3 of load duration factor=l.6, o Truss designed for wind loads 0 I in the plane of the truss only. 2 n t c I M-3x4 .1 ) y y 1-00 6-00 5-11-09 PROVIDE FULL BEARING:Jts:2,6,3,4,51 � P `s JOB NAME : 5019-D POLYGON - J10 Scale: 0.3200 wc��5� ti�G :9 6%O WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. %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: J10 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. :I"'z w, �^-- +�' -. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 40 is the responsibility of the erector.Additional permanent bracing of continuous sheathinV g such as plywood sheathi ng(fCsand/ordywall(SC). 9 OREGON �'� DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S E 6203153 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. . ti� !q�' 4• • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 9i9' �� " V ID: design loads be applied to any component. and are for"dry condition"of use. ,� TRANS D: 418 6 6 0 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at a8 supports shown.Shim or wedge if P4 1.r L ...,,,,vv fabrication,handing,shipmentnecessary. V g 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 111111111111111111 VTPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide withzjoint fp center tines. EXPIRES: 12/31/2016 9.Digits Indicate size of plate In inches. Mitek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-455) 428 3-4=(-247) 190 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=) -78) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 393H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 9'- 11.2" -170/ 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 y MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0,068" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008" @ 13'- 1.3" 4 MAX HORIZ. TL DEFL = -0.008" @ 13'- 1.3" DESIGN ASSUMES MOISTURE CONTENT DOES 0 NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 10.00 V system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor-1.6, o 3 Truss designed for wind loads in the plane of the truss only. f) m i C o - -/ 1 - 6.=. o M-3x4 1 1 1 1 1-00 6-00 7-02 PROVIDE FULL BEARING;Jts:2,6,3,4,5) JOB NAME : 5019-D POLYGON - J11Scale: 0.3060 It�ct` /t �,9 o °, WARNINGS: GENERAL NOTES,unless otherwise noted: i s J 8 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 w Truss: J 11 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'c.c.respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •$�A-OREGON Qs �,• DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! " /, rr/ 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss Is the responsibilty of the respective contractor. 9 '4Ry AS Vc. SEQ. : 6203154 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9h•• ,� TRANS ID: 418 6 6 0 design bads be applied to any component. and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If pA f L necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111111111111111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request Digit coincide withzjointfaIn Ines. EXPIRES:12/31/2016 9.Digits dtodsize oplateeto Ines. 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 1E11111111 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 #16BTR 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 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=(-274) 218 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( -99) 68 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/ 413H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -192/ 271V 0/ OH 1.50" 0.35 KDDF ( 625) 13'- 9.6" -75/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR 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 = 0.070" @ 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" 4 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 0 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r, load duration factor=l.6, I Truss designed for wind loads 3 i in the plane of the truss only. M l -i ...51=IIMIMIMIIIIMmimil cif o M-3x4 .L ), y y 1-00 6-00 7-09-10 PROVIDE FULL BEARING;Jts:2,6,3,4,5I JOB NAME : 5019-D POLYGON - J12 �SP�GIINe �`�-o Sale: 0.2877 wc� ...5, 2 WARNINGS: GENERAL NOTES,unless otherwise noted: CZ* / :1'78 e E �r Ala 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 _ar 41011t, 2.204 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY• BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by w' h DATE: 3/11/2015 the overall structure is the responsibility of the buildingdesigner. continuousxIactsheathing suchr las bracing cing required cred where S own+drywati(BC). OREGON �'� Po ty 9 3.to Impact bridging or th lateral where shown++ SEQ. : 6203155 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibisty of the respective contractor. rl' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 11^ 4/'�Ai Y A S e(,_'''' TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. 'Tit •1 V 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 '°A U L �,y fabrication,handling,shipment and installation of components. necessary. 6.This design is famished subject to the!irrigations set forth by7.Design assumes adequate drainage is provided. I MILLI VIII VIII VIII VIII VIII VIII IIII IIII 8.Plates shall be located on both faces of truss,and placed so their center TPIAM'CA In BCSI,copies of which will be famished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES: 12/31/2016 1E141 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 415BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-21) 39 6-5=( 0) 17 SPACED 24.0" O.C. 2-3=(-108) 0 6-7=( 0) 0 5-3=( 0) 54 BC: 2x4 KDDF ST3-4=( -20) 33 5-8=1-35) 59 3-8=(-61) 36 WEBS: 2x4 KDDF STAANDR ND 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) 0'- 0.0" -45/ 300V -27/ 91H 5.50" 0.48 KDDF ( 625) OVERHANGS: 12.0" 0.0" 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 lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T l'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" MAX LL DEFL = 0.000" @ 5'- 4.8" Allowed = 0.159" 10.00 MAX TC PANEL TL DEFL = 0.003" @ 0'- 11.3" Allowed = 0.140" MAX BC PANEL TL DEFL = -0.011" @ 3'- 4.1" Allowed = 0.206" 4 MAX HORIZ. LL DEFL = 0.002" @ 5'- 4.8" M 9x6 MAX HORIZ. TL DEFL = 0.003" @ 5'- 4.8" 3 �) NOTIGN EXCEEDU19%S AT STURE TIME OFONTENT DOES MANUFACTURE. �O 00 F o Design conforms to main windforce-resisting system and components and cladding criteria. �7 Wind: 140 mph, h=20.2f t, TC DL=9.2,BCDL=6.0, ASCE 7-10, M-3x9A0,-........ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 ► o load duration factor=l.6, M -/- M-3x4 t End vertical(s) are exposed to wind, M-3x9 r I o Truss designed for wind loads ii o in the plane of the truss only. o f- 6 7 M-3x5 J, J, ), 1-06-12 9-05-09 J, J, b ), 1-00 1-08-08 9-03-08 J, Y l 1-03-04 3-00-04 ,1 J, 6-00 (PROVIDE FULL BEARING;Jts:2,4,8I PR F Scale: 0.5754 JOB NAME: 5019-D POLYGON - J2C Q� `�`��$E. �0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is basedt.only uppon the efparaimn ers aremoshown rsand and f parr an individual Truss: J2C and Warnings before construction commences. building incorporationofcompAonent Is the responsibility of the building designer. 4- -�.. 2.2x4 compression web bradng 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 construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by >\� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4" OREGON DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (� 5 A 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 •Qp Y V� SEQ. : 6203156 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, v design loads be applied to any component. and are for"dry condition"of use. ��. A U L n TRANS I D 418660 8.Design assumes fad bearing at all supports shown.Shim or wedge if S 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 limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPIMlrCA In SCSI,copies of which will be famished upon request 9.linescoincide size of plate Inrinches. EXPIRES:12/31/201 MiTek USA,Inc./Co of s Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1886(Wok) IIII III oil 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 NODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6= BC: 2x9 RUDE #1613TR SPACED 29.0" O.C. 2-3=(-162) 33 5-7=(-65) 103 5-3=( 0) 52 WEBS: 2x9 KDDF STAND 3-4=( -8) 35 3-7=(-123) 77 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. IL 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" -97/ 344V -40/ 122H 5.50" 0.55 UDE ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -84/ 60V 0/ OH 1.50" 0.10 KDDE ( 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. '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 3-06-12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.004" @ 2'- 10.0" Allowed = 0.149" 12 MAX TL CREEP DEFL = -0.006" @ 2'- 10.0" Allowed = 0.199" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" 10.00 7 4 -/ MAX BC PANEL TL DEFL = -0.010" @ 3'- 9.5" Allowed = 0.163" M-4x63 0MAX HORIZ. LL DEFL = -0.006" @ 5'- 8.5" MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.5" 10DESIGN ASSUMES MOISTURE CONTENT DOES c NOT EXCEED 19% AT TIME OF MANUFACTURE. I Design conforms to main windforce-resisting o system and components and cladding criteria. i 4,1 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=l.6, End vertical(s) are exposed to wind, M-3x4 �� Truss designed for wind loads �8 in the plane of the truss only. 17 �rn .- o �� I m M-3x4 M-1.5x3 o omij1 I o� ►� 6 -/<=> M-3x5 PROVIDE FULL BEARING;Jts:2,4,71 J. 1 J. 2-10 3-02 / / ,1 1 1-00 2-11-12 3-00-04 / 3, 6-00 �p`c O PROP4. so JOB NAME : 5019-D POLYGON - J3C Scale: 0.5868 �4 � 01N1�F9 /d.1, WARNINGS: G. hRAe NOTES,unlonlyss upon the noted: .,70 • i� 1,Builder end erection contractor should be advised of all General Notes 1.This design Is based upon the parameters shown end is for an Individual Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper / 410 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. t►"� r.. 2.Design assumes the tap and bottom chords to be lateral braced at DES. BY: B S 3.Additional temporary bracing to Insure stability during construction y 2'o.c.and at 10'o.c. tivey unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of V h continuous sheathing such as plywood sheathing(TC)when Cs and/or drywall(BC). d :qrA-Q{�EU+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++ l� .Y 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. 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, �Ll ''QqY �J � ' TRANS I D' 418660 design loads be applied to any component. and are for"dry condition"of use. 7L� n a 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PA U L ,. fabrication,handling,shipment and Installation of components. necessary. PAUL 7.Plates assumes atedadequate don" s d.on faces of truss,and placed so their center I IIIIII I III VIII IIIIII III VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. xPIRES12/31/2016 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 4(1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=( -75) 112 6-5=( 0) 23 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-204) 39 5-7=(-102) 199 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -92) 40 3-7=(-178) 122 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+IL( 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" -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 KIDE' ( 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" T MAX 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[7 0 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 461 system and components and cladding criteria. 0 tM Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 616. (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), .1.11111111111111, load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 I w in 111.-- #17 -,(0, MI M-3x4 M-1.5x3 0 i ►� 6 -to 0 M-3x5 PROVIDE FULL BEARING;Jts:2,4,71 .1 )' y 2-10 3-02 y y y 'I 1-00 b 2-11-12 3-00-04 1 6-00 Op.4. JOB NAME •. 5019-D POLYGON - J4C kr .:9' �'c tNe. s/°meq Scale: 0.5258 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: J4 C and Warnings before construction commences. building component.Applicability of design parameters and proper ,1,, v • 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. r- ".--" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent 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 "gid-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++ L5' Z, 'IP ,.f 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -SI ,q t�Y a fj !AC SEQ. : 6203158 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '7 V TRANS ID: 418660 design beds be tippled to any component. and are "dry condition"of use. gt 'j \-4 • 5.CompuTrus has no control over and assumes no responsibility for the 6.Designnigare forumes full bearing at all supports shown.Shim or wedge if A �., sary. 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 furnished upon request Digit coincidetwith joint centerinches. EXPIRES:12!31/20� 9.Digits ndsize oplate in Inness. MiTek USA,InciCompuTfws Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 11111111 IIII IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-111) 145 6-5=( 0) 23 BC: 2x9 KDDF #15BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-237) 53 5-7=(-151) 199 5-3=( 0) 52 3-9=( -72) 56 3-7=(-232) 180 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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 KDDF ( 625) 5'- 11.6" -60/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 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" 5-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T f MAX LL DEFL = 0.009" @ 2'- 10.0" Allowed = 0.259" 4 MAX TL CREEP DEFL = -0.012" @ 2'- 10.0" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.019" @ 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. c M 9x6 Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 oto (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, 10End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. lk16(\ rn rn�� �o o AIIIMIMI=1.1.114 � M-3x4 M-1.5x3 r- o PIMA -7o M-3x9 M-3x5 (PROVIDE FULL BEARING;Jts:2,7,41 y y .1 2-10 3-02 b ), y y 1-00 2-11-12 3-00-09 y y 6-00 • ,11) PROF JOB NAME : 5019-D POLYGON - J5C `c.3 tk N4.t, R`�6's gy. Scale: 0.4668 � WARNINGS: GENERAL NOTES,unless otherwise noted: 17 7p. 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 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. `. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 3/11/2015 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall C. 7 OREGON,p .4; r Po h 9 9 3.2x Impact bridging or lateral bracing where shown++ SEQ. : 6203159 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the respobe sty of the respective contractor. �3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1,9, �AIR). AS � TRANS I D• 418660 design loads be applied to any component. end are for"dry condition"of use. I/r S.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if "' P, ¢�\I fabrication,handing,shipment and installation of components. necessary. A U L 6.This design is furnished subjec to the imitations set forth by7.Designlatesassumes adequate both drainagecis provided.,a III 11111 11111 IIIII IIIII III VIII IN IIII 8.Plates shall be located on faces of truss,and placed so their center TPIANfCA in BCSI,copies of which will be furnished upon request, lines coincide with joint Doter Ines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.Digits9. rr basic onnectoroplf atetdesi Inches.e In values see ESR-1311,ESR-1988 EXPIRES: 12/31/2016 P 9 (MiTek) 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=( -93) 136 7-6=( 0) 23 SPACED 24.0" O.C. 2-3=(-223) 56 6-8=(-126) 182 6-3=( 0) 52 BC: 2x4 KDDF ST3-4=(-151) 114 3-8=(-217) 150 WEBS: 2x4 KDDF STANDNDR LOADING 4-5=( -54) 22 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 390V -79/ 216H 5.50" 0.62 KDDF ( 625) 5'- 8.5" -26/ 145V 0/ OH 5.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -125/ 198V 0/ OH 1.50" 0.25 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.0" -6/ 1V 0/ OH 1.50" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP '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/240, TL=L/180 1 .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" 0( MAX TL CREEP DEFL = -0.011" @ 2'- 10.0" Allowed = 0.339" 1� 4 MAX HORIZ. LL DEFL = -0.012" @ 5'- 8.5" MAX HORIZ. TL DEFL = 0.014" @ 5'- 8.5" 12 i( DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting N system and components and cladding criteria. co Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o Enclosed, Cat.2, Ex M 9x6 (All Heights), P•B, MWFRS(Dir), load duration factor=1.6, 3 End vertical(s) are exposed to wind, 10Truss designed for wind loads in the plane of the truss only. II11� O1 8=� rn 1 _ m o M-1.5x3 t o =� M13x4 0 M-3r.9 M-3x5 b 1, 1, 2-10 3-02 /, y ,l /, 1-00 , 2-11-12 9-02-09 , y 6-00 1-02 PROVIDE FULL BEARING;Jts:2,8,4,51 4C PR©f JOB NAME : 5019-D POLYGON - J6C w� O�GIN6.F�9 s/0 Scale: 0.4028 17 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 Truss• J6C 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 temporarybracingto Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ^ OREGON O� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .Y DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ �, iS, 4.No bad should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. "� � Y j�j � 'f_ SEQ. : 6203160 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, V design loads be applied to any component and are for"dry condition"of use. _i �JA u L �` TRANS I D 418660 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control war and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.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 I 111 IIII VIII(IIII VIII 11111 EMI IIII TPINVECA in BCSI,copies of which will be furnished upon request. y 1Digits Indicate slze of plate inncide with joint rinc es. EXPIRES:.12/31/2016 MiTek USA,Inc./Co pies of s Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc Spacing] TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1,15 BC: 2x9 KDDF #1&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)4-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, LL = 25 PSP Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 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. 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 12 complete specifications. 4.00 v 3 Lo , 0 rn oil 2 i in o i _ o -" i -7 M-3x4 4 .1 ) 1-00 8-06 b JOB NAME : 5019-D POLYGON - P1 r,',.. ,9 E��s o Scale: 0.6490 SCJ s' WARNINGS: GENERAL NOTES,unless otherwise noted: :e 78 w 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: P 1 and Warnings before construction commences. building component.Applicability of design parameters and proper _dr41.4110 2.2s4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. zr- Y w,., „`., 3.Additional temporary bracing to Insstability during construction2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: BS is the responsibility of the erector.ure ure nal permanent bracing of 2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by 4,. continuous sheathing such as plywood and/or drywall(BC). '$y 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++ SEQ. : 6203161 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .ry '11G /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, -V- �aqy 1 t .C� TRANS I D: 418660 design loads be appied to any component. and are for"dry condition"of use. "7L V 5.CompuTrus has no control over and assumes no responsibility for the 8.DesIgn assumes full bearing at at supports shown.Shim or wedge If '1 fS �� necessary, A L fabrication,handling,furnished shipment and installation of components. 7.Design assumes adequate drainage Is truss,d.a IIIIII IIII VIII 11111 I III VIII 1111111111 III IIII IIII 8 This design is BCSI, o subject to the befurns set forth by Plates shall be located on both faces of and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide wiz joint center Boas.9. EXPIRES: 12/31/201.6 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For Digits basic connecter plate design values see ESR-1311,ESR-1988(MITep IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) 69 3-5=(-266) 185 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 91 WEBS: 2x4 KDDF STAND 3-4=1 -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. DON. 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" -69/ 493V -34/ 1010 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.355" @ 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" 1 T T MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ B'- 2.2" 4.00 7 DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 4 NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting P 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-1.6, Truss designed for wind loads - in the plane of the truss only. 1 o co to frn m 0 ►�5 o 1 / Pie- ll M-3x4 M-1.5x3 .0 .0 b 8-02-09 0-03-12 .0 ,1 b 1-00 8-06 ��00 PRQFF�,s � �G�NEE'• /U JOB NAME : 5019-D POLYGON - P2 Scale: 0.5490 �� - zs7s .E - WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: P2 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 responsibiNty 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 is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.suchrespiv y unless braced throughout their length by v �� p ty continuous sheathing such as plywood sheathing(TC)and/or drywat(Bc). '74,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++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '�n ��Q Y 1 !. S E Q. : 6203162 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �,77 ,�V.. design loads be applied to any component. and are for"dry condleon"of use. k' r-A U L 1- necessary. - TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8'aan Design assumes tut bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. ry g 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 1111111111111111111 TPINJfCA in BCSI,copies of which will be famished upon request. 9 Digits Indicatesize joint la a Inrinc es. EXPIRES:12/31/201 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-1988(MITek) III IIIIII 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 RUDE #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 89 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 26 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: 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 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 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 = 0.019" @ -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 6.00 3 MAX HORIZ, LL DEFL = -0.000" @ 3'- 3.1" 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. 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, N Truss designed for wind loads M-3x4 in the plane of the truss only. M ti 0 O os 21110.... 410..... 1 .1 ), b b 1-08 2-00 1-03-13 PROVIDE FULL BEARING;Jts:2,4,31 <(' SO PROF 4. JOB NAME •. 5019-D POLYGON - SJ1 Scale: 0.8274 �NG�7►Nee /0*� WARNINGS: GENERAL NOTES,unless otherwise noted: +tel 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 J1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.284 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. „, DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h is the responsibility of the erector.Additional permanent bracing of V continuous sheathing such las b plywood required where s hownerdrywei(BC). I.'f f• OREGON �� DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ SEQ. : 62031634.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibuiiy of the respective contractor. l',(� '9�Y 15 fl' ��� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, T TRANS I D" 418660 design loads be applied to any component. and are for"dry condition'.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pA i t L fabrication,handing,shipmentnecessary. v g 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 I IIIIII VIII VIII VIII VIII VIII VIII II I IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. linesplate coincide with joint center fines. 9.Digits indicate size of in inches. MiTek USA,Ino./COmpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2016 /201 IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.8" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1,00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-117) 53 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: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -97/ 961V -25/ 139H 5.50" 0.79 KDDF ( 625) 1'- 9.2" -65/ 194V 0/ OH 5.50" 0.31 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 7.8" -75/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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 -i 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. ill Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, .-i Truss designed for wind loads 1 in the plane of the truss only. m 0 1 M M-3x4 M ca rIAIMIIMO /- 4l O 1 1 y )' )' 1-08 2-00 9-07-13 PROVIDE FULL BEARING;Jts:2,4,31 s\VD PROPE ..6- so JOB NAME : 5019-D POLYGON - SJ2 Scale: 0.5726 �� �`���" i9 '°meq WARNINGS: GENERAL NOTES,unless otherwise noted: 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 and Warnings before construction commences. building component.Applicability of design parameters and proper �w Truss: S J 2 2.2x4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v �� p Sty continuous sheathing such as plywood sheathing(TC)and/or d ywall(BC). "yA-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 a a ". • 4 ,, 2Q ' 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. q 1 SEQ. : 6203164 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrasNe environment. a1 ., TRANS ID: 418660 design loads be applied to any component and gra for"dry full bearing gf t a. v, • 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge if pA UL `` 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 11111111111111111111111111111 VIII 11 IIII TPINVECA in BCSI,copies of which will be famished upon request. git coincidetwith Joint ain nche. EXPIRES: 12I31IZO16 9.Digits dsize of tplate eininches.lin . 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 2'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTA 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=(-64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !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" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1' 1' 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 --i 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, (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. o0 (1.1 1 O 1 o ..00111/111110-1°A11141111.---: M-3x4 1 ). y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,31 D ROP JOB NAME : 5019-D POLYGON - SJ3 \�� �G1N4. u/ Scale: 0.6926 �c? 'Q .$.17 WARNINGS: GENERAL NOTES,unless otherwise noted: :1/ " 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: S J3 and Warnings before construction commences. building component.Applicability of design parameters and proper e/N•sfAdp 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibilitytemporary of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)andfordrywatl(BC). °s DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'SIF OREGON O 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 responsibility of the respective contractor. la, l�e�. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosNe environment, i9, q '�5 2 t/.�C` TRANS ID: 418660 design bads be applied to any component. and are for"dry condition"of use. •1. V V 5.CompuTms hes no control war end assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge If ir PA U L � fabrication,handing,shipment and installation of components, necessary. r'1 V d. 6.This design is furnished subject to the Imitations set forth7.Designlatesassumes adequate otfaces drainage iso truss,a I IIIIII I III VIII VIII VIII VIII VIII IIII IIII by 8.Plates shall be located on both of truss,and placed so their center TPINVECA in BCSI,copies of which will be furnished upon request. Digit cogits incide with jointf pate In n Inche.9. 31�2Q76 MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.FForr basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 1 IIII II 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 NODE #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 '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 3 -i MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 10.007 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, ri Truss designed for wind loads in the plane of the truss only. M-3x9 rn I 0 o� ►� 4►� 1 / y i y 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,31 v. PRQp S JOB NAME : 5019-D POLYGON - SJ4 �� �co �'G�"Ee, s/0 Scale: 0.6431 •78 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 Individual40 Truss• SJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 'M 2 244 compression web bracing must be Instated 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. B Y: BS is the responsibility of the erector.Additionalpermanent bracingof 2 o.c.and at 10'o.c.respectively unless braced throughout their length by V �� p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "SyA.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++ v rL nI 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. of ,4 i 15 /- SEQ. : 6203166 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L.. design beds be applied to any component. and are for"dry condition"of use. '1PA t � TRANS I D: 418660 5.CompuTrus has no control over end assumes no responsibility for the 6'necessary.assumes full bearing at all supports shown.Shim or wedge If M fabricalian,handing,shipment and Installation of components. 7.Design umes adequate drainage is Dresided. 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 1111111111111111111111111111111111 TPINlfCA in SCSI,copies of which w t be furnished upon request. git coincidenitwith joint center lines. EXPIRES:12/31/2016 9.Digits Indicate size of plate in 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-1988(Welt) 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-98) 41 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"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" -13/ 98V -18/ 42H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSE Ground Snow (Pg) 1-11-11 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1' (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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 1 Truss designed for wind loads ' in the plane of the truss only. rn 0 0 0 CV r,1/._ N I O of- 1017-. 11 3�' M-3x4 1- 3, 2-00 PROVIDE FULL BEARING;Jts:1,3,21 JOB NAME •. 5019-D POLYGON - SJ5 ,c., naGINS& -4, Scale: 0.7796 (44 WARNINGS: GENERAL NOTES,unless otherwise noted: �: / i:7 82" tel'" 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 J5 and Warnings before construction commences. building component.Applicability of design parameters and proper ! 2.254 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. �f `" 3.Additional temporary bradng to Insure debility Burin construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS po ry 9 ty 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length �' M Is the responsibility of the erector.Additional permanent bracing of OREGON ' DATE: 3/11/2015 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). h Po ty 9 3.2x Impact bridging or lateral bradng where shown++ Q SEQ. : 6203167 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. /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, I9 411 Y 't S 17G TRANS I D" 418660 design loads be applied to any component. and are for"dry condition"of use. , 4.. -L 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 L p^ ��`4. fabrication,handling,shipment and installation of components. ecessary. �9 6.This design is furnished subject to the limitations set forth 8.DesignPlates shall assumes aaedulocated one drainage iotas,provided. 111111111111111111011111111111111111111 TPIiWTCA In SCSI,copies of which will be furnished upon request. 8. nes coincide ewdh Jo nt center Anes 9. s of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Frrits basiciconn co f plate in inches. EXPIRES: 12/31/2016 plate design values see ESR-1311,ESR-1988(MiTek) 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 #16BTR 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. DON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -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) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. MAX BC PANEL LL DEFL = 0.003" @ L L/24 Allowed 0 0.054" 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 10.00 17 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. 11/11 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, o, Truss designed for wind loads o in the plane of the truss only. m 0 M-3x9 on ,- 1- C O t 0 101.- 1 3I b y y 2-00 1-11-11 [PROVIDE FULL BEARING;Jts:1,3,2I �9&. PR op4.n 061 JOB NAME : 5019-D POLYGON - SJ6 �� ���`INE- / Scale: 0.6361 ` 7 if- WARNINGS: GENERAL NOTES,unless otherwise noted: • 1.Builder end erection contractor should be advised of a9 General Notes 1.This design is based onty upon the parameters shown end is for an individual Truss: SJ6 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 tempore brad to Insure stability dud construction 2.Design assumes the top and bottom chords to be laterally braced at to temporary n9 2'o.c.and at 1g'c.c.respectively unless braced throughout their length By ,'A-OREGON 2�y's q,• DES. BY: B S is the responsibility of the erector.Additional permanent bracing o! continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -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++ (� ;If 4.No load should be tippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� Al Y 1 fj -`!`C SEQ. : 6203168 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corroslve environment, '�1V design beds De appied to any component. end are for"dry condition"of use. PA U L 0 TRANS I D 418660 8.Design assumes on hewing et all supports shown.Shim or wedge if 5.CompuTms hes no control war and assumes no responsibility for the necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is presided. 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 Ili I VIII Illy VIII VIII VIII VIII II III TPIMlfCA In BCSI,copies of which will be furnished upon request 9.Ili gets s ccale sizede with joi joi nt teinches. EXPIRES:12/31/2016 IIMiTek USA,Inc./CompuTrus of s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)