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Plans (383) GCA -w_kGG MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-408_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: R46042190 thru R46042220 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. .. Jo PRoFFss ��5 NGINEF /029� 83640PE 9 OREGON C' /1/°4 R 12 2ot4C" °° S•oN Di•,L,r-. re EXPIRATI i ;.!/ - 1-16 41/1 December 4,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46042190 PL15-408_UPPER F01 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:05 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-pfC7P8Y?MbLNNbUfO6EfUuSaZ8AVga3SjwLmmJyCcvq 1-0-0 1.5x3 I I 1 3x4= 5 2 Scale=1:13.2 -: -_ 6 • \fir ■�/, 4 OA 3 1.5x3 II 3x4= 1-3-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 "" 480 MT20- 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=183/0-3-8,3=219/Mechanical FORCES. (lb)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)277 lb down at 0-8-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=10,1-2=100 Concentrated Loads(Ib) Vert:5=-277(F) •cO�G N F�` o • -9 cc' .40PE AP y ORE M a- • 00 Uq RY 12 rZO\C? O SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t _ t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with 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 IY1ft■i 1T ek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tn T Quality Criterta,DSB-89 and BCSI Budding Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sras Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042191 PL15-408_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 14:39:07 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-12KtggaFuCb4cuel VXG7ZJXxWynjlQnlAEgtrCyCcvo 11-0-0 1 1 1-1-0 /I 1-2-0 ID-8-7 Fi 1-2-0 1110 1-13i Scale=1:39.9 5x6 II 3x8 II 3x6 FP= 3x6 FP= 5x8 I I 5x8 I I 5x6 I I 5x8 I I 1 2 3 4 5 6 7 8 41 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 . o ' E - ' ' - 6, _ . _ .\\f.1 \f A 131 . / l `T ` N - O ® e` 1°� o e e r I,L d 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 6x6= 8x8- 3x6 FP= 6x8 5x6 5x6 5x6 6x6 II 8x8= 6x6= 1.5x3 SP= 3x6 FP= 6x8 II I 23-1-4 I 23-1-4 Plate Offsets(X,Y)- [32:0-3-0,0-0-01,134:0-3-0,0-0-01 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.18 33 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.29 32 >955 360 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.06 25 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 204 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) 40=1802/0-5-8,25=1724/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2126/0,3-4=-2126/0,4-5=-3962/0,5-6=3962/0,6-7=-3962/0,7-8=-5590/0, 8-41=-5590/0,9-41=-5590/0,9-10=-5969/0,10-11=5974/0,11-12=-5974/0, 12-13=5823/0,13-14=5823/0,14-15=5433/0,15-16=-5433/0,16-17=-4691/0, 17-18=-1691/0,18-19=-3503/0,19-20=-3503/0,20-21=-3503/0,21-22=-1960/0, 22-23=-1960/0 BOT CHORD 39-40=0/1126,38-39=0/3074,37-38=0/4791,36-37=0/4791,35-36=0/5969,34-35=0/5969, 33-34=0/5969,32-33=0/5974,31-32=0/5974,30-31=0/5660,29-30=0/5153, 28-29=0/4146,27-28=0/4146,26-27=0/2781,25-26=0/1061 WEBS 2-40=-2082/0,2-39=0/1926,4-39=-1828/0,23-25=-1962/0,23-26=0/1733, 21-26=-1581/0,21-27=0/1391,18-27=-1238/0,4-38=0/1710,7-38=-1598/0,7-36=0/1558, 8-36=-777/0,9-36=765/0,18-29=0/1051,16-29=-889/0,16-30=0/541,14-30=-437/0, 14-31=0/315,12-31=-281/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. �,p P R Qp, , 3)Refer to girder(s)for truss to truss connections. �, �' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �GZ' ANG I N Etc, /0 be attached to walls at their outer ends or restrained by other means. �� *. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 6-11-0,and 177 lb Q $ ,40 P E I-- ((. .----. down at 15-5-8 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 ollr c;, 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ORE '� 9 Uniform Loads(plf) 0410 r0 C" Vert:2540=-8,1-16=-80,16-24=-130(F=-50) y q R %2 Concentrated Loads(Ib) OO O Vert:16=-177(B)41=-965(B) SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI(REFERANCE PAGE MII-7473 n>v.10/03/2015 BEFORE USE IVIII" Design valid for use only with MtIek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the appGcablity of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 109 ite Suu 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 R46042192 PL15-408_UPPER F03 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DEtF2AbtfWjxE2DE3EnM6W48DMBY1 pDvPuZQNeyCcvn 1-7-0 I I 1-9-0 Scale=1:17.8 6x6= 3x6 I 3x6 I I 3x6 II 3x6 I I 3x6 I 1 11 2 3 4 12 5 13 6 O O N N 1: 10 9 8 6x6= 5x6 I I 3x6 I I 6x6= 9-4-0 9-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (Matrix) Weight 78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-1033/0,1-11=-770/0,2-11=-770/0,2-3=-770/0,3-4=-1123/0,4-12=-1123/0,5-12=-1123/0 BOT CHORD 8-9=0/1102,7-8=0/781 WEBS 5-7=-1068/0,5-8=0/476,4-8=-311/0,3-9=-463/0,2-9=-417/0,1-9=0/1082 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-10=-10,1-6=-100 ��p PRQfi- ads Concentrated Vert:40132(F))3=-132(F)2=-132(F)11=-276(F)12=-132(F)13=-132(F) � o NG(NEF9 `S/027� 8 e40PE -9A.ORE •N >\a 030 1 R 12 Z�a� n SOONO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 � t A WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED SIFTER REFERANCE PAGE MI1.7473 W.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 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 budding of individual truss web and/or chord members only.Additional temporary and permanent bracing !Ariel( is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely intormalion 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 R46042193 PL15-408_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 14:39:09 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCd I1-hQReF W bV QgrorCoQdyl bekcKN mOSmLQ2eYJ,_v4yCcvm 1 1-10-4 I I 1-9-0 01 Scale=1:41.8 3x6 FP= 3x6 FP= 1.5x3= 4x6 H 4x6 II 4x6 II 1.5x3= 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 < c — m 2 — r a . — 27 tt Nc o mO O C 26 2 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 I 23-11-12 Plate Offsets(X,Y)— f27:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.17 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.27 20-21 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:159 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 25=1061/Mechanical,17=1046/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-1056/0,1-2=-1081/0,2-28=-1081/0,3-28=-1081/0,3-4=-2501/0,4-5=-2501/0, 5-6=-3277/0,6-7=-3277/0,7-8=-3277/0,8-9=3417/0,9-10=-3417/0,10-11=-2919/0, 11-12=-2919/0,12-13=-2919/0,13-14=-1786/0,14-15=-1786/0 BOT CHORD 23-24=0/1860,22-23=0/2950,21-22=0/2950,20-21=0/3406,19-20=0/3228,18-19=0/2417, 17-18=0/971 WEBS 15-17=-1373/0,15-18=0/1152,13-18=-892/0,13-19=0/711,10-19=-436/0,10-20=0/268, 5-21=0/462,5-23=-635/0,3-23=0/906,3-24=1102/0,1-24=0/1466 NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down at 2-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. P R 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �,c 'Rk � �F��'s � NGINE �O LOAD CASE(S) Standard 4C? .-84 ' 9 2� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 � $ >.4a P E f Uniform Loads(plf) Vert:17-25=-8,1-16=-80 Concentrated Loads(lb) Vert:28=-20(B) y OR ''ON �a C1/2, 4/4 i2.2 •c-\C 0° SOON O 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 MI/-7473 rev.10/03/2015 BEFORE USE I" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building 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 �L]� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems;see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042194 PL15-408_UPPER F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:09 2015 Page 1 I D:c53KNt9S8dZANg LpvMEnZkyCdl1-hQReF W bVQgrorCoQdyl bekcKCmXQmO22eYJ_v4yCcvm 1-2-12 1.5x3 II 3x4= 2 Scale=1:13.2 • • J " 4 3 1.5x3 II 3x4= 1-5-12 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 ""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(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. 8 e40PE r • 1 OR 'ON �o ��gRY 12 2��� O SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 A WARNING-Verify.design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 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 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 MiTek' T? ek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the. 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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 R46042195 PL15-408_UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:10 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd I1-9d?0Ssc7B7zfTM NcBfpq Bx9V_9tg V roCsC2XRXyCcvl 0-h-8 Scale=1:39.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 •_ a N 2 c o 2 a 2 5 a 2 c 2 c c 2 o .m 42 N0 0 0 G o a "c „ 5 E E o c c c - • e a c E • 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-0-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 940 1 10-8-0 1 12-0-0 1 134-0 1 14-8-0 1 16-0-0 1 174-0 1 18-8-0 1 20-0-0 I 214-0 1 22-8-0 23-11-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft 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 Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:112 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) 1 end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-11-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. P R OFes � GINFFs/ ,s.o. 9 � .44 2� OPE r� � a4 OP (1:7 ORE *N >: 0 (./4 RY 12 `L �0- On SOON O Digital Signature 1 EXPIRATION DATE:12-31-16 December 4,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE 1„ Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding 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 ANSIRPI7 Quality Criteria,DSB-89 and SCSI Building Component Safety Infonnaiton 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 R46042196 PL15-408_UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-dpZOgComyR5W5WxokNL3k9ih?ZDuEl1 L5so4_zyCcvk Scale=1:38.0 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 e c 0 0 c 0 0 00 0 2 c so 0 2 2 5 0 e 2 4 <4, N e C 0 C C 0 C 2 0 0 0 C 0 0 C C e XXXXXXXXc/XXXXXXXXXXXXXXXXXXXXX'>IXXXXXXXXXXXXXXXXXXXXXXXX'r'XXQSZ� Cr 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 I 2-8-0 I 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12.0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 174-0 1 18-8-0 1 20-0-0 I 21-4-0 1 22-8-0 2&- 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 X5-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft 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 Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:108 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 23-1-4. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,35,33,32,31,30,29,28,27,26, 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. ���tio PRore ss �N\� �t1GlNEFR /0* ' - (� f OPE A - ORE•N >-. Oy��gRY ti 2-�� �0 SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE 1" Design valid for use only with 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 (AMA'building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing FYIi ek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,1358.89 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 R46042197 PL15-408_UPPER F09 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:11 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCd l l-dpZOgComyR5 W 5W xokNL3k9icUZCH EGmL5so4_zyCcvk 2-6-0 1-8-12 1 1-8-12 0,1_13 Scale=1:17.6 3x4 II 304= 1.5x3 II 3x6= 3x4= 1 2 3 4 5 11 0 1.5x3 = 0 0 0 N N 4 0 1.5x3 = I - I 0 10 9 8 7 6 1.5x3 II 3x6 = 3x5= 3x6= 7-2-12 9-4-0 7-2-12 2-1-4 Plate Offsets(X,Y)— fl:Edge,0-1-81,f5:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL, in (loc) 1/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!nor 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 • ��ED PROity 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �\�" 04GINE ER s/p2 Uniform Loads(pIf) Vert:6-9=-8,1-4=-80,4-5=-180(F=-100) 8 .40PE 9f Concentrated Loads(Ib) Vert:5=-336(F) -VA.ORE •N yRY i2 2��C� kj° SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Milek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,2t8 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042198 PL15-40B_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:12 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd I1-6?7mtYeOjlDNif W?I4s IGMEsIzZ8zIH U KWXe W PyCcvj 1 2 3 4 5 6 Scale=1:12.8 14 II 0 N — — — — — 13 12 11 10 9 8 7 I 1-4-0 2-8-0 4-0-0 5-4-0 6-2-12 I 1-4-0 1-4-0 1-4-0 1-4-0 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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 7 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. . 0„0 PROFFs.S EF GIN9 1 �, cc ,1-OPEfir- ile r y ORE • �d Oyy0gRY 12 2 C, 00 SOON „\4• Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. S 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 Mtlek° is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available Nom 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 R46042199 PL15-408_UPPER F11 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:12 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd I1-6?7mtYeOjIDNif W?I4s IGM Ep_zTazdOUKWXe W PyCcvj 0-1-8 H I 1-8-12 1 1 2-2-0 1 2-6-0 I Scale=1:39.0 3x4= 1.5x3= 1.5x3 II 1.5x3= 3x4 I I 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 N/ Nv'Nv ►t 18 17 16 15 14 13 12 1.5x3 I I 3x6= 3x6 FP= 3x8= 3x5= 3x6= 3x4= 2-2-12 I 1-11-12 2-h4 22-4-12 I 1-11-12 0-14 20-2-0 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 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!nor NO WB 0.54 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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) StandardIO��D PRQp' 15 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) \c tiNGIN '&—,5 6> Vert:12-18=-8,1-11=-80 �� �9 Concentrated Loads(Ib) t- 8 a 4OPE 1"" Vert:1=-336(F) 4 / -7 ORE •N ).� C16,„..., ul R 12 91..„\-C'O SOON o Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t e mi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety 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 R46042200 PL15408_UPPER F13 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:13 2015 Page 1 ID:c53KNt9S8d2ANgLpvMEnZkyCdl1-aCh85ueoU.2LLEKp5BsoNXpan?BNtHiBtezAHB2syCcvi I 0-64 ami 1-2-0 I I 0-8-7 4x4 1-2-0 1 I 0-6-1 U-1 1 2 3 4 5 4x4 = 6 Scale=1:12.9 13 a C. N 4X4 — 12 11 10 9 8 41* 4x4= 4x4= 1 2-10-11 1 3-5-11 1 4-0-11 I 4-11-4 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)— 12:0-1-8,Edge1,14:0-1-8,Edgel,f5:0-1-8,Edge1,f7:Edoe,0-1-81,f10:0-1-8,Edgel,112:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=209/Mechanical,7=204/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-12=-314/0,5-7=-306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. PRO�F co <�ED ss 2 2� 8 .40PE �f i 57 ORE *N �� 4 O �y �gRY12 �� 00 SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE(REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE WI Design valid for use only with MTek®connectors.This design is bused only upon porameters 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss • Truss Type Qty Ply POLYGON R46042201 PL15-408_UPPER F15 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-aCh85ueOU2LEKp5BsoNXpanzKNrXi9VeZ,AHB2syCcvi I 0-6-4 I I 1-2-0 1 1 0-8-7 1 1 1-2-0 I I 1-5-1 2-6-0 Scale=1:16.4 1.5x3 H 4x4= 1.5x3 H 1.5x3 H 3x4= 1.5x3 H 1 2 3 4x4= 4 5 6 7 O 0 E N o e 6 " e 6 ./; 3x4= 000 13 12 11 10 9 8 1.5x3 I I 1.5x3 II 4x4= 4x4= 3x4= I 2-10-11 l 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,f9:0-1-8,Edgel,110:0-1-8,Edgel,I13:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. . \�RED PROFFss �c\ � . .... F9 /per cc : .40PE fir' y OREG�>.. O3 4RY i2. 2°�C OOSOONO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Mlt" Design valid for use only with Milek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the 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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tell Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042202 PL15408_UPPER F16 FLOOR 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:14 2015 Page 1 ID:c53KNt9SBdZANgLpvMEnZkyCd11-2OFXIDfeFMT5yzgNQVumLnK9Mn8oRT6nng01blyCcvh I 2-4-4 11 2.6-0 I Scale=1:40.3 1.5x3 H 4x5= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 H 3x4= 3x6 FP= 3x6= 1.5x3 n 2 3 4 5 6 7 8 9 10 11 37 m 0 N N Niii.. 7".-..\\%4\44144..1 18 17 16 15 14 13 12 1.5x3 H 4x8= 3x6 FP= 3x5= 3x5= 3x8= 3x4= I 23-1-4 23-1.4 Plate Offsets(X,Y)— (1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 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 >848 360 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code IBC2012T P12007 (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=1010/Mechanical,12=1010/Mechanical ' FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-1005/0,1-2=1224/0,2-3=1224/0,3-4=-2770/0,4-5=-2770/0,5-6=-3086/0,6-7=-3086/0,7-8=-2175/0, 8-9=-2175/0,9-10=-2175/0 BOT CHORD 16-17=0/2134,15-16=0/2134,14-15=0/3069,13-14=0/2772,12-13=0/1246 WEBS 10-12=-1544/0,10-13=0/1151,7-13=-740/0,7-14=0/388,5-15=-370/0,3-15=0/789,3-17=-1127/0,1-17=0/1535 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.,;\- So PROT-4. ��`� 0NGINEF9 /C)* � 8,., 0PE r 9 ORE•N r.c Cy-4qRY i2 23C k0 SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE I" Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777109 Citrus Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. ures Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042203 PL15-408_UPPER F17 Floor 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:14 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-20FXIDfeFMT5yzgNQVuminK93n7FRURnng9OIBbIyCcvh 9-7.41 2-6-0 0-F1- Scale=1:40.7 4x6 = 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 i. c - c -a— c _ 6_a 21 : / No. 7 Nos, 7 INN 7 N''IN w o 'a `=� 20 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5 = 3x5= 4x6= 3x4= 0-1x8 23-11-12 0-'1-8 23-10-4 Plate Offsets(X,Y)— r19:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4,19=1043/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1581/0,3-4=-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. 4 O PR9. �c\ 61.0 c, ��GINE�'7' /p2 8 �40PE fie- - r y ORE A >.c, �/y, RYi2 2. ' ° SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE , Design valid for use only with M7ekd&connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tell Quality Criteria,DSB-89 and BCSI Bufding 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 R46042204 PL15408_UPPER F18 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 14:39:15 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd I1-W aovWZgG0gbyZ7FazCP?u?sHKAalA5Xx0 U m l7kyCcvg 0-1-8 H1-5-12 3k4 = 12 3x4 II Scale=1:132 1111111111111111111 ■ II 8 hUh 1 1.5x3= 0 0 1.5x3= 5 U W" 3 1.5x3 II 356= 1-11-12 1-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:17 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=240/0-5-4,3=240/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)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. 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)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=-8,1-2=-280(F=-200) tAGINE - 4Z 8 .4-OPE 9� • y OR SON >. 0 'I VARY 12 -fr ° SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 e I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE 1 Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SSuuite ites Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042205 PL15-408_UPPER F19 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:15 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCd 11-W aovWZgG0gbyZ7FazCP?u?sM2AalA5Xx0Um 17kyCcvg 0-1-8 1.5x3 II H I 1-7-4 1 3k4 = 2I Scale=1:13.2 MI III 6 iI1I 5 : - 111011 �/ 3 1.5x3 II 3x4= I 1-11-12 1-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=76/0-5-4,3=76/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)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. 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. X0,0 P R OpE.6, ��5 �NGlNEF9 /O2 �<c. 9 8 .40PE f y OR SON >`? 0yy4/q RY 12 `0,..,\_\C"�� SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 i, A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev.10/03/2015 BEFORE USE �' Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the appfcability of design parameters and properly incorporate this design into the overall MiTek" building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only..Additional temporary and permanent bracing 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/TPIl Quality Criteria,DSB-89 and BCSI Buf ding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 I Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042206 PL15-408_UPPER F20 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 14:39:15 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-WaovWZgGogbyZ7FazCP?u?sN?AagA50x0Uml7kyCcvg Scale=1:18.7 1 2 3 4 5 6 78 9 10 L L Jo o ._ o o L O N ^yam/y��C/am/am �/C� /am /am'�/�� O/\ C Cam O yy yy \,�/y�/� /y�O/y�/��/,\ O /am/am/�C p 20 19 18 17 16 15 14 13 12 11 I 11-4-6 i 11-4-8 LOADING(psf) 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 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:55 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 11-4-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (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(Le.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. � \�- ‘.,‘GINE. -, wo -4 2-9 8 a40PE T' OPF y V\ OREqNf7 0y2�q RY 12 2��� 00 SOONLi Digital Signature 1 EXPIRATION DATE:12-31-16 December 4,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042207 PL15-408_UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:16 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd11-_mM HjvhunzkpBHgmXwwERCP WgawlvY54F8VrfAyCcvf 1.5x3 II 0-7-12 2-6-0 11503 II 1 2 4x4= 3 Scale=1:13.0 0 0 N 5 4 4x4= 3x4= 0(1- 3-4-12 0.t- 3-3-4 Plate Offsets(X,Y)— f5:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=144/0-1-8,5=144/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. -c<5�p P R press ���',� �NG)NEF)9 io�9 8 .4-OPE r r y OR #ON >.� CIA- (14RY12- 2��� 00 SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. 1" 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 IFre k' 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/T7I1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Salety 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 R46042208 PL15-408_UPPER F22 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:16 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCd11-_mMHjvhunzkpB HgmXwwERCP W IatPvW L4 F8VrfAyCcvf 1 1-3-12 1 2-6-0 l Scale=1:24.9 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 J a NI: O Nt --71111116'-NSIt" 7 a N O �ny 1' 10 9 dp' 3x4= 3x5= 3x5= 3x4 = 0-1.I8 14-3-12 I 0-1-8 14-2-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 ' BCLL 0.0 Rep Stress lncr YES WB 0.16 Horz(TL) 0.02 8 n/a r1/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 No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-977/0,3-4=-977/0,4-5=-1120/0,5-6=-1120/0 BOT CHORD 10-11=0/426,9-10=0/1189,8-9=0/719 WEBS 6-8=-891/0,6-9=0/498,4-10=-263/0,2-10=0/682,2-11=-721/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. C7�����NG P EFR iso2 44., 8 .4-OPE �r 1 ill, i T OREfNQ.� O4, &ARYi22 cY 0 0 0 SOO Digital Signature EXPIRATION DATE:12-31-16 - December 4,2015 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rem..10/03/2015 BEFORE USE. M1" Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the 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 NliTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Bonding Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 1 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042209 PL15-408_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 14:39:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-SzwfwFiWYHsgpRPy5dSTzQyf7 AfetmDToFPBdyCcve I°�� 1 2-6-0 I alba Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 ` c _ tea � 20 o N � N •dyr _ O a C 19 • 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5= 3x8 = 3x4= 21-6-12 21-6-12 Plate Offsets(X,Y)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=937/0-2-12,12=937/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-949/0,1-2=-414/0,2-3=-414/0,3-4=-2170/0,4-5=-2170/0,5-6=-2686/0,6-7=-2686/0,7-8=-1975/0, 8-9=-1975/0,9-10=-1975/0 BOT CHORD 16-17=0/1437,15-16=0/1437,14-15=0/2569,13-14=0/2472,12-13=0/1146 WEBS 10-12=-1420/0,10-13=0/1027,7-13=-616/0,7-14=0/264,5-15=-495/0,3-15=0/908,3-17=-1267/0,1-17=0/1042 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. -����tiNGI EFR S,a, st 8 =40PE 9f" OP ' ORE *N �� � ' SOON ‘...) Digital Signature EXPIRATION DATE:12-31-16 J December 4,2015 1 t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERANCE PAGE MII.7473 ree.10103/2015 BEFORE USE. 1 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 1iTek° 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/IPll Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042210 PL15-408_UPPER F24 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-SzwfwFiWYHsgpRPy5dSTzQydv_FcezHDToFPBdyCcve 0-1-8 Hi 1-8-12 1 1 2-0-8 1 2-6-0 I Scale=1:38.6 3x4= 1.5x3 = 1.5x3 II 1,5x3 = 3x4 I I 3x4= 1.5x3 I I 3x4= 1.5x3 H 3x4= 3x6 FP= 3x4= 3x4 I I 1 2 3 4 5 6 7 8 9 10 11 g N 19 ` 18 17 16 15 14 13 12 1.5x3 II 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x6= I 2-1-4 i 22-4-12 2-1-4 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:117 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 20-5-0. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)12 except 13=489(LC 4),14=451(LC 4),15=417(LC 4),17=1052(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/496,2-3=0/497 BOT CHORD 16-17=-301/21,15-16=-301/21 WEBS 2-17=-303/0,1-17=-694/0,3-15=-111/271,3-17=-364/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard "\t�Ftti� PR OpFsd' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,,Co ��GINE F�4 1 Uniform Loads(plf) C? 2 Vert:12-18=-8,1-2=-180(F=-100),2-11=-80 Cr 9 8 .4OPE Concentrated Loads(Ib) Vert:1=-336(F) OP `-9ORE •N :s. C/y�4/'4 R 12 2°�� °° sooty ° Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE IMI" 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 �L■ building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 'y ir ek- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuatHy Criteria,028.89 and SCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042211 PL15-408_UPPER F25 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-w9U18bi91b_XQa_9fL WdUsROcTNSmNiS_yk3yCcvd Dt8 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 • A _ c a E _ a a o c °— c 2 o I g 38 o Y N N e a o - E o 3 e E o - e c c o 37 A/• JSA. AAAA,,Y\NAAA, Xx>�C>Clv�RA.A.A > �JCJ AAA\Av9 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-6-0 1 8-0-0 I 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 j 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 I 21-6-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 21-6-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��R.q P R 6FF�,s ��5 �NGINE'F9 /� 2 �� 8 .40PE 7r t -9. OR •N >.� 0 -NARY i2 95.) 0- �� SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 1 $ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE NI Design valid for use only with Mttek®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 l4iTekk is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heishts,CA 95610 - Job Truss Truss Type Qty Ply POLYGON R46042212 PL15-408_UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:19 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-OL2QLxjn3u6N2kZLC2Ux2r1_dog76kwWx6kWGVyCcvc 1 t-0-4 1 2-6-0 01,18 Scale=1:41.5 4x6= 3x4= 3x4 = 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 N...,.„I,,4 I v. ..E"Li v,. .. .H,,,,IiiiiiIiiNi 1 v N I/ N..., � N.a 21 ri tt 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 354 = 1.5x3 SP= 0-1 Ir8 24-4-12 0-i-8 24-3-4 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl 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.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1062/0-5-4,19=1062/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1782/0,3-4=-1782/0,45=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. <cr�`� �NGIN�F19 /o?' :>640PE �f • y ORE NS OmQI �yy�ARY 12,-I, CI 00SOONO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE MI Design valid for use only with 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 riek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042213 PL15-408_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 14:39:19 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-OL2QLxjn3u6N2kZLC2Ux2r 1 OWovh6uZWx6kWGVyCcvc 1-7-4 1 2-3-0 0148 Scale=1:23.3 1.5x3 II 1.5x3 = 1.5x3 H 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 = 1 2 3 4 5 6 7 sJ a 13 7 ' / NI4%. Z Nillir Z- , II I 4 0 N N 1 I' 0 0 12 1 10 9 • 3x4= 3x5= 3x5 = 3x4= I 13-5-12 I 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(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=0/547,2-11=-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. D PR 4. fiFss �c\� �NGINFFR /o2 8 .40PE 9f y OR SON / 06, 04 Ry i2,2��0 OC) SOONO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 t t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE MIy Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042214 PL15-408_UPPER F28 FLOOR SUPPORTED GAEL 23 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:3920 2015 Page 1 I D:c53KNt9S8dZANg LpvMEnZkyCd 11-tYcoZHkPgC EEgu7Xmm?Ab2aD3B 12rM mgAmT3oyyCcvb 1-0-8 1.5x3 I I 1 3x4= 2 Scale=1:13.2 0 0 • 4 i�i�i�i�►��i� 1.5x3 II 3x4= 1-3-8 0-8-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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. SoNG N OPE-, 8 .4-OPE • yCi OR SON N. Oy�VgRY12 (2, ,° SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 mil a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/0312015 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 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 Caeria,DSB-B9 and BCSI Building Component Safety 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 R46042215 PL15-408_UPPER F29 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:20 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd I1-tYcoZHkPciCE Egu7Xmm?Ab2aDAB I3rMmgAmT3oyyCcvb 0-10-12 1.5x3 H 1 3x4= 2 Scale=1:13.2 O 0 0 N N I ♦��♦ %W 1.5x3 II 3x4= pp 1-1-12 00-3 1-1-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD•2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=28/1-1-15,3=28/1-1-15,3=28/1-1-15 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .<0 P R pFFss c NGIN4.. LZ"' (�OPE �%- IA.ORE •N Oy•w&4RYi2 2 On SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 so WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERABLE PAGE MII-7473 rev.10/03/2015 BEFORE USE " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building 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 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/TPl1 Quality Criteria,DSB-89 and Bal Building Component 7777777 Safety Informaton available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandria,VA 22314. 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042216 PL15-408_UPPER F30 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:20 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd 11-tYcoZH kPriCE Egu7Xmm?Ab2aDNB I5rMmgAmT3oyyCcvb 1.5x3 II 1 4x4= 2 Scale=1:13.3 0 4 N 4 3 1.5x3 I I 4x4 = 0-9-12 0-O4 0-9-12 Plate Offsets(X,Y)— f1:Edge,0-1-81,13:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid 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 IBC2012ITP12007 (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. S? ,5 eNGIN 'F �� �' 8 40PE .31r. ORE *N c) 0 .1"0,4 Y 2. 2��� ,O SOON Digital Signature EXPIRATION DATE:12-31-16 1 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. �- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building 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 MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,055.89 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 R46042217 PL15-408_UPPER F31 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-LkAAmdl1 bWM5H2ijKT WP8G6OpbeHapOpOQDcKOyCcva I 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 - o - o N 4 wv 1.5x3 II 3x4= 1-3-8 I 0 -3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "'" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (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. -:S'' ° PROP 0.0 �c\� � , NGINEF9 /�1 8 .40 P E �r ("v,,_ORE *N N. Cy4/q RY 12 2��� OOSOON � 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 " 1111 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must vertfy 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 damoge.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCD 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 R46042218 PL15A08_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 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-LkAAmdl l bWM5H2ijKTWP8G6OSbeEapUpOQDcKOyCcva 1 2 3 4 Scale=1:13.0 • ♦ ♦ 8 7 6 5 3-7-0 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. • 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 00 PR StS' �c\cJ 0NC'(N�F9 /��' 8 .40PE 9f • yti OR SON Cay Uq RY 12.2 �� ° SOOO Digital Signature EXPIRATION DATE:12-31-16 J December 4,2015 i D ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE 1111 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Saley 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 R46042219 PL15-408_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 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-LkAAmdll bWM5H2ijKTWP8G6OrbelapOpOQDcKOyCcva 0-9-12 1.5x3 H 1 3x4= 2 Scale=1:13.2 4 9 q a N N •�����•....4 . 1.5x3 II 3x4= 1-0-12 1-0-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Ltd 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/TPI2007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-0-12 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=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. (0, ) PROfiFss 5 \AG1NEk- /0 tz8 4 P 0 E yh ORE A C.) Oy (4gRY 12 \-\C1 00 S0014 Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �A !' building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi TT ek° is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and.BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042220 PL15-408_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 14:3921 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-LkAAmdI1 bWM5H2ijKTWP8G6NDbeDapOpOQDcKOyCcva 1-3-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 • 4 i�0i�i���►�.v" 1.5x3 I I 3x4=- 1 1 1-6-8 1-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 .... 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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 1-6-8 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=78/1-6-8,3=78/1-6-8,3=78/1-6-8 FORCES. (Pb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .c�1;�NG PN EF�9 `SAO 29 8 40PE 4 -9yORE *N 0h• RY 1OS000 Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 1 t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the 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 is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 34" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 � I (Drawings not to scale) offsets are indicated. Damage or Personal Injury ��u= Dimensions are in ft-in-sixteenths. 11406. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See BCSI. IMMEEMMINIIIIMEMI 2. Truss bracing must be designed by an engineer.For 0.1/76 1%likp4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. O 3. Never exceed the design loading shown and never ill M� U U stack materials on inadequately braced trusses. o_ 4. Provide copies of this truss design to the building INor For 4 x 2 orientation,locate cis C6-7c5-6 designer,erection supervisor,property owner and plates 0-'nt' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. gsuitably protected Design assumes trusses will be from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber P 9 shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR1988 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 P Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. by text in the bracing section of the ts.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft,spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. II 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. tElliO reaction section indicates joint1 11111.1 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. me. INN MI 18.Use of green or treated lumber may pose unacceptable II environmental,health or performance risks.Consult with project engineer before use. Industry Standards: Mill 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. DSB-89: Design Standard for Bracing. Ile BCSI: Building Component Safety Information, M s 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 Re: 5019-A POLYGON ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1301115 thru K1301134 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. ���ED PROF Fss „5 04,GINEr6, 2 � 89782PE yr� V. OREGON "5;9irPAUL R 0(PIR A31/2016 July 13,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-37) 91 3-5=(-120) 127 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-85) 59 WEBS: 2x4 KDDF STAND 3-4=(-10) 5 LOADING TC LATERAL SUPPORT <= 12"OC. 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 325V -29/ 788 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -22/ 159V 0/ OH 5.50" 0.25 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 - 0.018" @ 2'- 1.8" Allowed = 0.223" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.018" @ 2'- 1.8" Allowed = 0.335" T 1' 1 MAX HORIZ. LL DEFL - 0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • M-1.5x3 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration.factor=1.6, Truss designed for wind loads • in the plane of the truss only. o i l c 0 I N M I C' Sel of /- 1 2�� 1111111 M-3x4 M-1.5x3 • J, J' ), 3-08-04 0-03-12 1, b 1 1-00 4-00 ,<,(,:V;O PRQFe �S �') tiSaGINE /4? /4 cc, 17 `r' 89782PE c" JOB NAME : 5019-A POLYGON - Al ,= Scale: 0.6195 WARNINGS: GENERAL NOTES, unless omenMse noted: /^ Truss: A 1. 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is foan individual "'?,a OREGON M1' and Warnings before construction commences building component.Applicability of design parameters and pro ,v� (1 V 2 2x4 compression web bracing must be installed where shown+ incorporation of component Is the responsibility of the building designer. ,.(} /) �^, y 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle b be laterally braced at l 'l � '1:J . is the responsibility of the erector.Additional permanent bracing of 2'o a end at im o c respectively unless braced Throughout mak length by DATE: 7/13/2015 me waren awctpro Is me reg continuous sheathing such as plywood sheathing(TC)and/or mywadl3C). •,• PAUL U '` responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �'1 4 SEQ.: Ki 3 0 11 1 5 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contracto, fasteners are complete end at no time should any loads greater man 5.Design assumes trusses are b be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for"dry condition•of use. 5.CampuTma hes no control over and assumes no rosponaibility for the e.Design assumes full bearing at ell supports shown.Shim or wedge if . labEXPIRES: 12/31/2016 fabrication,ation,handling•shipment end installation of components. T.Designpassumes adequate drainage is prodded. July 1 3,2015 8.This design Is famished subject to the limitations set forth by S.Plates shall be boated on both faces of truss,and placed so their canter TPI1WICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,IncJCom uTrus Software 1 7.8.8 L- 9.Digits Indicate size of plate In Inches. P ( )E 10.For basic connector plate design values see ESR-1311,ESR-1838(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10,5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 1-2=(-84) 61 1-4=(-37) 39 2-4=(-120) 126 BC: 2x4 KDDF $1&BTA SPACED 24.0" O.C. 2-3=(-10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 168V -27/ 69H 5.50" 0.27 RODE ( 625) 3'- 10.5" -26/ 158V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX TC PANEL LL DEFL - 0.018" @ 2'- 1.0" Allowed - 0.223" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.016" @ 2'- 1.0" Allowed = 0.334" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL - 0.000" @ 3'- 6.8" 3-06-12 0-03-12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.8" T T T 12 Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 2 Iiii,000„0 M O ...41111A41 <n O I N y I 0 of A- 1 110 1 1100114 -, 0 M-3x4 M-1.5x3 • 1 I b 3-06-12 0-03-12 y I 3-10-08 .• (<, "'C) PR()per,• S c� ZyGINE�9 /o,$,�. 89782PE JOB NAME : 5019-A POLYGON - A2 Scale: 0.5958 ^ -�'7' WARNINGS: GENERAL NOTES, unless otherwise noted: Er, CO 1.Builder and erection contractor should be advised of as General Notes 1.Tina design Is based only upon the parameters shown and is for an Bdtld al "q2 OREGON ,a" Q„ Truss: A2 and Warnings before construction commences building component Applicability of design parameters and proper J [) 2 Px4 compression web bradng must be installed where shown.. incorporation al component b the responsibility of the building designer. 17 (/�s.� 7 V 3 Additional temporary bracing to Insure stability during construction 2 Design assumes me lop end bottom Glorda to be laterally braced at 7 j-) Is the responsibility of the erector.Additional permanent bracing of 2'o c.end at 10 o c.respectively unless braced throughout their length by `�j DATE: 7/13/2015 me overall structure is the responsibilityof the building designer. 2x Impact sheathing or such an plywood aired here s and/or drywall(BC). ` t=,4�` �� 9 9 3.2x Impact bdtlgirg or lateral bracing required where shown.. {+ SEQ. : K13 0 111 6 4.No load should be applied to any component until after all bracing end 4.Installation of Truss is the responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D: LINK design loads be applied to any component. end are for'dry condition'of see. 5.CampuTniahas nocontrol over and assumes noresponsibility lerthe 8.Dae�ignaeaumeafWlbearingalellsupporteshown.ShimonwedgeH EXPIRES: 12/31/2016 febrk58on,handing,shipment and installation of components. Design assume T. ions adeqes il,drainagerIs prodded. July 13,2015 5.This design is furnished subject to me limitations set forth by S.Plates shall be located on both feces M truss,end placed so their canter TPI,WICA In SCSI,copies of which will be furnished upon request. Imes coincide with joint center lines. 9.DlgitS indicate size of plate in Inches. MiTek USA,InciCompuTrus Software 7.6.6(1L)-E 10.For bask connector plats design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 3.8" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)iDL) 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h-24.1ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PUP' load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL= 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. DESIGN ASSUMES SHEATHING 7-07-14 7-07-19 TO ONE FACE ONLY 1 1 1 12 HM-4x4 12 14.00 P7 2 4L 19.00 1M /-- 1111111111 wr o '1v .+ X _,,I 4 5 cc- 1.#..o do PRQ y1-00y 15-03-12 b ,-;' ' .�GINEF�9 s/©l,. 1:t $9782PE fir' JOB NAME : 5019-A POLYGON - AGE Scale: 0.2782 / ,J c WARNINGS: GENERAL NOTES, unless otherwise noted: (./ /_ TrussAGE 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 IndMdaal '"V OREGON �. and Warnings before construction commences. building component.Applicability of design parameters and proper ,` (�Q 2 244 compression web bracing must be metalled where shown a. Incorporation component la Me reeponelblllty of the building designer. �� (//1 4 y Incorporation3 Additional temporary bredng to Insure stability during construction Design assumes the tap end bottom chords to be laterally braced et �lRY Is the responsibility d the erector Additional permanent bracing d 2' c.and e110'o c.respectively unless braced throughout their length by continuous sheathing each as plywood sheathing(TC)and/or drywall(BC). 's. o PA UL DATE: 7/13/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ SEQ.: K1 3 01117 4.No load should be applied to any component until after all bredng and 4.Inslalladon of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a noncorrosive environment. TRANS I D: LINK design loads be applied to any component and are for"dry condition"of use. 5.CwnpuTrus has no coned over and assumes no responsibility for the I.Desitin assumes full bearing at all supporta shown.Shim or wedge B EXPIRES: 12/31/2016 ecoasary. fabrication.handling,shipment and Installation of components. T.Design assumes adequate drainage Is provided. July 1 3,2015 8.This design Is furnished subject to the Imitations sal forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIAIGCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com uTnls Software 1 -E 7.8.6 L 9.Digits indicate size of plate m inches. P ( I 10.For basic connector plate design values see ESR-1311.ESR-19813(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-04 GIRDER SUPPORTING 44-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR 20-05-04 GIRDER SUPPORTING 50-03-00 FROM 12-00-00 TO 20-00-00 1- 2=(-13024) 2952 8- 9=( -420) 1010 8- 1=(-8040) 1828 11- 5=(-4760) 1232 BC: 2x8 KDDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-11526) 2630 9-10=(-3122) 13964 1- 9=(-3258) 14498 5-12=(-1558) 6856 WEBS: 2x4 KDDF #1&BTR; 3- 4=( -7682) 1874 10-11=(-1650) 7356 9- 2=(-5728) 1316 12- 6=(-7870) 1822 2x6 KDDF #1&BTR A LOADING 4- 5=( -7682) 1874 11-12=(-1614) 7446 2-10=(-7342) 1708 6-13=(-5600) 1300 LL = 25 PSF Ground Snow (Pg) 5- 6=(-11672) 2674 12-13=(-3252) 14524 10- 3=(-1478) 6596 13- 7=(-3406) 15146 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 20'- 5.2"6V 7=(-13606) 3084 13-14=) -238) 1054 3-11=(-4584) 1178 7-14=(-8394) 1908 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 525.0)+DL( 377.0)= 902.0 PLF 0'- 0.0" TO 11'- 0.0" V 11- 4=(-2754) 11284 BC UNIF LL( 0.0)+DL( 20.0)- 20.0 PLF 11'- 0.0" TO 20'- 5.2" V BC UNIF LL( 603.1)+DL( 410.1)= 1013.2 PLF 12'- 0.0" TO 20'- 0.0" V BEARING MAX VERT MAX HORZ BEG REQUIRED BEG AREA ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE 00.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -2189/ 9707V -279/ 279H 5.50" 15.53 KDDF ( 625) ails staggered at: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 5.2" -2215/ 9818V 0/ OH 5.50" 15.71 KDDF ( 625) n9" oc in 2 row(s) throughout 2x6 top chords, 4" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 3-05-01 6-09-09 6-09-09 3-05-01 MAX LL DEFL = -0.160" @ 13'- 9.2" Allowed = 0.976" f 1 . . 1' MAX TL CREEP DEFL = -0.324" @ 13'- 9.2" Allowed = 1.301" 3-05-01 3-06-08 3-03-01 3-03 3-06-09 3-05-01 f '1' f T .. .j MAX HORIZ. LL DEFL = 0.028" @ 20'- 2.5" 12 12 MAX HORIZ. TL DEFL = 0.046" @ 20'- 2.5" M-9x12 14.00 14.00 4 9.0" Design conforms to main windforce-resisting system and components and cladding criteria. A wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-5x6 M-9x8 341111111111 ae --.:44-10x10 „ , M-5x16 M-5x16 • 22o o xr Ln ps ssaAlhii,„_10x10 sa 11121M1111 c) N - t I�IIIIIIII_� �eIMI m it cv 9 10 11 12 13 M-3x10 M-7x10 -M-10x10 M-7x10 M-12x14 M-12x14 M-7x8(S) M-3x10 1, b b 1• ,1 1 b 3-01-09 3-06-08 3-06-08 3-06-09 3-06-09 3-01-09 y 8-05-04 y 12-00 \Gj<C4NGP fiss/d O 20-05-04 ` 89782PE ter' JOB NAME : 5019-A POLYGON - AGIRDER ' ,< Scale: 0.2186 �^' '� • WARNINGS: GENERAL NOTES, unless otherwise noted: 1 'SJ UREGQN Truss: AG I RDE R 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 iI '\ and Warnings before consbuclion commences. building component.Applicabilityof design parameters and proper a 2.2x4 compression web bracing must be Installed where shown v. Incorporationof tlon component is the a pun ibllity o/the building designer. �^, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda to be laterally et 1;9, �4 �/ J Is the responsibility of the erector.Additional permanent bracing of T o.c.end at 10'o.c.respectively unless braced Throughout Meir length byIte. DATE: 7/13/2015 the overall structure Is the responsibility of the buildingdesigner. 20mpactcontinuoubridgingsheathing or lteraacing requirede sheatwhere)ani/o drywall(BC). n, n�.I r` 3. Impact ie or the responsibility bracing shown a / - SEQ.: K13 01118 4.No load should be applied to any component until after all brodng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for•pry conditionof use. 5.Compares has no control over and assumes no res 5.Design assumes full bearing pp rg et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Desig for thenecessary. ' 8,This design is furnished subject to the limitations tit forth by 8.Plat snshalll be locatedassumesuate on both le c edrainels of truss,and placed so their center July 13,2015 TPI1 TCA In BCSI,copies of which will be furnished upon request lines coincide with joint canter lines. MITek USA,inc./Com UTrU6 Software 1 LE 7.6.6 - S.Digits indicate size of plate in Inches.( ) 10.For basic connector plate design values see ESR-1311,ESR-1508(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF $1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF R1&BTR SPACED 29.0" O.C. Design conforms to main d windforce-resistingladding system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, hts), En TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(pie), j Unbalanced live loads have been TOTAL LOAD= 42.0 PSF load duration factor=1,6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall 004. M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY 6-11-12 6-11-12 • ' T 1' 12 IIM-4x4 12 14.00 V 2 N 14.00 ae , 111411111111111 4 5 4EoPROF ), b i y 1-00 13-11-08 1-00 • „,,:..r �NGINE9 /� • `� ,, 89782PE 'r' JOB NAME : 5019—A POLYGON — Bl • f.. Scale: 0.2802 •.1 • ......._ /'� Al ...__- WARNINGS:uOThis design unlessyupon otherwisenoted: ' 4.441 40 OREGON I.and Warnings and s before contractor should be ncWeetl of all General Notes 1.This design Is based only upon the parameters as shown and la for en individual r �_j Truss: B 1 end Wemings before construction commences building component Applicability of design parameters and g d” Q IIAaa''' z 2x4 compression web bradng must be installed where shown.. Incorporation of component is the responsibility of the building designer. �}� �,/^ �I?a: 3.Additional temporary bradng to insure stability during construction 2 Gestin assumes the lop and bottom chords to be laterally braced al 7 "l ``C is the responsibility of the erector.Additional permanent bracing of Y o c and at 10 o e.respectively unless braced throughout their length by DATE: 7/13/2015 the overall structure Is the re2s hep era edgingsheathon such as plywood requiredsheat54,5,5 a eneror arywen(ec). p n U.` responsibility of the building designer. 3.2s Impact ott,u g or lateral bracing where shown++ �l 4. SEQ.: K 13 01119 4.No bad should be applied to any component until after all bracing and 4.installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than are Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for•dry condition.reuse. 5.cos Trus has no contra over and assumes no res 8.Design assumes lull bearing At all suppose shown.Shim a wedge H EXPIRES: 12/31/2016 pu responsibility for the necessary. hbricelion,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 1 3,2015 6.This design ie furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,end placed so their center TPI/WTCA in SCSI.copies of which will be furnished upon request lines coincide with)Dint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./ConnpuT}us Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-11-08 GIRDER SUPPORTING 98-03-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 209 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-9826) 1132 6- 7=(-286) 320 6- 1=(-5704) 1304 8- 4=(-1122) 402 BC: 2x8 KDDF N1aBTR 2- 3=(-3956) 1050 7- 8=1-782) 3052 1- 7=( -758) 3414 4- 9=( -368) 1998 WEBS: 2x6 ROOF #2; LOADING 3 9=(-3956) 1050 8- 9=(-692) 3052 7- 2=( -366) 1498 9- 5=( -758) 3919 2x4 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-9826) 1132 9-10-( -82) 304 2- 8=(-1122) 402 5-10=(-5709) 1304 TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 13'- 11.5" V 8- 3=(-1522) 5686 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 578.11+01A 413.11= 991.2 PLF 0'- 0.0" TO 13'- 11.5" V BC LATERAL SUPPORT <= 12"OC. UON. 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) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1668/ 7365V -289/ 289N 5.50" 11.78 ROOF ( 625) 13'- 11.5" -1668/ 7365V 0/ OH 5.50" 11.78 KDDF ( 625) nails staggered et: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x9 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5" oc in 2 row(s) throughout 2x8 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row)n) throughout 2x6 webs, VERTICAL DEFLECTION LIMITS: LL=L/290, TL-L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL- -0.032" @ 6'- 11.7" Allowed = 0.652" MAX IL CREEP DEFL= -0.065" @ 6'- 11.7" Allowed = 0.869" 6-11-12 6-11-12 T .' 1' MAX HORIZ. LL DEFL - 0.004" @ 13'- 8.8" 3-09-06 3-02-06 3-02-06 3-09-06 MAX HOR1Z. TL DEFL = 0.007" @ 13'- 8.8" T 1 f 1' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-9x6 14.00 Fa 14.00 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 9'Drr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a load duration factor=1.6, ..InnlCCliil Truss designed for wind loads in the plane of the truss only. 8a M-3x4 M-3x4 2 * k 1 M-3x10 llioM-3x10 o �`_ ill i_i On ��® Ii 6..- 7 8 9 -"30 M-3x10 M-4x10 7M-10x10 M-4x10 M-3x10 n y 3-05-14 y 3-05-14 3-05-14 y 3-05-14 y �`�� PRp�fiss ; y �� tiNGINEFR 'd, 13-11-08 <, c ' 89782PE ��" JOB NAME : 5019-A POLYGON - B2 Scale: 0.2567 ��. �:% WARNINGS: GENERAL NOTES, unless othe,Mse noted: V' 40 Truss: B 2 1 Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an Individual -5? OREGON '.• and Warnings before construction commences. building component Applicability of design parameters and proper 1r ' 0 ' ' 2.204 compression web bracing must be Instated where shown 4. incorporation of component la the responsibility of the building designer. ..e7 (J/1 a t� 3.Additional temporary bracing to insure stability during conatmction 2.Design assumes the top and bottom chords to be laterally braced at 7 'l la the responsibility of the erector.Additional permanent bracing of Y o.c.and at 10'me.respectively unless braced throughout their length by `` DATE: 7/13/2015 the overall structure is the responsibility f the building designer. continuous sheathinginor such as plywood aired sheathing(TC)s endlor drywall(BC). PAUL R\' 4Y o 9 3.25 Impact bridging or lateral bracing required where shown+• A SEQ.: Ki3 0112 0 4.No load should be applied to any component until after all bracing and 4.Installation of Buss Is the responsibility of the reepecsve contractor. fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used Inc non-corrosive endowment, TRANS I D• LINK design loads be applied to any component. and are f«dry condition'of use. 5.CompuTms has no coned over and assumes no responsibility for the 8.Design assumes fat bearing at an supporta shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,ehipnwnt and installation of components. 7.Design assumes adequate drainage is provided. July 13,2015 B.This design Is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and pieced so their center TPIIWTCA in SCSI,copies of which wit be furnished upon request. lines coincide with joint center lines. 9.Digits indicate else of plate In inches. MiTek USA,Inc./COmpaTnus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE f1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 12-13=(-582) 1894 2-12=( -214) 225 8-17=( -54) 196 BC: 2x4 KDDF 9163TR SPACED 24.0" O.C. 2- 3=( -52) 88 13-14=(-686) 2347 12- 3=(-2486) 954 17- 9=( 0) 204 WEBS: 2x4 KDDF STAND 3- 4=(-2290) 991 14-15=(-587) 2202 3-13=( -53) 658 9-18=(-3044) 1138 LOADING 4- 5=(-2451) 1129 15-16=(-599) 2175 13- 4=( -439) 161 18-10=) -263) 281 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-2025) 1077 16-17=(-777) 2435 4-14=( -126) 194 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2023) 1079 17-18=(-884) 2440 14- 5=( -71) 431 TOTAL LOAD= 42.0 PSF 7- 8=(-2627) 1193 5-15=( -723) 440 OVERHANGS: 12.0" 12.0" 8- 9=(-2920) 1234 15- 6=( -675) 1479 LL = 25 PSF Ground Snow (Pg) 9-10=( -62) 151 15- 7=( -920) 516 • 10-11=( 0) 50 7-16=( -163) 674 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8=( -407) 293 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" -345/ 2056V -335/ 310H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2057V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacibg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.177" @ 30'- 2.0" Allowed = 2.267" MAX TL CREEP DEFL - -0.335" @ 30'- 2.0" Allowed= 3.022" MAX LL DEFL= 0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.002" @ 47'- 3.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.081" @ 45'- 11.5" MAX HORIZ. TL DEFL = 0.130" @ 45'- 11.5" Design conforms to main windforce-resisting 22-01-08 24-01-08 system and components and cladding criteria. 4-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, T f ,r f ,r f f f f (All Heights), Enclosed, Cat.2, Exp.s, MWFRS(Dir), load duration factor=l.6, 12 M-9x6 12 Truss designed for wind loads 6.00 (7 Q 6.00 in the plane of the truss only. 4.0" 3.1' M-3x4 M-3x4 M-5x6(5) 5 M-5x6(S) 0.25" 0.25" y +F M-3x83 '+ +, .\)1 0 p�M-4x9 f M-1,5x3 2/ 0 1 M-1.5x3 I + 0 -for o do. 1 I N ,- 12 13 19'r 15 ,16 17 18 �I 1M-4x6 M-3x4 0.25" M-3x8 0.25" M-3x4 M-5x6 ), ), M Sx),(s) ), M SX),(s) y y mac., N�,INEFg/ y y 6-00-0e 8-00-0e 8-00-08 8-00-08 8-00-08 8-00-08 y b 41 l,. 17 1-00 46-03 1-00 " $9782PE v"""" i JOB NAME : 5019-A POLYGON - C7 Scale: 0,1267 WARNINGS. GENERAL NOTES, unless otherwise noted. / Truss: C 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual '"f/ OREGON nYJ and Warnings before construction commences building component.Applicability of design parameters and proper 2 2Q t7" 2 2x4 compression web bracing must be installed Where shown♦ Incorporation of component is the responsibility of the bUy b designer. ..('J� 1,//f R� V Q. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chooras braced to be braced at 77 'l ,v. Is the responsibility of the erector.Additional permanent bracing of 2'o c and at 10 o.c.cash as ply unless braced throughout their length by ` V continuous sheathing r such as plywood sheathing(TC)eed/a drywall(BC). p/4�� R DATE: 7/13/2015 Be overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown+• /"1 SEQ.: Ki3 0 112 1 4.No load should be applied to any component until after all bracing and 4.Installation of tmss Is the responslbalty of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Ina non-corrosive environment design loads be applied to any and are for'dry condition'of use. TRANS I D: LINK g^ pp ycomponent. 5.CompuTras has no control over and assumes no responsibility for the 8.Dealgn assumes lull bearing al all supports amour.Shim or wedge If EXPIRES: 12/31./2016 fabrication,handling,shipment and installation of components. caesery. T.Platsassumes adequate drainage isbliss, provided. July 13,2015 8.This design n CSI.codes of to the It a limitations het forthp8.Plates ncil be beaten center both feces of Wes,and placed so their center TPINyTCA In BCOI,copies of which will be furnished upon request lines coincide with forint center Ilnes. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTris Software 7.6.6(7 L)-E 10.For basic connector plate design values see EOR-1311,ESR-1988(MITek) I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #11810 LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 11-12=(-538) 1786 1-11=1 -89) 98 15- 7=1 -409) 294 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2- 3=1-2198) 990 12-13=1-665) 2294 11- 2=(-2417) 1021 7-16=1 -55) 198 WEBS: 2x4 KDDF STAND 3- 4=(-2410) 1129 13-14=1-575) 2171 2-12=1 -79) 711 16- 8=1 0) 202 LOADING 4- 5=(-2005) 1073 14-15=1-591) 2156 12- 3=1 -495) 185 8-17=1-3026) 1130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2002) 1070 15-16=1-770) 2418 3-13=1 -101) 203 17- 9=1 -263) 281 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2607) 1185 16-17=1-879) 2426 13- 4=1 -79) 402 TOTAL LOAD- 42.0 PSF 7- 8=(-2903) 1227 4-14=1 -699) 431 OVERHANGS: 0.0" 12.0. 8- 9=( -62) 151 14- 5=1 -669) 1460 ** For hon ger s acs. - See a LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 50 14- 6=( -921) 516 g p pproved plans 6-15=1 -163) 675 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" -303/ 1964V -334/ 299H 5.50" 3.14 KDDF ( 625) 46'- 0.0. -344/ 2048V 0/ OH 5.50" 3.28 KDDF ( 625) I ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci}tg. VERTICAL DEFLECTION LIMITS: LL-L/240, IL-L/180 MAX LL DEFL= 0.174" @ 29'- 11.0" Allowed= 2.254" MAX TL CREEP DEFL - -0.329" @ 29'- 11.0" Allowed= 3.006" MAX LL DEFL= 0.002" @ 47'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL- -0.002" @ 47'- 0.0" Allowed- 0.133" MAX HORIZ. LL DEFL = 0.079" @ 45'- 8.5" MAX HORIZ. TL DEFL = 0.127" @ 45'- 8.5" Design conforms to main windforce-resisting 21-10-08 24-01-08 system and components and cladding criteria. T 1 J Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 (All Heights), Enclosed, Cat.2, Exp.B, MW£RS(Dir), f T T T T T 1' 1' -' load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 M-4x6 in the plane of the truss only. Q 6.00 4.0" 5 .h( ' es� M-3x9 M-3x4 M-5x6(5) 4 M-Sx6(S) 0.25" 0.25" 3 7 Qe. ;i M-3x6 M-4x4 2 M-1.5x3 11(\ 1'/er\ M-1.5x3 o y 0 �o N � 1 * 2 3� 4 (15 16 17 tp P R OFR M-4x6 M-3x4 0.25" M-3x8 0.25" M-3x4 M-5x6 ^l M s 3'(s) M sx)'(s) �l 3' 3, b y .' G1NE6. / C.d5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 4,T 1, j' y y 46-00 1-00 89782PE �T- JOB NAME : 5019-A POLYGON - C5 Scale: 0.1395 WARNINGS: OThis NOTES, uny up o Ba a e: "7I OREGON ( 1 and Wr and erection contractor should be advised o1 all General Nolen 1.This deslgn Is based only upon the parametersashown and Is for en individual '6/ Q.N.Truss: C 5 and Wardnga before construction commences building component ANAlcabllity of design parameters and proper 2 2x4 compression web bracing must be Installed where shown 4. incorporationof component la the responsibility of the building designer. a7 (iq RY (1, 4� 3.Additional temporary bracing to insure stability during construction 2 Design assumes the lop end bosom chorda to he laterally tomcod al ....AY'`. Is the responsibility o1 the erector.Additional permanent bracing of T o.c.and at 70'o.c.respectively unless braced throughout Meir length by ` DATE: 7/13/2015 the overall structure is the responsibilityof the building designer. 20 Impact sheathing or etch l b adng requiredplywooesheathing(T0)whereshown n drywell(BC). �, �t +�\ 3.zx Impact bridgirg or lateral baang where shown+. L SEQ. : Ki3 0112 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fastenem are complete and at no time should any loads greater than 5.Design assumes pisses are to be used In a non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are for dty condition.of use. 5.CompuTnas has no control over and assumes no responsibility for the 5.Design assumes full bearing at all supports shown.Shim on wedge H •saryEXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. T.Design assumes adequate drainage is provided. July 13,2015 5.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. uTrua Software 7.8,8 7 L E a.Digits indicate size of plate in inches. MiTek USA,Inc./Com P ( )' 10.For bask connector plate design values see ESR-1311,ESR-1885(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 11-12=1-538) 1786 1-11=1 -89) 98 15- 7=1 -409) 294 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=(-2198) 990 12-13=1-665) 2294 11- 2=(-2417) 1021 7-16=1 -55) 198 WEBS: 2x4 KDDF STAND 3- 4=1-2410) 1129 13-14=1-575) 2171 2-12=1 -79) 711 16- 8=1 0) 202 LOADING 4- 5=1-2005) 1073 14-15=1-591) 2156 12- 3-1 -995) 185 8-17=1-3026) 1130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2002) 1070 15-16=1-770) 2418 3-13=1 -101) 203 17- 9=1 -263) 281 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-(-2607) 1185 16-17=(-879) 2926 13- 4=1 -79) 402 TOTAL LOAD = 42.0 PSF 7- 8=1-2903) 1227 4-14=1 -699) 431 OVERHANGS: 0.0" 12.0" 8- 9=1 -62) 151 14- 5=1 -669) 1460 M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 50 19- 6=1 -921) 516 vertical members (uon). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 6-15=1 -163) 675 ** For hanger specs. - See approved plans 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" -303/ 1964V -334/ 299H 5.50" 3.19 ROOF (.625) 46'- 0.0" -344/ 2048V 0/ OH 5.50" 3.28 /ODE 1 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci4rg. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = 0.174" @ 29'- 11.0" Allowed = 2.254" MAX TL CREEP DEFL = -0.329" @ 29'- 11.0" Allowed - 3.006" MAX LL DEFL = 0.002" @ 47'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 47'- 0.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.079" @ 45'- 8.5" MAX HORIZ. TL DEFL = 0.127" @ 45'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 21-10-08 24-01-08 j' Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f T f T T T T f load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 M-4x6 in the plane of the truss only. Q 6.00 4.0" 5 ,h( at! M-3x9 -3x4 M-5x6(5) 4 6 0.25" 014 x6(S) .25„ 3 M-3x6 \)*r....'1`4-4X4 2 M-1.5x31/1\ " / 1 + o \' M-l0 5x3 tV 11** 12 13'r 14 '(115 16 7 yO M-4x6 M-3x4 0.25" M-3x8 0.25" M-3x4 - M-5x6 -i f7 A M-5x6(S) M-5x6(S) .<(.. R P OF-4. ), y ), )' ), ), y s.3 0..\GI NE', ./5:. SVJ/0 5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 y y �CrT. y 46-00 1-00 ?�' ,89782PE <'' JOB NAME : 5019-A POLYGON - C4 % Scale: 0.1395 / , - t WARNINGS: GENERAL NOTES, unless otherwise noted: Ca" / / Truss: C 4 1.Builder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and la for en Indiniduai H "5� OREGON �+-" and Warnings before construction commences building component.Applicability of design parameters and proper „i___ 24 2 204 campresekn web bracing must be Installed where shown 0. incorporation of component b Me responsibility of the bonding designer. " A &j� Y ' `(' 3 Additional temporary bracing to Insure atebiNly during construction 2 Design assumes the top and bottom chards to 6e blerelly braced et NJ 1 <. is the responsibility of the erector.Additional permanent bracing or 2'o.c.and elf 0'o e.respectively unless braced throughout their length by DATE: 7/13/2015 Me overall structure Is the responsibility of the bantling designer. 20Impa tcontinuousheathing such as plywood requiredshealwhere end/or drywall(BC). PIA U L (1\ 3.2a Impact bridging or lateral bracing shown++ /'{ SEQ. : K13 0112 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss is Me responsibility of the respedM contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes treses are to be used Inc ron.00nosive environment, TRANS ID: LINK design loads beapplied toany component. and are for`dry condition.ofuse. 5.CompuTrus hes no control over end assumes no responsibility for the 8. Design assumes full beating at all supports shown.Shim or wedge N q EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. T.Design assumes adequate drainage is provided. July 13,20 q 1 5 8.This design is famished subject to the limitations set forts by 8.Plates shall be located on both faces of trues,end pieced so their center TPIIWTCA in SCSI.copies of which will be furnished upon request lines coincide with Joint center line. g.Digits indicate sloe of plate in inches. MiTek USA,Ina./CornpuTrus Software 7.8.6(1L)-E 10.For beak connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 -99) 78 10-11=(-379) 1555 1-10=1 -88) 62 6-14=1 -177) 161 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2- 3=1-1884) 434 11-12=(-394) 1939 10- 2=1-2077) 431 14- 7=1 0) 576 WEBS: 2x4 KDDF STAND 3- 4=1-1983) 508 12-13=1-316) 1768 2-11=( 0) 574 7-15=1-1893) 373 LOADING 4- 5=1-1513) 496 13-14-(-254) 1460 11- 3=1 -357) 131 15- 8=) -271) 178 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1519) 481 14-15=1-258) 1173 3-12=1 -162) 146 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PIF 6- 7=1-1654) 429 12- 4-1 -26) 469 TOTAL LOAD= 42.0 PSF 7- 8=1 -109) 135 4-13=1 -750) 260 OVERHANGS: 0.0" 12.0" 8- 9=( 0) 50 13- 5=1 -270) 1022 LL = 25 PIF Ground Snow (Pg) 13- 6=) -372) 180 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -262/ 1705V -319/ 354H 5.50" 2.73 KDDF 1 625) 39'- 9.0" -302/ 1805V 0/ OH 5.50" 2.89 KDDF 1 625) [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacibg. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL = -0.096" @ 13'- 10.0" Allowed = 1.942" MAX TL CREEP DEFL- -0.182" @ 13'- 10.0" Allowed = 2.589" MAX LL DEFL = 0.002" @ 40'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.002" @ 40'- 9.0" Allowed - 0.133" MAX HORIZ. LL DEFL = 0.050" @ 39'- 5.5" MAX HORIZ. TL DEFL= 0.078" @ 39'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. 21-10-08 17-10-08 T f f Wind: 190 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 5-09-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), T f T T T T T T load duration factor=1.6, Truss designed for wind loads 12 12 M-9x6 in the plane of the truss only. 6.00 Q 6.00 4.0" 5 IX M-3x4M-3x4 M-5x6(5) e. M-Sx6(S) 0.25"30.i25„ io M-3x6ifrilk M-1.5x3 y. _, M-1,5x3 o u-,d , 10** 11 2 13 �,4 15 M-3x6 M-3x4 b225" M-3x8 0.25 M-3x5 y M-5x6(S) y M-5x8(S) (S) y �,�{�4���N Opp. /. i' 5-09-08 8-00-08 8-00-08 8-00-08 9-10 Q. N � °rL 39-09 0-11-15 ck`4 89782PE 91- JOB NAME : 5019-A POLYGON - C3 Scale: 0.1432 _ WARNINGS: GENERAL NOTES, unless otheralse noted: .�y Truss: (�`3 1.Builder and erection contractor should be addeed of all General Notes 1.This design is based only upon the parameters shown and le bran IndNidusl 7' OREGON y1� and Warnings before construction commences. building component.Applicability of design parameters and proper (s V 1.2x4 compresdon web bredng must be installed where shown+. Incwpore0on d component is thee5 reeponeNIo d the building designer. ��}fiy A 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chordate be laterally braced at �l 1 Is the responsibility of the erects,Additional permanent bracing of 2'o.c.and al 10'me.respectively unless braced throughout their length by DATE: 7/13/2015 the overall structure Is the responsibility of the building designer. 20impact continuous rnsing 0 lateral l b aciplyng reood tdreshewhere r shown armor drywan(Sc). fy q U t i;k 4.is tmpad boiion l true is thterel precetg ry of the whpe contractor.a �'1 4. SEQ. KI3O1I29 4.Nobads relcmld be ete anteeny ticomphul lintil eller aileaganti 5.Design asuestretee are to beuseWtheer.ecrsi nviron fasteners are complete and el no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK • design loads be applied to any component and are for'thy condition"of use. B.CompuTnn has no control over and assumes no responsibility for the B.Design assumes NII bearing at at supporta shown.Shim or wedge O EXPIRES: 12/31./2016 fleIXISSfabrication.handling,shipment and Inetalletlon of components. 7.Design saumes adequate drainage is provided. • July 1 3,2015 B.The design is furnished subject to the limitations,set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In SCSI,copies of which will be furnished upon request lines coincide wIlh Joint center lines. MiTek USA,Inc./Com uTNs Soft Ware 7.6.6 1 L-E g.Diggs Indicate size of plate In Inches. p ( ) 10.For basic consoler plate design values see ESR-1311,ESR-1558(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "OC spacing. 1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. EON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, TOTAL LOAD= 92.0 PSF Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. DESIGN ASSUMES SHEATHING Gable end truss on continuous bearing wall UON. • TO ONE FACE ONLY M-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 21-10-08 17-10-07 T i' T 9-08-03 12-02-05 12-02-05 5-08-02 T T . T '1 12 IM-4x4 12 s- 6.00 Q 6.00 Ili M-3x5(5) 14-3x5(S) • o ul 0 in IT ji II 4 s M-3x5(S)+ M-3x5(5) < .0 PROpeo, J, 1 kl F /0 14-05-08 • 15-05-08 9-09- .Co. 9 -Ii 1 ..„„44.1 .� 39-08-15 / 89/8414. V JOB NAME : 5019-A POLYGON - C1 o Scale: 0.2125 i `/ WARNINGS: GENERAL NOTES, unless otherwise .,-74,/OREGON. p'` .Q.. 1.Budder end erection contractor should be advised of all General Notes 1.Tha design Is based only upon the parameters shown and Is for an Individual ,6} V' ce ^/{�_ Truss: C 1 end Warnings before construction commences. building component.Applicability of design parameters end proper 16:•/.....fl n • G-` 2.2x4 compression web bracing must be Installed where shown+ Incorporators of component le the responsibility of the batwing designer. V 3.Additional temporary bracing to Insure stability during construction 2 Design sesames the top end bottom chortle to be laterally braced el /^rA u L Y1, • lathe responslNlNy of the erector.Additional permanent bracing of 2 a.c and at 18 o c.respectively unless braced throughout their length by f"' ` DATE: 7/13/2015 the overall structure is the responsibility of banding designer. continuous Impact sheathing such bs plywood required where s sen 5 drywan(Bc). 3.In bridging or lateral bracing required where shown+ SEQ.: Ki3 0112 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. fasteners are complete and al no time should any wads greater than 5.Design assumes wows are to be used In a non-conosNe environment. EXPIRES: 12/31 201 6 TRANS I D: LINK design loads be applied to any component. end are for'dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing et all supports shown.Shim m wedge t nary. July 13,2015 fabrication,handling,shipment and installation of components 7.Design assumes adequate drainage Is provided. B.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In Best,copies of which wtl be furnished upon request. Ives coincide with joint center lines. 9.Digits indicate she of plate In inches. MiTek USA,Ino./CompuTrus Software+7,6.6SP1(1L)-2 15.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. i TC: 2x4 ROOF b1613TR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 140 mph, h=25.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 42.0 PSF load duration factor-1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-lx2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY 24-01-08 24-01-08 1' T T 15-02-03 8-11-05 8-11-05 15-02-03 '1 . '1 T T 12 IIM-4x4 14 f- 6.00 I "2 6.00 M-3x5(S) M-3x5(S) 01r.. to i c 0 ca 1 O vr 1 ar 4 M-3x5(5) iik0 PR°r x,A ), y y i_ANG i , 9 ../0 J---419-01-15 9-11-09 19-01-08 w '� 1 00 49 03 8D7Ef2o'E 5c' JOB NAME : 5019—A POLYGON - C10 Scale: 0.1714 i 40 - WARNINGS: GENERAL NOTES, unless otherMse noted: /f "7,,OREGON (�K. �}.,. T YU S S: C 1 O 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en IndNidual 1/5)V.Uq�.� 15 I 'C and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. /_. �_ 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced al 'y /14 UL Cj V h the responsibility of the erector.Additional permanent bracing of 2'o.c.and e110'o.c.respectively unless braced throughout their length) (`� `` DATE: 7/13/2015 Ne overall sbuclura is the responsibility of the building deelgner. 3.2x Impact bridging oongnuous lorr lateral bracing such as ng re airedsheatwhere sown 4 drywall(BC). bracing ty of the whpre she co++ SEQ.: K1301126 4.Nobad should beapplied Many component achyloadall brednhand 4.DesignurconrIsthe areob usemtaeroepectosi contractor. fasteners are complete and at no time ehouM any beds Greater than 5.Design assumes trusses are to be used M anon-corrosive environment, TRANS ID: LINK design badsbeappfledto any component. and are for'drycondition'ofuse. EXPIRES: 12/3 /2016 5.CompuTrus hes no conlyd over and'uumee no reaponability tar the 8.Design ass es full bearing el ell supports Mown.Shim ar wedge g necee sset July 13,2015 fabrication,handling,shipment and Installation of components. T.Designuman adequate drainage Is provided. El.This design is furnished subject to be limitations set forth by e.Plates shalt be boated on both faces of truss,and placed so their center TPINITOA in SCSI,poples of which will be fumished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software+7.8.6-SP1(1 L)-Z 9.Diggs indicate elle of plate In inches. 1O.For bastconnector pieta design values see ES194 311,ESR.19S8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC; 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 14-15=1 -925) 2784 2-14=1 -268) 286 19-10=1 -229) 191 BC: 2x9 KDDF R1&BTR SPACED 29.0" O.C. 2- 3=1 -63) 155 15-16=1 -837) 2745 19- 3=(-3162) 1193 19-11=( -219) 1115 WEBS:2x9 KDDF STAND; 3- 4=(-3032) 1298 16-17=1 -679) 2426 3-15=1 0) 211 11-20=(-4570) 1779 2x9 KDDF STUD A; LOADING 4- 5=)-2740) 1256 17-18=( -577) 2193 15- 9=( -58) 189 20-12=1 -276) 274 2x6 KDDF 92 B - LL( 25.0)+01) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2160) 1143 18-19=1-1039) 3141 4-16=( -399) 285 DL ON BOTTOM CHORD - 10.0 PSF 6- 7=(-2131) 1161 19-20-(-1455) 3744 16- 5=) -160) 653 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-2682) 1362 5-17=( -907) 519 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2688) 1258 17- 6-) -802) 1638 LL = 25 POE Ground Snow (Pg) 9-10=(-5235) 2116 17- 7=( -790) 554 OVERHANGS: 12.0" 12.0" 10-11=(-5254) 2022 7-18=1 -367) 774 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -59) 118 8-18=) -236) 196 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=1 -2) 62 18- 9-1-1344) 594 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9-19=1 -935) 2622 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -359/ 2149V -321/ 323H 5.50" 3.43 KDDF ( 625) 48'- 3.0" -361/ 2149V 0/ OH 5.50" 1.95 KDDF (1485) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.340" @ 32'- 2.0" Allowed- 2.367" MAX TL CREEP DEFL - -0.633" @ 32'- 2.0" Allowed - 3.156" MAX LL DEFL = -0.002" @ 49'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 49'- 3.0" Allowed = 0.133" 24-01-08 29-01-08 MAX HORIZ. LL DEFL = 0.187" @ 48'- 0.2" fMAX HORIz. TL DEFL = 0.311" @ 48'- 0.2" 6-01 6-00-10 5-11-01 6-00-13 4-00-12 3-11 3-11-08 3-11-08 3-11-08 4-03-09 T T T T '( f T T T T f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 P M-4x6 Q 6.00 Wind: 140 mph, h=25.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 '6( load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. M-5x6(S) M-3x4 5 M-1.5.3 M-6x8(5) 0.25" PPM-1.5x3 .25" 4 M-3x6D3M-9x12 M-1.5x3 n�\"0 29 M-1.5x3mfI W� -"IIIAITAlik �� 3 a o f -- ..1 20 IT , 14 M-5x6 M-3x4 b625" M-3x8 M-5x10 M-4x12 15 17 is ti M-5x6(S) . 3.50 3.50 11,- J, )' b b y 12 1 12 1 00) PROpe`StS' y y 8-00-12 8-00-12 8-00 8-01-08 y 7-09-04 b 8-02-12 y y cs G CaIN / 1-00 32-03 7-09-04 8-02-12 1-00 C.? �`� . y�" f 48-03 y �� 89782PE �r JOB NAME : 5019-A POLYGON - C8 1// ✓'% ri • Scale: 0.1194n= ,....___._ WARNINGS: GENERAL NOTES, unless othsindee noted: te, 'y pREGQN �y.. Truss: C 8 I.Builder and erection contractor should be advised of MI General Notes This design is based only upon the parameters shown and Is for an Individual 2A h8"° and Warnings before construction commences building component.Applicability of design parameters and proper % / l 2.2x4 compremlon web bracing must be Installed where shown 4. Incorporation of component Is Me responsibility of the building designer. III"'' 3 Additional temporary bracing to Insure stability during construction 2 Design sesames the lop and bottom chortle to be laterally braced et 1146 (jig Gq R y 5 ��, is the responsibility permanent g of 2'rm.and al 10'o.c.resphctIvely unless braced throughout Meir length by /-�� ` po ty of the erector.Addganal t brecln continuous sheathing such as plywood ng(TC)endfor drywall(BC). PAUL `. DATE: 7/13/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• SEQ. : 1<1301 12 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-nonoslve environment TRANS ID: LINK dod n sods be applied to any component end are for dry condition'.of use. 5.Compares has no control over and assumes no res 8.Design assumes lull bearing at all supporta shown.Shim or wedge 8 EXPIRES; 12/31/2016'.. responsibility for the rRemry febdretion,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. July 1 3,2015 0.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 TPIPMCA M SCSI,copies of which will be banished upon request. lines coincide with joint center IMee. MiTek USA,IncJCom uTn1s Software 7.8.6 1 L E 9.Digits Indicate eke of plata In Inches. p ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MGM) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41613TR LOAD DURATION INCREASE = 1.15 1- 2=1 -63) 135 13-14=( -938) 2787 1-13=( -155) 198 8-18=1 -935) 2622 BC: 2x4 KDDF 41613TR SPACED 29.0" O.C. 2- 3=1-3035) 1335 14-15=( -836) 2746 13- 2=(-3164) 1257 18- 9=) -229) 191 WEBS: 2x4 KDDF STAND; 3 4=(-2741) 1267 15-16=( -679) 2427 2-14=( 0) 211 18-10=( -222) 1117 204 KDDF STUD A; LOADING 4- 5=(-2160) 1150 16-17=1 -581) 2143 14- 3=( -88) 189 10-19=(-4570) 1774 2x6 KDDF 42 B LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2132) 1161 17-18=(-1039) 3141 3-15=1 -400) 292 19-11=1 -276) 274 DL, ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2682) 1362 18-19=(-1454) 3744 15- 4=) -167) 653 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2688) 1258 4-16=( -907) 514 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-5235) 2115 16- 5=1 -808) 1639 LL = 25 PSF Ground Snow (Pg) 9-10=(-5254) 2021 16- 6=( -790) 554 OVERHANGS: 0.0" 12.0" 10-11=) -59) 118 6-17=( -367) 774 BOTTOM CHORD CHECKED FOR A 20 PSF.LIMITED STORAGE 11-12=( -2) 62 7-17=( -236) 196 ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 17- 8-(-1344) 593 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" -318/ 2032V -318/ 313H 5.50" 3.25 KDDF ( 625) 98'- 3.0" -361/ 2151V 0/ OH 5.50" 1.45 KDDF (1485) eND 2• D--'.r +. k-. r - - .-f . r i g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL..L/180 MAX LL DEFL - 0.340" @ 32'- 2.0" Allowed- 2.367" MAX TL CREEP DEFL = -0.633" @ 32'- 2.0" Allowed = 3.156" MAX LL DEFL - -0.002" @ 49'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 49'- 3.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.187" @ 48'- 0.2" MAX HORIZ. TL DEFL = 0.311" @ 48'- 0.2" 24-01-08 24-01-08 Design conforms to main windforce-resisting T fT system and components and cladding criteria. 6-01 6-00-10 5-11-01 6-00-13 4-00-12 3-11 3-11-08 3-11-08 3-11-08 4-03-04 T T f T Q T T T T T T Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 12 6.00 load duration factor=1.6, Truss designed for wind loads 4.0" in the plane of the truss only. 5 f+( .`! M-3x4 M-3x9 M-5x6(5) M-1.5x3 M-6x8(5) 0.25" 0.25" 3 N1111. 11A, 11......,r4x12 -1.5x3 M-3x6 M-1.5x30 1 + itil-1.5x3 mi v101111 M-6x8 =�,��IIIII� 2 �o of 13'* 14 5 16 17 -19 �o M-5x6 M-3x4 01.25" M-3x8 M-5x10 M-4x12 .~ M-5x6(S) -,,13.50 3.50 - 1 ), ), y ), 12 b 12 b c.t(� PR O�FS y 8-00-12 8-00-12 8-00 8-01-08 , 7-09-04 , 8-02-12 y y Ct'` 1 G N / y . 32-03 7-09-04 8-02-12 1-00 ‘4.C.,0, 19 VN ' �d9 s4� 48-03 y Et $9782PE C'.. JOB NAME : 5019-A POLYGON - C9 Scale: 0.1197 WARNINGS: - GENERAL NOTES, unless otherwise noted: .,r) Truss: C 9 1.Builder and erection contractor Should be advised of all General Notes 1.TMs design Is based only upon the parameters shown and Is for en Individual J OREGON �'" and Warnings before construction commences. building component Appllcabllily of design parameters and proper 2 2z4 compression web bracing must be Installed where shown 0. Incorporation of component Is Me responsibility of the building designer. �� Uq RY ,�5 2 �,...4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom horde te ba laleredo braced at Ie 160 responsibility of the erector.Additional permanent bracing of Z o.c.and at 10.o.e.respectively unless braced throughout their length by \ DATE: 7/13/2015 the overeti structure is the responsibiliy of the building designer. B,Impact sheathing or later as acinplywg re aired ng(e slendbr drywall(BC). �, n U L r�' 3.2z Impact bridging or lateral bracing required rwhereesile shown*• A v SEQ.: K13 O 1 12 8 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.Dealgn assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are fo'dry condflon.of use. 6.Campania has no control over and esetmea no res 8.Design assumes lull bearing al all supports Shown.51.1 or wedge B EXPIRES: 12/31/2016 p responsibility necessary. q fabricatnn,handling,shipment and installation of components. 7.Design eseumes adequate drainage is provided. July 1 3,2015 6.This design is furnished subject to the limitations set form by B.plates shall be located on both faces of truss,end placed sotheir center TPIANTCA in SCSI,codes of which will be furnished upon request. lines coincide with joint center line. O.Digits Indlcale size of plate In Inches. MiTek USA,Inc./Com uTrua Software 7.6.6(10-E P10.For bash connector plate design values see ESR-1317,ESR-1988(MIT.) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-253) 372 3-6=(-412) 239 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-437) 205 6-4=(-120) 97 WEBS: 2x4 KDDF STAND 3-4=( -80) 74 LOADING 9-5=( -7) 3 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 PIF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 500V -36/ 105H 5.50" 0.80 KDDF ( 625) 8'- 10.3" -44/ 371V 0/ OH 5.50" 0.59 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciAg. 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 BC PANEL LL DEFL= -0.146" @ 4'- 5.1" Allowed = 0.358" 4-10 3-08-08 0-03-12 MAX BC PANEL TL DEFL -0.220" @ 4'- 5.1" Allowed - 0.478" T 1' T 12 MAX HORIZ. LL DEFL = -0.003" @ 8'- 4.8" 17 MAX HORIZ. TL DEFL= 0.004" @ 8'- 4.8" 4.00 M-1.5x3 Design conforms to main windforce-resisting 5 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. M-1.5x3 3 P�1 r i rn ti f 11111 F 2 M-3x4 M-3x4 b 3. y 8-04-12 0-05-08 1-00 8-10-04 I N % 89782f E JOB NAME : 5019-A POLYGON - E2 Scale: 0.5598 WARNINGS: GENERAL NOTES, unless othenvlse noted: .' I.Builder and erection contract«should be advised of an General Notes I.This design Is based only upon Be parameters shown and is for an Individual y OREGON y.`' Truss: E 2 and Warnings before construction commences building component Applicability el design parameters and proper . 2/� n V Vr 2.254 compression web Mating must be Metalled where shown s. IncorporationM component Is the reeponaof Me building dsalgner. V V { 3.Additional temporary bracing to Insure stability duIng construction 2.Design assumes the lop and bottom cholla js to be laterally braced at Is the responsibility of the erector.Additional permanent Mating of SSI cull c,and at 10'o.c.respectively unless braced throughout Nelr length M \ DATE: 7/13/2015 me overall structure is the responsibility of the bund designer. tinaoae sheathing such as plywood airedshaathers and/or drywau(Bc). PA U pons HY M9 9 3.2z Impact of truss or lateral breGrg required where shown SEQ.: Ki3 0112 9 4.No had should be applied to any component until alter all bracing and 4.Inesign on of truss a the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater Nan 5.Design assumes busses are to be used in a non-corrosive environment, TRANS ID: LINK design applied and ate for Idly condition.ofuse. g pp r component. 6.Design ass 5.CompuTrus has no control over and assumes no responsibility for the umes full beating et at supports shown.Shim or H =ary. p EXPIRES: 12/31/2016 1154 design Wets shipment and the Wensn south ys. 7.Design Plates beaaaed en drainage ls nrtnss,d. July 13,2015 5.This tlealgn Is famished subject to Ne limitations eel lath by 5.Pietea shall be located on Doth feces M Imes,and placed so their center TPIN/TCA M BCSI,copies of which will be furnished upon request linea coincide with Joint center lines. 9.Digits indicate slze of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 10.3" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacibg. TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF k14,eTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12".0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20ft, closed.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall 004. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. 12 Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 4.00 D AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 3 -/ 0 "+ to f ,-i I Ell rn 1,f 1 III 4 M-3x4 • l b y • 1-00 4-10-04 • ti(to PRQ1 k�,� �NGINE. 9 /,2 ,89782f'E �r JOB NAME : 5019—A POLYGON — El Scale: 0.8258. / ._, _.,., -. WARNINGS: GENERAL NOTES, unless otherwise noted: � �•�- - _._, 1 Bulmer and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an individual 9 O R G O N d�� . Truss: El and Warnings before construction commences building component Applicability of design parameters and proper /. ZO 2 2x4 compression web bradng must be Metalled where shown* Incorporation of component Is the responsibility of the building designer. ��/ {„/� V Qv� 3.Additional temporary bracing to insure stability during construction 2 2's.c.Desigassumes the lop and bosom acecholer b De laterally braced at 7 ��j is the responsibility of the erector.Additional permanent bracing of 2 o c.end al 10 o.c.respectively unless braced throughout Meir length by J�^ 1+� DATE: 7/13/2015 the overall structure is the responsibility of the building designer. continuous0Imtsheathing later asacing re uirshe where sow) mr eryw.ntac) "f f7n t ¢1 ty 3.2z Impact bridging or lateral bracing required where shown PAUL SEQ.: K 13 O 1 1 3 O 4.No load should be applied to any component until after all bredng and 4.Installation of truss is the reapsneully of the respective contractor. fasteners are complete and at no Noe should any loads greeter than 5.Design assumes trusses are m be used Ina non-collusive environment. TRANS ID: LINK design loads be applied to any component. and are for1dtycondition.ofuse. 5.Corneal..has no control over and assumes no responsibility far the 8.Design assumes lull bearing at all supporta shown.Shim or wedge H EXPIRES:. 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. July 1 3,2015 I.This design is furnished subject to the limitations sat forth by B.Plates shall be booted on both faces of truss,and placed so their center TPNWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint canter linea. 9.Digits Indicate size of plate in Inches. Welk USA,IsoiCompuTrus Software 7.8.7(10-E 10.For bask connector plate design values see ESR-1311,ESR-1888(MITek) • • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.3" • IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 36 2-5-(-43) 57 3-5=(-213) 156 BC: 2x4 EDGE #1&BTA SPACED 24.0" O.C. 2-3=1-89) 75 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -77/ 428V -29/ 88H 5.50" 0.68 KDDF ( 625) LL =25 PSF Ground Snow (Pg) 6'- 10.3" -33/ 280V 0/ OH 5.50" 0.45 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 'co spacillq. 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" 6-06-08 0-03-12 MAX TC PANEL LL DEFL = 0.128" @ 3'- 5.7" Allowed = 0.392" MAX TC PANEL TL DEFL - -0.169" @ 3'- 5.8" Allowed = 0.588" 12 MAX HORIZ. LL DEFL = 0.000" @ 6'- 6.5" 4.00 G,. MAX HORIZ. TL DEFL - 0.000" @ 6'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5X3 4 Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads m in the plane of the truss only. of 0 N A m of F I 2 ��5 0 M-3x4 M-1.5x3 6-06-08 0-03-12 1. ,1 / 1-00 6-10-04 <�ck0 P R 0p(c. �`� ANG I N E •49 <2 89782PE 9r-' JOB NAME : 5019-A POLYGON - E3 = Scale: 0.6053 / WARNINGS) GENERAL NOTES, unless olhemorse noted: ea" 40 Truss: E 3 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 ,y j?OREGON! "• and Wamings before construction commences. building component Applicability of design parameters and proper `9,,4�� //� 2d 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 74 t!4 a 1 �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ^I is the responsibility of the erector.Additional permanent bracing of 2'0.0,and at 70'on.respectively unless braced throughout their length bydir DATE: 7/13/2015 the overall structure la the responsibility of the building designee 2scoimpact u,sheathing or each lateral b plywood�ir a where a andror drywall(BC). p n \. 3.:n Impact brkging or the breGrg required where shown++ A SEQ.: Ki3 01131 4.Nowa should be applied to any component until after ail 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 noncorrosive environment TRANS I D: LINK design loads be applied to any component and are for'dry condition•of use. S.Compuirus has no control over and assumes no responsibility for the 8. Design sesames full bearing el an supports shown.Shim or wedge H EXPIRES: 12/31/201.6 fabrication,handling,shipment and Mstallation of components. 7.Design assumes adequate drainage Is provided. July 1 3,2015 0.TMs design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so Meir center TPIM?CA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./Comparus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-l988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 43 5-6=(-163) 115 5-2=(-226) 171 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-52) 49 2-6=(-139) 219 WEBS: 2x9 ROOF STAND 3-4=( -7) 3 6-3=( -70) 32 LOADING TC LATERAL SUPPORT <= 12"0C. VON. 12 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. OON. 4.00 U 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" -57/ 243V -59/ 82H 5.50" 0.39 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -67/ 111V 0/ OH 5.50" 0.18 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 "on spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ---, - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0,002" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.001" @ 0'- 9.9" Allowed = 0.077" MAX TC PANEL TL DEFL = 0.001" @ 0'- 9.9" Allowed = 0.116" M-1.5x3 MAX HORIZ. LL DEFL = -0.000" @ 1'- 6.5" 4 MAX HORIZ. TL DEFL = -0.000" @ 1'- 6.5" 3 Design conforms to main windforce-resisting M-3x4 111 system and components and cladding criteria. 2 I I Wind: 190 mph, h=l5ft, 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 . 11111111 in the plane of the truss only. 0 0 to o N mi .-i Mi II II - - 5:2> >C6 M-1.5x3 M-3x4 �(C., P R OF`ss i ), ), ENGINE ..,(;) /0 1-00 2-00 x'4 Q 89782PE 9A-- JOB NAME : 5019-A POLYGON - E4 Scale: 0.9828 c t- WARNINGS: GENERALNOTES, unless otherwlee noted: f., 1;a 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndNldual F OREGON '0 ��e,. Truss: E4 and Wamings before construction commences. buithIng component.Applicability of design parameters and proper �/'/, nd 4 3.2x4 compression web bradng must be Installed where shown v. incorporation of component la Me responsibility of the building designer. .K7 C/A s,� V y A6 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at Rh.. /l f`f b the responsibility of th erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by ` DATE: 7/13/2015 the overall structure k the responsibility of the building designer. 3 continuous sheathing each as plywood airedsheatn ere s ownand/4 drywell(BC). �. ^U +�` impact bridging or lateral bracing required where shown•+ �l , SEQ.: Ki 3 0 113 2 4.No load should be applied to any component until after all bracing and 4.Installation of trues h the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a nonmorrosive environment, TRANS I D' LINK design bads be applied to any component. and are for'dry condition'of use. 5.CompuTnro hes no control over and assumes no responsibility for the 8.Design assumes full beating at all supports shone.shim or wedge it EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. ase T.Plates ea atedaone drainageface s hues,d.an July 13,2015 S.This design b famished subject to the limitations sal forth by B.Plates shall be boated on both feces of Wes,and placed so their center TPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 1 L-E 11 Digits b Indicate elnt r plate In design values P ( ) 1.For basic connector plate design values see ESR-1311,ESR-1838(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) 69 3-5=1-266) 185 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2-3=(-109) 91 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 993V -39/ 101H 5.50" 0.79 KODE ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spaci(1g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed m 0.133" MAX TC PANEL LL DEFL = -0.355" @ 4'- 3.7" Allowed = 0.508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL - -0.475" @ 4'- 3.8" Allowed = 0.762" • 1' '' MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL - 0.001" @ 8'- 2.2" 4.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N. load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N o trt .aI ...---"=<----- C M 1 o /2 <. . C5 o M-3x4 M-1.5x3 1 b 1 8-02-04 0-03-12 1 1' y 1-00 8-06 `x 89782PE T- JOB NAME : 5019-A POLYGON - P2 ' '"- ` Scale: 0.5732 ��,.f' ._....._._...._....__._ WARNINGS: GENERAL NOTES, unless omerwise noted to" ti� .- 1.BWlder and erection contractor should be advised of all General Notes 1.This design Is based only upon Me parameters shown and Is for an Individual "9 OREGON Truss: P2 and Warnings before construction commences. building component Applbabiny of design paremeters and proper Lu, ZO 2 284 compression web bredng must be Installed where shown.. incorporation of component la Me responsibility of the building designer. ..[? i1 r.� 4 G '�' 3 Additional temporary bracing to Insure stability during construction 2 Design assumes its lop and bottom ace b to be laterally braced at 7 'l J�y I:J la the rosponaibYly of me erector,Additional permanent bracing of 22o c.and at 10'o c respectively unless braced throughout their length by ` continuous sheathing gingor such as plywood sheathing(TC)and/or drywell(BC) PAUL ! 'L ;\ DATE: 7/13/2015 Me overall structure Is the responsibility of the building designer. 3.20 impact bridging or lateral bracing required where shown v• /l V SEQ.: K1 3 0113 3 4.No toed should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D' LINK design loads be applied to any component. and ere for'dry condition.of use. 5.CompuTrus has no control over end assumes no responsibility for the 8 nDaul Design assumes full bearing at all supports shown.Shim or wedge H EXPIRES: 12/31./2016 shipment and installation of components. ury fabrication,handling,ehi 7.Design assumes adequate drainage is provided.an July 1 3,2015 8.This design is famished subject to Me Imitations set forth by 8.Plates shell be locatedobec on both laces of truss,end placed so their center TPII`ATCA In SCSI,copies of which will be Welshed upon request lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inn./CompuTrus Software 7.6.6(lL)-E 10.For bask connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) 69 3-5=(-266) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 91 WEBS: 2x4 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <- 12"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/ 101H 5.50" 0.79 KDDF ( 625) M-1.5x9 or e qual at non-structural LL = 25 PSF Ground Snow (Pg) 8'- 6.0". -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) vertical members (tors). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "OC SPacibg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - -0.355" @ 4'- 3.7" Allowed = 0.508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.762" f f MAX HORIZ. LL DEFL - 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" 4.00 17 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 3 -/ 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. ut .-I .-I 0 1 i /- -/ M-3x4 M-1.5x3 • 8-02-04 0-03-12 y 1-00 8-06 c PR Op, ANG I N E� C„, 9 89782PE " JOB NAME : 5019-A POLYGON - P1 j Scale: 0.5732 ' WARNINGS: GENERAL NOTES, unless o8lerMae noted Truss: P1 1 Builder end erection connects,should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an individual 'f7^ OREGON C';w Q' and Warnings before construction commences. building component Applicability of design parameters and proper -Y 2 2x1 compression web bracing must be Installed where shown 0. incorporation of component b the responsibility of the building designer. ,.a) 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 'S 4) (0/ y 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: 7/13/2015 the overall structure Is the responsibility of the building designer. continuous impact ri ging org lateral b eolsg re tiredsheathere s and/or Cryweil(BC). P, ^LI L �\ 3.I2nn talltiol bof tus Is pracing required the where shown contractor.t /'1 SEQ. KI3O1134 4.Nabees ec eantono comSod sho l onlily after ellbracinganti 5.Design as uftestaIsles are to be ility useoithere-oonrosia enolrn fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses ere to be used in a non-corrosive enNrenment TRANS I D: LINK design loads be applied to any component. and are for'dry condition'of use. 6.can, Trus has no control over end assumes no ret B.Desitin assumes full bearing at all supports shown.Shim a wedge B EXPIRES: 12/31/2016 pu responsibility/or the esa fabrication,handling,shipment and installation of components. 7.Design assumes adequate drelnage Is provided. July 13,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,end placed so their center TPIIWTCA M BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. MiTek USA,InclCom uTrus Software 7.6.6(10-E B.Digits Indicate size of plate in Inches. P10.For bask connector plate design values see ESR-1311,ESR-1888(MiTek)