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Plans (437) mithg I® VA, 1r2ir1T O O 2 2 53cY7 MTel7 U Q-611/4 c 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. <_sio P R°Fess GIN /0 83640PE -7�' y OREGON s.oXA ° Di•,t � re EXPIRATII i' " - 1-16 410 December 4,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R46042190 PL15-408_UPPER F01 Floor Girder 1 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:05 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCdl l-pfC7P8Y?MbLNNbUt06EfUuSaZ8AVga3SjwLmmJyCcvq I 1-0-0 1.15x3 II 1 3x4= 5 2 Scale=1:13.2 U MI„ II ,s,Il111 0 lk. 1 I • lowm ma 4 i 3 1.5x3 I I 3x4= I 1-3-0 I 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 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(lb) Vert:5=-277(F) �� :p PRtFeo ��\� �NGVNEF9 /p2-9 Ct. " .40PE r' 41, or y ORE • '° O 0tiO�q RY Vi• �� OSOO� Digital Signature EXPIRATION DATE: 12-31-16 • December 4,2015 I a __ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI(REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with M7ek&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 QuafBy Criteria,DSB-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R48042191 PL15-408_UPPER F02 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:07 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-12KtggaFuCb4cuel VXG7ZJXxWynjIQn1AEgtrCyCcvo 1 1-0.0 1 1 1-1-0 11 1-2-0 110-8-71I 1-2-0 I p-11-131 Scale=1:39.9 5x6 I I 3x8 I I 3x6 FP= 3x6 FP= 5x8 I I 5x8 I I 5x6 I I 5)(6 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 a e _\ ..\- F - N o e e e -iei e 1 e� e� -o m e e i i� o 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 6x6 = 8x8= 3x6 FP- 6x8 I 5x6 5x6 I I 5x6 I 6x6 I I 8x8= 6x6 = 1.5x3 SP= 3x6 FP= 6x8 I I I 23-1-4 23-1-4 1 Plate Offsets(X,Y)- [32:0-3-0,0-0-01,[34:0-3-0,0-0-01 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid 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 lncr NO WB 0.31 Horz(TL) 0.06 25 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:204 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 40=1802/0-5-8,25=1724/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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=-4691/0,18-19=-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. <C ED f J R OF ss 3)Refer to girder(s)for truss to truss connections. `� F 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 .Cj 04,G1NEF6, /0 be attached to walls at their outer ends or restrained by other means. C.? -51 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 f� down at 15-5-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8 40 P E 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 dr 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 c,.- -9:,,_ORE �- Uniform Loads(plf) C� & ZO Vert:25-40=-8,1-16=-80,16-24=-130(F=-50) 3/,-, q RY j 2 Concentrated Loads(lb) O SOON ,•\-\ Vert:16=-177(B)41=-965(B) Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 4 I ®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 MiTek'building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYMiT 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/TP11 Quality Criteria,DSB-89 and BCSI BuBding 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 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:c53KNt9S8d7ANgLpvMEnZkyCdI1-DEtF2AbtWYxE2DE3EnM6W48DMBY1 pDvPuZQNeyCcvn 1-7-0 I I 1-9-0 I I Scale=1:17.8 6x6= 3x6 I I 3x6 II 3x6 II 3x6 I I 3x6 I I 1 11 2 3 4 12 5 13 6 d o d N e e e I:?- 10 9 8 6x6= 5x6 II 3x6 I I 6x6— I 9-40 I 9-40 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. (Ib/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(Alf) Vert:7-10=-10,1-6=-100 t`<IVO PROFFs Concentrated Loads(lb) Co G)N� s� Vert:4=132(F)3=-132(F)2=-132(F)11=-276(F)12=-132(F)13=-132(F) ��N N 9 0 29 8 .40PE r d.(=.7,,..ORE eN O 06e, RY 12 Oxo � SOON Digital Signature i EXPIRATION DATE: 12-31-16 December 4,2015 8 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mileke 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/711 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane 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 R46042193 PL15408_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:09 2015 Page 1 ID:c53KNt9S8d2ANgLpvMEnZkyCdl1-hQReFWbVOgrorCoQdylbekckNmOSmLQ2eYJ_v4yCcvm 1 1-10-4 ii 1-9-0 1 0-118 Scale=1:41.8 3x6 FP= 3x6 FP= 1.5x3= 4x6 II 4x6 I I 4x6 I I 1.5x3= 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 W. CS' N \ / \ / \ / >/ g 27 / \ A.\_ J ,m, B > > 0 26 25 24 23 22 21 20 19 18 17 1.5x3 I I 4x8= 3x6 FP= 3x5= 3x5= 3x5= - 4x6= 3x4= 1.5x3 SP= I 23-11-12 23-11-12 Plate Offsets(X,Y)— 127:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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/TPI2007 (Matrix) Weight:159 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF 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. Ea PR©F 6)In the WAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). '`�R �ss ,.5 �<JGiNEF9 �� LOAD CASE(S) Standard /� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 4 8 .40 P E 9t' Uniform Loads(plf) Vert:17-25=-8,1-16=-80 diPP Concentrated Loads(lb) Vert:28=-20(B) 9 OR SON ... 0�y�0q RY-19-•9.2 C, OO SOO14 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. IIII 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 info the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042194 PL15-408_UPPER F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:09 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCdl1-hQReFWbV QgrorCoQdylbekcKCmXQmO22eYJ_v4yCcvm I 1-2-12 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 A A 4 3 1.5x3 II 3x4= I 1-5-12 I 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/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. (Ib/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. < o PROpe ��\� �NG)N�F9 /p2-9 8 •40PE r 9 OR SON O C�,y„L4 RY 12- OAC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I mi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Niel( 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/TPl1 Quality Criteria,D5B-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042195 PL15-408_UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:10 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCdl l-9d?0Ssc7B7zTMNcBfpgBx9V_9tg V roC sC2XRXyCcvl 0-1118 Scale=1:39.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 = o o 2 0 0 0 c _ a c m o _ _ - _ i Ix 42 d d A N a i R o q o a e a q _ o e o o = ir 41 rr 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP=- 1 1 1-4-0 1 2-8-0 I 4-0-0 i 5--0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-40 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-1-0 1 22-8-0 123-11-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-11-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. �(� 0 PROFF6'- ��\� ANG I NS /�2 8 s40PE �<' IIIP 00 C., ORE w N r.� C� 0. /5,, --1 R 12.Z�,x- 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 8 f ®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 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 �t� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'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/TP11 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:c53KNt9S8dZANgLpvMEnZkyCdll-dpZOgComyR5W5WxokNL3k9ih?ZDuE11 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 • ❑ 2 o e o e 9 o ❑ e e e m- o ❑ e d d N N XxxXzxxxxXx xxxxxxuxxxx xxxxxxxxXxxxXxxx�xxxxxx- YXx-t(XXX- 4YXx CXXXx '1 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 I 12-0-0 I 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-4-0 1 22-8-0 21-13 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 5..4 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 21 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���V) P R OFFs�i' ���\c, �GINEF9 /O�y 8-�40PE r' y ORE` .N rO 3,0OSOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 : a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit 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* 8 always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information.available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042197 PL15-408_UPPER F09 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-dpZOgComyR5W5WxokNL3k9icUZCHEG,mLL5so4_zyCcvk 2-6-0 1-8-12 H I 1-8-12 p r1Y Scale=1:17.6 3x4 II 3x4= 1.5x3 I I 3x6= 3x4= 1 2 3 4 5 11 1.5x3= 0 N d N 1.5x3= 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)— (1:Edae,0-1-8),15:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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 BOLL 0.0 Rep Stress Incr NO WB 0.18 Horz(VL) -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 <, ' P R Ore(- s�S' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 5 G I N c / Uniform Loads(plf) NJ.\ �N ER O2 Vert:6-9=-8,1-4=-80,4-5=-180(F=-100) 9 Concentrated Loads(Ib) >.40PE t' Vert:5=-336(F) y •ORE •N t:3, •`L��@ ° s o OS o Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not m 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 xw fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,058-89 and RCMBuilding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus ttfAhts CA 95610 Job Truss Truss Type Qty Ply POLYGON R48042198 PL15-408_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 ID:c53KNt9S8dZANgLpvM EnZkyCd11.677mtYeOjIDN itW?14sIGM Es1228zIH U KWXeW PyCcvj OM 1 2 3 4 5 6 Scale=1:12.8 14 • 9 N • — — — 13 12 11 10 9 8 7 I 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-2-12 j 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 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(LL) n/a - n/a 999 BCLL 0.0 Rep Stress!nor YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 6-2-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��� ED PROpe, mac; tiNE GIN "R X029 �' 8 r40PE f' AP A y ORE • 0ti�&gRY.12.• �� �0 SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 R46042199 PL15-408_UPPER F11 Floor 12 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:12 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-6?7mtYeOjlDNifVV?I4sIGMEp_zTazdOUKWXeWPyCcvj 0-1-8 H I 1-8-12 I I 2-2-0 1 2-6-0 Scale=1:39.0 3x4 = 1.5x3 = 1.5x3 II 1.5x3 = 3x4 II 3x5= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 20 - a 0 a 19 • = o 0 Er c 18 17 16 15 14 13 12 1.5x3 II 3x6= 3x6 FP= 3x8= 3x5= 3x6 = 3x4= 2-2-12 1 1-11-12 2-�ry 22-4-12 1-11-12 0-14 PO-2-0 I 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 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 Incr 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. (Ib/size) 12=849/0-2-12,17=1434/0-5-8 Max Gray 12=878(LC 4),17=1434(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/411,2-3=0/411,3-4=-1688/0,4-5=-1688/0,5-6=-2365/0,6-7=-2365/0,7-8=-1815/0,8-9=-1815/0, 9-10=-1815/0 BOT CHORD 16-17=-122/874,15-16=-122/874,14-15=0/2167,13-14=0/2232,12-13=0/1066 WEBS 1-17=-573/0,10-12=-1321/0,10-13=0/928,7-13=-517/0,5-14=0/295,5-15=-642/0,3-15=0/1060,3-17=-1289/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard v© PR 0p 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 "\(' Fsts Uniform Loads(plf) 5 GINE / Vert:12-18=-8,1-11=-80 C?� �� Fh) O Concentrated Loads(Ib) S' 8 40 P E r' Vert:1=-336(F) ilifijP 411 �v ORE N .. fO2� Z ?yO -lRYl O� OSOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 a l WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate tha 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 Mei( 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 QualWy 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 R46042200 PL15-408_UPPER F13 Floor 5 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Thu Dec 03 14:39:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1 aCh85ue0U2LEKp5BsoNXpan?BNtHiBteZAHB25yCcvi I 0-6-4 axd-1 1-2-0 I 1 0-8-7 4x4--I 1-2-0 1 1 0-6-1 I --f 1-3 1 2 3 4 5 4x4 = 6 Scale=1:12.9 77 13 - \ _ A2 N e s 4x4 = 12 11 10 9 8 41* 4x4= 4x4= I 2-10-11 1 3-5-11 1 4-0-11 1 411-4 I 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)- f2:0-1-8,Edge1,14:0-1-8,Edoel,f5:0-1-8,Edge1,f7:Edoe,0-1-81,110:0-1-8,Edgel,f12:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=209/Mechanical,7=204/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. R ����© P oFFss ,,.a �NGjNE .Ai /O* 8 .40PE r y ORE *N +.� O 0Lq y„, Ry V0- OAC? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 e ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI Design valid for use only with Mgek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek 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 Qualtiy 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 R46042201 PL15-408_UPPER F15 FLOOR 1 1 Job Reference(optional) Parc Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:13 2015 Page 1 I D:D53KNOS8dZANgLpvM EnZkyCd11-aCh85ue0U2LEKp5BSONXpanzKNrXi9V eZAHB2syCcvi 1 0-6-4 1 1 1-2-0 I I 0-8-7 I I 1-2-0 I I 1-5-1 I 2-6-0 Scale=1:16.4 1.5x3 I I 4x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4x4= 4 5 6 7 • e e / _o- 0 N ;�1 e e 13 12 11 10 9 3x4= 8 1.5x3 II1.5x3 II 4x4= 4x4= 3x4= I 2-10-11 1 3-5-11 1 40-11 1 8-2-12 1 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X.Y)-- (2:0-1-8,Edge),(3:0-1-8,Edae),19:0-1-8,Edge1,110:0-1-8,Edae1,f13:Edue,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid 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/TPI2007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-380/0,4-5=-380/0,5-6=-380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 4-10=-262/0,2-13=-620/0,3-10=0/446,6-8=-437/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PDR Rork-, R / 2� 9� <'�� :N:G.)4NEPFEss0 .110(..- -44.GREG +.o Oy &gRY12.2� C? OO O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 roe 10/03/2015 BEFORE USE. 1" Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building 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 properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/0.11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042202 PL15-4013_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 I D:c53KNt9S8dZANgLpvMEnZkyCdl1-2OFXIDfeFMT5yzgNQVum LnK9Mn8oRT6nng0lblyCcvh I 2-4-4 I I 2-6-0 I Scale=1:40.3 1.5x3 II 4x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x6= 1.5x3 ll 1 2 3 4 5 6 7 8 9 10 11 e • e e e e - 7 "N 7 I4Nor Z I'N.. 7°.- '''''N, :11 i fi - a B e 9 /O 18 17 16 - 15 14 13 12 1.5x3 II 4x8= 3x6 FP= 3x5= 3x5= 3x8= 3x4= I 23-1-4 I 23-1-4 Plate Offsets(X,Y)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 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 IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=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. cb --... .. t EF9 s, �� 84,,e-34-OPE pr 3, y ORE SN O OyOCigRY j2.O,�C? O SOON Digital Signature ` EXPIRATION DATE: 12-31-16 December 4,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek6 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 SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042203 PL15-408_UPPER F17 Floor 18 1 Job Reference(ootionall 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:c53KNt9S8dZANgLpvMEnZkyCdl l-20FXIDfeFMT5yzgNQVumLnK93n7FRURnngOlblyCcvh ¶1-7-4j 216-0 0-18 Scale=1:40.7 4x6= 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 • o N0VN0V °V ° a 21 7 NNN V IN 107 NS - 7 N. `-� 20 19 18 17 16 15 14 13 4x4 = 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4 = ° r8 23-11-12 0--8 23-10-4 I Plate Offsets(X,Y)— r19:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1581/0,3-4=-1581/0,4-5=-3040/0,5-6=-3040/0,6-7=-3266/0,7-8=-3266/0,8-9=-2265/0,9-10=-2265/0, 10-11=-2265/0 BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,14-15=0/2907,13-14=0/1291 WEBS 11-13=-1600/0,11-14=0/1207,8-14=-796/0,8-15=0/444,6-16=-314/0,4-16=0/731,4-18=-1077/0,2-18=0/1492, 2-19=-1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ,'\(<-��D P R OFFss c'„c NG1 NEF'S' 4� 2 ct 8 a40PE �r- 1110 A y ORE r.41111, � OO SOON O Digital Signature L EXPIRATION DATE: 12-31-16 December 4,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10/032015 BEFORE USE. N" Design valid for use only with MTek®connectors.Thu 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 Malek 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 QuaMy Crtlerfa,DSB-89 and SCSI Building Component 7777 109 Solely InlormaBon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiohts,CA 95610 Job 'Truss Truss Type Qty Ply POLYGON R46042204 PL15-408_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:c53KNt9S8d7ANgLpvM EnZkyCdl1-WaovWZgG0gbyZ7FazCP?u?sHKAa1A5Xx0Um I7kyCcvg 0-1-8 H1 I 1-5-121 3k4= 2 3x4 II Scale=1:13.2 OM II ,' 1:tzl, 11111 5 I■ =r II IMIA. �, 3 1.5x3 II 356= I 1-11-12 I 1-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 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. (Pb)-Max.Comp./Max.Ten.-All forces 250(Pb)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) ���EO PROren ,\-3 ANG j NEER qk 8 e4OPE y OR 'SON e 0'Se F?Y A i•Oaf O O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 r i MIME Ng ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate This design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIT Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 • Job Truss Truss Type Qty Ply POLYGON R46042205 PL15-408_UPPER F19 Floor 8 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:c53KNt9S8dZANgLpvM EnZkyCdl l-WaovWZgGOgbyZ7FazCP?u?sM2AalA5XxOUm l7kyCcvg 0-1-8 1.5x3 II 1-7-4 I 1 3�4 — 2 Scale=1:13.2 1161 �� f 5 • `• MAV 11111111 -/ 3 1.5x3 II 3x4= 1-11-12 1-11-12 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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 OF 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. (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)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. � o PROF Fss N� �NGINE9 /02 8 .4-OPE of - OR SON N. L3,0V1RY Va. O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 we ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wok' 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 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 r Job Truss Truss Type Qty Ply POLYGON R46042206 PL15-408_UPPER F20 Floor Supported Gable 1 1 Job Reference(option) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:15 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-WaovWZgG0gbyZ7FazCP?u?sN?AagA50x0Uml7kyCcvg Scale=1:18.7 1 2 3f 4 5 6 7 8 9 10 0 o- f. o- o- e o to a1 le d d A e . a o a o� Fe 20 19 18 17 16 15 14 13 12 11 I 11-4-8 I 11-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:55 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY 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 plate are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c�- \AG F E u:(-, 2 Qt 8 •4-OPE �r - i dr y ORE N r.� 0,�y�?�g RY i 2.q.- \. ? OO SOON Digital Signature L EXPIRATION DATE: 12-31-16 J December 4,2015 S a ewer a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Nut Design valid for use only with MTek®connectors.This design a based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the appfcablity of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quarrly Criteria,D5B-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042207 PL15408_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 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-- mMHjvhunzkpBHgmXwwERCPWgawIvY54F8VrfAyCcvf 1.5xi II 0-7-12 1 2-6-0 11583 II 1 2 4x4= 3 Scale=1:13.0 IN 4x4= 3x4= ori-9 3-4-12 0-1 3-3 3 Plate Offsets(X,Y)-- (5:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. ��R�D PRoF"-.ss ,�� �tJGiN -9 /0 2 �� 8 .40PE ter` r 9 OR SON N �i O Cay &gRY122 �� OO SOON 0 Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �Y 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 F4iTek 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/TP11 Quality Criteria,D58-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042208 PL15408_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 ID:c53KNt9S8dZANgLpvMEnZkyCd11-mMHjvhunzkpBHgmXwwERCPWIatPvVVL4F8VrfAyCcvf 1 1-3-12 1 2-6-0 I 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 d N N e e b1 1 S 10 9 3x4= 3x5= 355= 3x4 = 011-1814-3-12 14-2-4 I 0- LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-977/0,3-4=-977/0,4-5=-1120/0,5-6=-1120/0 BOT CHORD 10-11=0/426,9-10=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. co.7 ANGINEE9 /&* ct 8 '40PE OPPf -574/ORE s�N 0 C/ , (../ii el,12-• •�' O o sooty Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 Wilt ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.The design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qualify Criteria,DSS-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 R46042209 PL15-408_UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-SzwfwFiWYHsgpRPy5dSTzQyf7 AfetmDToFPBdyCcve 04,_1-4 I 2-6r0I 0.H8 Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 i . _ a e 13-NN o V t a 20 o <44 NN A i 'o 7 .444N 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5= 3x8 = 3x4= I 21-6-12 I 21-6-12 Plate Offsets(X,Y)— (1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/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. 2Ico• tiAGI NEc- 0 v0 44 8, s40PE 71 dr i 7 ORE •N r.. 0 &,,ti RY 1A2-2° 4o �o sooty o 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 MO-T473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®O connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,D5B-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R48042210 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 I I D:c53KNt9S8dZANgLpvM EnZkyCdl1-SzwfwFi WYH sgpRPysdSTzQydv_FcezHDToFP BdyCcve 0-1-8 H I 1-8-12 I I 2-0-8 1 2-6-0 I Scale=1:38.6 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x4= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 20 4 0 N A a 18 17 16 15 14 13 12 1.5x3 II 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x6= 1 2-1-4 I 22-4-12 I 2-1-4 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 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(,Q`ED PROFa. 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �� �NGI NE ,, 5Z Uniform Loads(pIf) 9 Vert:12-18=-8,1-2=-180(F=-100),2-11=-80 8 >.40PE Concentrated Loads(Ib) Vert:1=-336(F) iir , iir -TA.ORE loN r.c:, 0ti0��RY'O.-.ZOIC? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not. �+ a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi TT 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,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 R46042211 PL15-408_UPPER F25 GABLE 1 1 Job Reference jtptional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-w9U 18bi9Ib_XQa_91LziWdUsROcTNSmNiSyk3yCcvd 0-18 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 S 0 0 0 0 0 0 0 0 0 0 0 O m 0 0 0 t a 38 0 d d 4 a ■ a o ee o o e o e a e 5- 37 x �JVC�J�XJU�X�vCAAY7A UCS>C X? ?JCXAAn AAA 21 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= I 1-4-0 1 2-8-0 1 4-0.0 1 5-40 1 6-6-0 I 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-40 1 18-8-0 I 20-0-0 1 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 (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/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. �S���N GI E.,. 0/_ 8 .40PE r Y OR 4N �p O-y0�gRY j2..`LO C? O sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 "W NOD ®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 MiIektE 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 MiTe ' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see. ANSI/TPI1 Quarrly Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Informalion 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 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 I D:c53KNt9S8dZANgLpvMEnZkyCdl1-0L2QLxjn3u6N2kZLC2Ux2r1_dog76kwWx6kWGVyCcvc I 1-0-4 I 2-8-0 I 0-1K8 Scale=1:41.5 4x8= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 ., 21 ,i1 v N.. ye a'10.N. VAliiiiihNN' -"OeAllliliiiiiiiiiiiiiiihS hNo. 7.".%N.. d tli ICI 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 0-1 8 24-4-12 I 0-'1r8 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 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=-1782/0,4-5=-3190/0,5-6=-3190/0,6-7=-3366/0,7-8=-3366/0,8-9=-2315/0,9-10=-2315/0, 10-11=-2315/0 BOT CHORD 18-19=0/600,17-18=0/2626,16-17=0/2626,15-16=0/3419,14-15=0/2982,13-14=0/1316 WEBS 11-13=-1631/0,11-14=0/1238,8-14=-827/0,8-15=0/475,6-16=-283/0,4-16=0/699,4-18=-1045/0,2-18=0/1464, 2-19=-1200/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. RpFe- -\`<- � NGjNEsSi ,__N. ,q,... p 2-57 :.r640PE r y ORE *s Oh.O(iyRy j2`LO C, O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 9 a. .r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Informatton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-408_UPPER F27 Floor 2 1 R46042213 Job Reference(optional) I Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:19 2015 Page 1 I I D:c53KNt9S8dZANgLpvMEnZkyCd11-0L2Qlxj n3u6N2kZLC2Ux2r1 O Wovh6uZWx6kWGVyCcvc 1-7-4 I 2-3-0 I 011TB Scale=1:23.3 1.5x3 II 1.5x3 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 = 1 2 3 4 5 6 7 1 13 4NZ X0 N N D q�xJ, a e 12 1a 1D 9 e 3x4= 3x5= 3x5 = 3x4= I 13-5-12 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 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 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF 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. @`����N G PR�F9 wz_ 2 '' 8 •40PE v1--- ' OR 'ON ra no� 0 soo o Digital Signature L EXPIRATION DATE: 12-31-16 December 4,2015 a a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 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 8 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/TIM Quality Criteria,DSS-S9 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 R48042214 PL15-408 UPPER F28 FLOOR SUPPORTED GABL 23 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-tYcoZHkPgCEEgu7Xmm7Ab2aD3B12rMmgAmT3oyyCcvb I 1-0.8 1.5x3 II 1 3x4= 2 Scale=1:13.2 L o N L 1.5x3 II 3x4= q 1-3-8 I 0-(13 1-3-8 LOADING(psi) SPACING- 1-0-0 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress lncr 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. (Ib/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .D P R of-6., 5` G)N� / GR p,� 9 � 8f �.4QPE y OR LON o 3, ciA RY19-.. \-\L" O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 tMI" I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek 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/T111 Quaftty Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. CiWs HeiOhts,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,tnc.Thu Dec 03 14:39:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-tYcoZHkPgCEEgu7Xmm?Ab2aDAB13rMmgAmT3oyyCcvb I 0-10-12 1.x3 II 1 304= 2 Scale=1:13.2 o p N d N j�%j 1.5x3 II 3x4= p 1-1-12 I 0-43 1-1-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 .... 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (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. mac° NGINEF k 3-, u. it, 9 ORE•N °� Oy�&g RY 12•Z- to, �� SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 $ f —.. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��B '` building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mirek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042216 PL15408_UPPER F30 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:20 2015 Pagel I D:c53KNt9S8dZANgLpvMEnZkyCd 11-tYcoZHkPgCE Egu7Xmm?Ab2aDN BI5rMmgAmT3oyyCcvb 1.5x3 II 1 4x4= 2 Scale=1:13.3 0 4 3 1.5x3 II 4x4= uu 0-9-12 0-O-4 0-9-12 Plate Offsets(X,Y)— I1:Edoe,0-1-81,f3:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/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 lncr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=19/0-10-0,3=19/0-10-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. , 2v 8 >.40 P E f y OREN .� OyOLgRY SOO* Digital Signature { EXPIRATION DATE: 12-31-16 J December 4,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 111 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 Mile.k 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,0SB-89 and SCSI Bonding Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus HeiOhfs,CA 95610 • Job Truss Truss Type Qty Ply POLYGON R46042217 PL15-408_UPPER F31 FLOOR SUPPORTED GABL 1 1 Job Referencejootionall 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-LkAAmdl1 bWM5H2ijKTWP8G60pbeHapOpOQDCKOyCcva 1 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 L C or L 4 *7 ••iiiiiii•.1i• 1.5x3 II 3x4= p 1-3-8 1 0.0- 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. 1 CO �� ) PRQFfisd' 2 1:'-'41 8 >•40PE fir' -7 ORE N to C�,y411,� -1R1,1,-• ,\-\C? 00 80014 Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIFMI' 7473 rev-10/03/2015 BEFORE USE. Design valid for use only with Weill)connectors.This design is based only upon parameters shown,and is for an individual building 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 r� 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/TPIT Quality Criteria,DSB-89 and BCSI Building Component 7 109 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 R46042218 PL15-408 UPPER F32 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 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-LkAAmdl1 bWM5H2ijKTWP8G60SbeEapUpOQDcKOyCcva 1 2 3 4 Scale=1:13.0 _ _ _ L G — — — L 8 7 6 5 I 3-7-0 I 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BOLL 0.0 Rep Stress'nor YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. - 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. C�' GIN F'4 Lvo ct 8 .40PE of -7 OR SON o �yO-vi, RY-12-•ZOIC? OSOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 4 mit ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiMek" 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/T117 Quality Criteria.DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042219 PL15-408_UPPER F40 Floor Supported Gable 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-LkAAmdl1 bWM5H2ijKTVVP8G6OrbelapOpOQDcK0yCcva 1 0-9-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 0 0 N N ♦♦..♦♦.4, 4 :.:.:.:.:.: ':-v ......eNk <. 1.5x3 II 3x4= I 1-0-12 1 1-0-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 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/TP12007 (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. (lb)-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. ,Nco \AGN . s/0 2 t4 -57 8 ,40PE 0-- 10 I0 t y ORE 410, ,moo 0 -1r(i •q RY 2 q, C? �° SOON O Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 0 9 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for art n 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/TPIl Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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 MiTek Industries,Inc.Thu Dec 03 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-LkAAmdl1 bWM5H2ijKTWP8G6NDbeDapOpOQDcKOyCcva I 1-3-8 1 15x3 I I 1 3x4= 2 Scale=1:13.2 0 0 •�������••4r• �♦ 4 :.:.:.:♦:.:.:.:♦:.:.�1NI 1.5x3 II 3x4= I 1-6-8 I 1-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 ""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-8 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=78/1-6-8,3=78/1-6-8,3=78/1-6-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. C��c, x4o 1 N e.E- wo 8 .40 P E �1.` y4.ORE �N �S1 CIyO(iq RY A 2 OAC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 a _ mi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. t Design void for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heiohts,CA 95610 Symbols Numbering SystemGeneral Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) Damage or Personal Injury MOEDimensions are in ft-in-sixteenths. Ink� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0.1/16rMIMEESMIIIIMIMMIIMIIIIEggmms 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p 4 may require bracing,or alternative Tor I 1.111r7Elli O •• p bracing should be considered. 111..Air O 611PAiXiipil iO= 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate cls C6 7 cs-6 designer,erection supervisor,property owner and plates 0-1'u' 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. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/1-P! 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports)occur. Icons vary but16.aDo not cut or alter truss member or plate without prior *IMO reaction section indicates joint ©2012 MiTekO All Rights Reservedapproval of an engineer. Lollml IMI RN number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. illii111111 4 18.Use of green or treated lumber may pose unacceptable �� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. Mil 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 DSB-89: Design Standard for Bracing. is not sufficient. BCSI: BuildingComponent SafetyInformation, iTe p M 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. <(F,ED PROFco„ c \AGINFE /(1 444 89782PE OREGON A• 9�k 'AUL P\--1 Pt # 3�1/2Q16 _ 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/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-37) 91 3-5=(-120) 127 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 59 WEBS: 2x9 KDDF STAND 3-4=(-10) 5 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PDF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 325V -29/ 78H 5.50" 0.52 KDDF ( 625) LL = 25 PSGround Snow (Pg) 9'- 0.0" -22/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) o LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc 5B HHltg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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" 4 T f 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: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 load duration factor=l.6, 3 Truss designed for wind loads in the plane of the truss only. m 0 0 t N co Sirglli°llIm' ' -, c ....4111111111111111111111111111111 i till`- N F 0 -3x4 M-1.5x3 y l )' 3-08-04 0-03-12 b y 1 1-00 4-00 ..1) PR0Fe Ss ,S 0NGINE •••4) r6,-0 39782PE c' JOB NAME : 5019-A POLYGON - Al ,-"z Scale: 0.6145f / WARNINGS: GENERAL NOTES, unless otherMse noted. / ,. OREGON rj ��+yN 40 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual OR O <,S Truss: Al and Warnings before construcbon commences. building component Appllcebllity of design parameters and propertZ, 12. 2 2x4 compression web bracing must be Installed where shown e. Incorporation of component Is the responsibility of the building designer. ✓(� j9 5 V ¢: 3.Additional temporary bracing to Insure stability during construction 2 Deelgn assumes the top end bosom chordsbra be laterally braced et ` \-4,<.,,N- 3. Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10 o.c.rsuch.,ply unless braced throughout their length by V DATE: 7/13/2015 the overall structure is them responsibility of boldlo dost continuous sheathing such ea plywooduireding(TC)and/ar drywall(BC). rr- p11 " span ty o g designer. 3.2x Impact bridging or lateral bracing required where shown 4+ �""l U L SEQ.: K 13 01115 4.No load should be applied to any component until after all bracing and 5.Installation of truss s tthe areata sIeb lity of the no sp onroa contractor. nt. fasteners are complete and et no time should any loads greater than Dedgnewane assumes ntare"of tousb. T RAN S I D: LINK design nada be applied to any component. 8.TruDeelgassumes full beating at all supports shown.Shim or wedge if n ass 5.Compushasnocontroloverandassumesnoresponsibiliyforthe .,ary. EXPIRES:. 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. July 13,2015 II This design Is hrniehed subject to the limitations set forth by e.Plates shell be located on both face,of truss,and placed so their center TPI/WTCA In BC5l,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate eke of plate in inches. MiTek USA,Inc./CompuTrue Software 7.6.6(1L)-E IO.For basic connector plate design values see EV3.1311,ESR-1988(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 ODOR #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-84) 61 1-4= BC: 2x4 KDDF #1b BTR SPACED 24.0" O.C. (-37) 39 2-9=(-120) 126 WEBS: 2x9 KDDF STAND 2-3=(-10) 5 LOADING TC LATERAL SUPPORT 0= 12"OC. USN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. IL 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 KDDF ( 625) 3'- 10.5" -26/ 158V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 POE' Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND 2: Design h k d f (- ft 1' q g, 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 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.016" @ 2'- 1.0" Allowed = 0.334" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-06-12 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.8" 12 Design conforms to main windforoe-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed fox wind loads in the plane of the truss only. M-1.5x3 3 z A rn 0 0 N N / a 0 1 IIII. 11 MEM104 M-3x4 M-1.5x3 y y l 3-06-12 0-03-12 l y 3-10-08 �1p VO rROFe 89782PE 1'c,..> JOB NAME : 5019-A POLYGON - A2z '�' . - r Scale: 0.5958 `/� s"-�- ` \` WARNINGS: GENERAL NOTES, unless otherwise noted Truss: A2 Builder and erection contractor should beadvlsdofalGeneral Notes I.This design fa based only upon the parameters shown and Isfor anindividual OREGON Qa'5 and Warnings before conelructinn commences building componentApplicability of design parameters end proper Q'` 2.2a4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. -9 mss/y A6 (r ,I'' 3.Additional temporary bracing to Insure stability during construction 2 design assumes the lop end bottom chorda to be laterally braced et 7 /y :,7 "(,- Is the responsibility of the erector.AddMlonel permanent bracing of 2 o.c.and at t o a.c.each sty a ase braced throughout their length by DATE: 7/13/2015 the overall structure is Be responsibility of the building designer, continuous us sheatgl or such as acing requirede iwhere shown C tlrywaA(BC). �'],S � 3.2s Impact cior th lateral bracing where shown i ae e-A SEQ.: K1301116 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility or the reapedwe 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 ID• LINK design bads be applied teeny component. and ere for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibilky ler the 8.Design assumes tit bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installetlan of components. 7.Decesery. esigd. 6.This design is famished subject to the limitations set forth by 8.Plat snk tie locatedassumes uoneboth faces drainage iofs te truss,and placed se their center July 13,2015 TPINTCA In SCSI,copies of which nil be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com u7rus Software 1 L 7.6.6 9.Digits indicate elm of plate in Inches. p ( ).E to.For basic connector plate design values see EBR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 3.8" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windfoIce—resisting BC: 2x4 KDDF #16BTR SPACED 24.0" 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=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PIP 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 1OPSF 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 7-07-14 TO ONE FACE ONLY T 4 T 12 IIM-4x4 12 19.00 7 2 \14.00 41 o11111111111 11111 111lih ,o07 o , „i, 9 5 0) f 41 V Ay(`� J. J, J ti� NGINE . rp 1-00 15-03-12 C? 'G �, $9782PE r JOB NAME : 5019-A POLYGON - AGE f�% r'r'%' Scale: 0.2782 / WARNINGS: GENERAL NOTES, unless otenNse noted. OREGON 0 1.Builder and erection contractor should be advised of ell General Notes t.This dealgn Is based only upon the parameters shown and is for an Individual O N �'' Truss: AGE and Warnings before construction commences. balding component.Applicability of design parameters and proper J� `, 2 2.N4 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. -�J, �/,CI�”: ACJ t j 3.Additional temporary bracing to Insure stability during construction 2.Design assumed the top end bottom chorda to be laterally braced et T 1 rye is me ro sibl) of the erector.Additional 1 bladn f 2 c.c.and at 10'o.c.respectively unless braced throughout their length by aeon itypermanent go continuous sheathing such as plywood sheathing(TC)andfar drywell(BC). PAA DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ PAUL SEQ.: K 13 01117 4.No load should be applied to any ssmponenl until after an bracing and 4.installation of truss Is the responsibility of the respective contractor. --- fasteners are compete and at no lime should any loads greater than 5.Design assumes trusties are to be used Ina non-corroeme environment, TRANS ID:D. LINK design bads be applied to any component. andgnassumeare tor"dry ssndnmntmata. s.compnrniehasnocontroloverandassumesnoresponaibileyforthe s.De i6�>sumeafanbearingetchsupposesnawn.shimansussesif EXPIRES: 12/31/2016 ry fabrication,handling,shipment and Inetailetlon of components. 7.Design assumes adequate drainage is provided. July 13,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPUWICA In 6151.copies of which will be famished upon request. Anes coincide wnh joint center lines. 9.Digits indlcete size of plate in Inches. Mitek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITak) 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 #16BTR 20-05-04 GIRDER SUPPORTING 50-03-00 FROM 12-00-00 TO 20-00-00 1- 2=1-13024) 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 #108TR; 2x6 KDDF #158TR A LOADING 3- 9=( -7682) 1874 10-11=(-1650) 7356 9- 2=(-5728) 1316 12- 6=(-7870) 1822 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"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 5.2"6F 7=(-13606) 3084 13-14-( -238) 1054 3-11=(-4584) 1178 7-14=(-8394) 1908 BC LATERAL SUPPORT <= 12"00. CON. 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 SNIP LL( 603.1)+DL( 410.1)= 1013.2 PLF 12'- 0.0" TO 20'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required.Join toLOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Joins together 2 ply with 3"x.131 DIA GUN LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -2189/ 9707V -279/ 279H 5.50" 15.53 KDDF ( 625) ggered at: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 5.2" -2215/ 9818V 0/ OH 5.50" 15.71 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 top chords, 4" oc in 2 rows) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" o 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 f f ,r MAX LL DEFL = -0.160" @ 13'- 9.2" Allowed = 0.976" '� '� 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' ' 1' T '( 1' MAX HORIZ. LL DEFL = 0.028" @ 20'- 2.5" 12 12 MAX NORIZ. TL DEFL = 0.096" @ 20'- 2.5" 7M-4x12 14.00 14.00 4.0" Design conforms to main windforce-resisting 4 system and components and cladding criteria. 8 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �i (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-4x8 3 �M-10x10 -M-10x10 M-5x16 M-5x16 1. 2 ..11m... 1911=11117-411(�����' s`��■-tom A TIMI`l:n s:� �:i�o©�A o N Ivo t 111111111111111111,���ININI111'® m 411N 9 10 11 12 13 '14 -•' M-3x10 M-7x10 -M-10x10 M-7x10 M-12x14 . M-12x14 M-7x8(5) M-3x10 1 1 1 1 1 1 l 3-01-09 3-06-08 3-06-08 3-06-09 3-06-09 3-01-09 1 PRp 1 8-05-04 12-00 J. � ,,�D ,r kV 1 • 20-05-04 1 Cy~� �SyCal '7. el, m 4t- / 89782PE r^ JOB NAME : 5019-A POLYGON - AGIRDER / % / _- J ... � Scale: 0.2186 ,y / WARNINGS: GENERAL NOTES, unless otherwise noted: / Truss: AGIRDER 1.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an Individual OREGON )�,, and Wamings before construction cummanoes. building component.Applicability of design parameters and proper 9' 3}. 2.284 compression web bradng must be Installed where shown+ Incorporation of component la the reapondbpity of the building designer. .,^.a� ��y. A [ 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to De laterally braced et '�/ Is the responeibllity of the erector.Addttknal permanent bracing of 2'o.c.and at 10 o.c.respectively unless braced throughout their kilplh by DATE: 7/13/2015 the overatt structure is the responsibility of the bulking designer. 2ontinuous sheathing or ater l b plywood re aired sheathing(TC)own e n weA(BC). l`f t'3. S4^ 4.Ne load should be applied to a g and3.2 Impact bridging or lateral bracing required where Mown++ ! `' E K 13 01116 pp any component until after all bracing 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no lime Mould any loads greater Man S.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design Rads be applied to any component, endarefordrynendnion muse. 5.CompuTrua has no control over end assumes no responsibilityfor the 8.Decena scones full bearing at all supports Mown.Shim or wedge if P 11 1=J. 12/31/2016/Lo1 febrlcatbn,handling,shipment and Installation of components. ry' EX 8.This design la furnished subject to the limttatrons set forth by T.Pates assumes adequatebah drainage is prows,an d. July 3,2015 8.Plates shall be located on both lacca of Miss,and placed so their center TPIMRCA In SCSI,copies of which will be furnished upon request. Imes coincide with joint canter Imes. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 9.Digits Indicate ate of plate In Inches 10.For bank connector plate deeIgn values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 11.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci4lg. IC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 POE load duration factor=1.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail fox complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY 6-11-12 6-11-12 ' T T 12IIM-4x4 12 14.00 7 2 14.00 41f —4' rn o o 1 a 0 0 1 N N 4 5 R0p PROF-L. y y 13-11 oe yl-00 ,C..., IN�Fd9 '2?. 1-00 -57 ' ' g 782 P E C"' / '- JOB NAME : 5019—A POLYGON — B1 !��' fir.- '_`�7/ Scale: 0.2802 ! ..,...._ WARNINGS: GENERAL NOTES, unless otherwise noted: 7CII"11M sir• V 40 I Builder and erection contrador should be advised of al General Notes 1.This design Is based only upon the parameters shown end Is for an Individual . Truss: B 1 and Wam ngs before construction commences. building component4/e/ /Applicability of design parameters and proper 2C'p V 2.244 compression web bracing must be Installed where shown Incorporatbn of component Is the responsibility of the budding designer. •R!' 5 _4 3.Additional temporary bracing to insure stability during construction 2 Design and atlassumes the top end uetytrottu seechobe la be throughoutlbraced et V� Is the re stbN 1 the erector.Addillanalpermanent bradof T o c end at t O c.c.reapecesely unless braced their length by �*s ( aeon sty o ng continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). {"AUL R� DATE: 7/13/2015 the overall structure la the responsibility of the building designer. 1 2x Impact bridging or lateral bracing required where shown a a v 4.No load should be applied to any component until after Cl bredng and 4.Installation of truss Is the respondbllty of the respective contractor. SEQ. : K 13 0 111 9 fastenere are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non.00noeve enclronment. design wads be applied to any component. end ere for"dr(condition"of use, TRANS ID: LINK 8.DeNgn assumes full bearing at al supports shown.Shim or wedge if EXPIRES: 12/31/2016 S.Com Trus hes no control over and assumes no responsibilityforme necessa q fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. July q 1 3,20.l 1 5 B.This design Is furnished subject to the Imitations Set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCSt,copies of which will be furnished upon request. 9.IdDies oiincide yrrth nlcidt slzaloint center 1 plate to Inches. MiTek USA.Inc./Comp-1ruc Software 7.6.6(1L)-E to.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-11-08 GIRDER SUPPORTING 48-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4826) 1132 6- 7=(-286) 320 6- 1=(-5704) 1304 8- 4=(-1122) 402 BC: 2x8 KDDF #16BTR 2- 3=(-3956) 1050 7- B=(-782) 3052 1- 7=( -758) 3414 4- 9=( -368) 1448 WEBS: 2x6 KDDF #2; LOADING 3- 4=1-3956) 1050 8- 9=(-692) 3052 7- 2=( -366) 1448 9- 5=( -758) 3414 2x4 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4826) 1132 9-10=( -82) 304 2- 8=(-1122) 402 5-10=(-5704) 1304 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 11.5" V 8- 3=(-1522) 5686 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 578.1)+DL( 413.1)- 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 I complete trusses required.JoREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1668/ 7365V -289/ 2890 5.50" 11.78 KDDF ( 625) nein together 2 sly with 3"x.131 DIA GUN 13'- 11.5" -1668/ 7365V 0/ OH 5.50" 11.78 KDDF ( 625) its staggered t: 9" oc in 1 row(s) throughout 2x4 top chords, BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5" o in 2 row(s) throughout 2x8 bottom chords, 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacihg. 9" oc in 2 row(s) throughout 2x6 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.032" @ 6'- 11.7" Allowed = 0.652" MAX TL CREEP DEFL = -0.065" @ 6'- 11.7" Allowed = 0.869" 6-11-12 6-11-12 1 '( MAX HORIZ. LL DEFL = 0.004" @ 13'- 8.8" 3-09-06 3-02-06 3-02-06 3-09-06 MAX HORIE. TL DEFL = 0.007" @ 13'- 8.8" / ' 1' 1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-4x6 14.00 7 19.00 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Duo), AI load duration factor=1.6, PA. i 'f(I Truss designed for wind loads in the plane of the truss only. M-3x9 111111 ,1`4-3x4 2 * t\ M-3x10 M-3x10 mo o idli\ . aLaEa as �� N 1p �D It' �O III 1p W 'p + , 6" 7 e 9 ").0 M-3x10 M-4x10 -M-10x10 M-4x10 M-3x10 ,1 l l 1 l cic[) PIROF�r3-05-14 3-05-14 3-05-14 3-05-14 (,' 0 h y y tNGl 4"� V/Q13-11-08 ... II,.<. JOB NAME : 5019-A POLYGON - B2 Scale: 0.2567 "' ' f'/ \ __ WARNINGS.BalderOENERAeNOTsb uMeupentheparameter / 1! OREGON Truss: B 2 1.and Warninand gs before contractor should be nee..advised of el General Notes 1.buis s Is nand Applicability on the parameters a parameters and la for an Individual N. and conspregebeforeconstructioncommexes. building component.Appllcabllity of design paromelere entl proper �� ��YA6 ��� 2.2r4 compreubn web bracing mud be Installed where shown 4. Incorporation of component Is the respondbelty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Destgn assumes the lop end bottom chorda to be laterally braced at is the responsibility of the erector.Additional permanent bradng of 2'o.c.and et/00.0.cash as unless braced throughout their length by ` continuous sheathing each as plywood aired where and/or drywall(BC) PAUL U t 1- DATE: 7/13/2015 the overall structure Is the responsibility of the building designer. 3.25 Impact bridging or Metal bracing required where Mown♦+ /""1 1.. SEQ. : K 13 0112 0 4.No bad should be applied to arty component tell after all bracing and 4.Installation of truss Is the responsibility of the respective contradur. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-oonodve environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTme has no central over and assumes no responsibility for the 5.Design assumes hit bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design ssumes adequate drainage is provided. July 13,2015 6.This design Is furnished subject to the!Imitations eel forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIAWICA in SCSI,copies of which will be furnished upon request. Hnea coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ina./CompuTroe Software 7.6.6(1L)-E 10.For balk connector plate design values see ESR-7311,ES17-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 96'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1513TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 12-13=(-582) 1899 2-12=( -219) 225 8-17-( -59) 196 BC: 2x9 KDDF #1/BTR SPACED 29.0" O.C. 2- 3=( -52) 88 13-19=1-686) 2347 12- 3=1-2486) 954 17- 9=) 0) 209 WEBS: 2x9 KDDF STAND 3- 9=(-2290) 991 14-15=(-587) 2202 3-13=1 -53) 658 9-18=(-3044) 1138 LOADING 4- 5=(-2951) 1129 15-16=(-599) 2175 13- 9=( -439) 161 18-10=1 -263) 281 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2025) 1077 16-17=1-777) 2435 4-14=1 -126) 194 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2023) 1079 17-18=1-889) 2440 19- 5=1 -71) 431 TOTAL LOAD = 42.0 PSF 7- 8=(-2627) 1193 5-15=( -723) 490 OVERHANGS: 12.0" 12.0" 8- 9=(-2920) 1239 15- 6=1 -675) 1479 LL = 25 POE Ground Snow (Pg) 9-10=1 -62) 151 15- 7=( -920) 516 10-11=( 0) 50 7-16=1 -163) 674 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8=1 -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) 96'- 3.0" -346/ 2057V 0/ OH 5.50" 3.29 KDDF ( 625) ICOND. 2: Design checked for net(-5 pa0) uplift at 29 "oc Spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -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" @ 97'- 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" @ 95'- 11.5" Design conforms to main windforce-resisting 22-01-08 24-01-08 system and components and cladding criteria. I4-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 Wind: 190 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 'f I 1 '1 1' ' 1 ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 D M-4x6 Q 6,00 in the plane of the truss only. 4.0" .a M-3x9 M-3x4 M-5 x6(S) 5 M-5x6(5) 0.25 0.25" 4 M-3x8 41,1/\/\1117 �M-4x4 3 M-1.5x3 �111111111( o 1 2 \\\\ \i-1.5x3 1 � o I / 0"..'10 N 12I 7- MMM-4x6 M-3x4 0.25" M-3x8 0.25" M-3x4 M-5x6 t1 .n PR.O�F M-5x6(S)' M-5x6(S) �c;S NG IN �-, y y l y y 1 y 6-00-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 l ,I' C^r pr�p7'CI ` -7_,.. 1-00 46-03 1-00 ct' )19782rE JOB NAME : 5019-A POLYGON - C7 ��_._„ f:',S __Y Scale: 0.1267 WARNINGS: GENERAL NOTES, ucess otherwise noted -' V 1.Builder and erection Truss: C 7 and Warnings before onnetrruor should be uctien commences. building of all General Notes buitl ng omponen.Appllcaabillty or This design Is based only upon the design paramrameters eters andwn and 1proper Individual �I / /'OREGON Y�©� 2.2x4 compression web bracing must be installed where shown+. Incorporation of component la the responsibility of the building designer. a'9- V/t A y A[= ✓ l¢. 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at •7 a4 J �VY. Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c.respectively unless braced throughout theft length by ` continuous sheathing such as ptywnod sheathing(TC)and/or drywall(BC). PAUL. DATE: 7/13/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral brewing required where shown 4 e SEQ.: K1301121 4.No load should be applied to any component until after all bracing and lltfmras tasthe he reaapebibilty In n especcce aenactar. rat, fasteners are complete and at no time should any loads greater than 5.Design assumesare design roads be applied to any component. and are for"dry condition'or use. �/ {]C 12/31/2016 T RAN S I D: LINK 5.Compuirus has no control over and assumes no reepansibllny forth. 6.Design assumes un bearing al all supports shown.Shim or wedge It EXPIRES: fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. July 13,2015 6.This design is furnished eublect to the limitations set forth by 8.Plates shall be Nutted on both faces of truss,and placed o their center y TPIINRCA In SCSI,copies of which will be furnished upon request. Anes coincide with Joint center line 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.ICornpuTrus Software 7.6.6(1L)-E II.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 96'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -99) 78 11-12=(-538) 1786 1-11=( -89) 98 15- 7=( -909) 294 BC: 2x9 KDDF #168TR SPACED 24.0" 0.C. (- ) 12-13=(-665) 2299 11- 2=(-2417) 1021 7-16=( -55) 198 WEBS: 2x9 KDDF STAND 2- 3= 2198 990 3- 9=(-2410) 1129 13-19=(-575) 2171 2-12=( -79) 711 16- 8=( 0) 202 LOADING 4- 5=(-2005) 1073 19-15=(-591) 2156 12- 3=( -995) 185 8-17=(-3026) 1130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2002) 1070 15-16=(-770) 2918 3-13=( -101) 203 17- 9=( -263) 281 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2607) 1185 16-17=(-879) 2926 13- 9=( -79) 902 TOTAL LOAD = 92.0 PIP 7- 8=(-2903) 1227 9-14-) -699) 431 OVERHANGS: 0.0" 12.0" 8- 9=( -62) 151 19- 5=( -669) 1460 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 19- 6=( -921) 516 6-15=( -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/ 1969V -339/ 299H 5.50" 3.19 KDDF ( 625) 46'- 0.0" -349/ 2098V 0/ OH 5.50" 3.28 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.179" @ 29'- 11.0" Allowed = 2.259" 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" @ 95'- 8.5" MAX HORIZ. TL DEFL = 0.127" @ 95'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 21-10-08 24-01-08 3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 f Wind: 190 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f f 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 d5! 1°444 M-3x4 M-3x4 M-5x6(S) 4 6 M-S6(S) :M-4x4 0.25" 0.25" M-3x6 2 M-1.5x3 i ,101/ %\/ 11«M-4x6 M-3x4 00,3 13k.25" 19 T is 16 '7 M-3x8 0.25" M-3x4 M-5x6 , YC1 P R 11 , M-5x6(S) M-5x6(S) `+�G tJ �(`n y y ). ). y y y ��� AGI N „ 4, J• 5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 Cg • 7 p'4 . 46-00 1 00 '' 8 !82f E 9v JOB NAME : 5019-A POLYGON - C5 • '2 Scale: 0.139560 6/L /- '/ WARNINGS: GENERAL NOTES, unless otherwise noted. TTllSS' CS 1.Budder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown andI Ar anindivldual 1.�A,OREGON " and Warnings before construction commences. building component Appllcabllity of design parameters and proper �Y •• 0 2.2a4 compression web bracing maul be Installed where shown+. incorporation or component is the responsibility of the building designer, G4 .. 1! < 3 Adtlabnal tem brach to Insure stability Burin 2.Design assumes the top end bottom chords be lateral braced at aJ -C temporary 9 IIY gmnstrucllon N �('� Is the responPbllity of the erector.Additional permanent bradng of 2 o c.and et 10 o c reapectNery uMess braced throughout their length by "T DATE: 7/13/2015 the overall structure Is the responsibility of the building designer. continuous sheathinginosten l b plywood aired inrere s and/or lar tlrywag(BC) 71 A t'1. 4.No bed should be applied to a 3. Impact bridging or btenl bracing required where shown++ 7"'�yG{UL SEQ.: K 13 0112 2 PP any component until after all bracing and 4.Installation of Wes la the respomlblliry of the respectNe contractor. lastenen are compete and at no time should any bads greater then 5.Design assumes trusses are to be used In a non-corroeve environment, TRANS ID: LINK design bads be applied to any component. and an for"dry condition"of use. 5.CompuTne hes no control over and assumes no responsibility for the e.DCseeassumes full bearing al ail supports shown.Shim or wedge II EXPIRES: 12/31/2016 febncation,handling,shipment and Installation of components. ry' 6.Thi,design is furnished subject to the llmnatlonsset fodhby 7.PlatlAretign esctedonbotuate hllagelcprussean d. July 13,2015 e.Plates shall be located on both laces of Was,and placed w their center TPWVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Wel,USA,Inc./CompuTN6 Software 7.6.6(1L)-E B.Digits indicate size of plate In inches. 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'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 11-12=(-538) 1786 1-11=( -89) 98 15- 7=( -409) 294 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-2198) 990 12-13=(-665) 2294 11- 2=(-2417) 1021 7-16=( -55) 198 WEBS: 2x4 KDDF STAND 3- 4=(-2410) 1129 13-14=(-575) 2171 2-12=( -79) 711 16- 8=( 0) 202 LOADING 9- 5=(-2005) 1073 14-15=(-591) 2156 12- 3=( -495) 185 8-17=(-3026) 1130 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2002) 1070 15-16=(-770) 2418 3-13=( -101) 203 17- 9=( -263) 281 BC LATERAL SUPPORT <= 12"0C. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2607) 1185 16-17=(-879) 2426 13- 4=( -79) 402 TOTAL LOAD = 42.0 PSF 7- 8=(-2903) 1227 9-14=) -699) 431 OVERHANGS: 0.0" 12.0" 8- 9=( -62) 151 14- 5=( -669) 1460 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 14- 6=( -921) 516 M-1.5x4 or equal at non-structural 6-15=( -163) 675 vertical members (uon). 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 ** For hanger specs. - See approved plans 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 KDDF ( 625) 96'- 0.0" -344/ 2048V 0/ OH 5.50" 3.28 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.174" @ 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 ,r >( 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), load duration factor=l.6, f fTruss designed for wind loads 12 M-4x6 12 in the plane of the truss only. 6.00 Q 600. 4.0" 5 .6+( M-3x9 M-3x9 • q M-5x6(5) M-5x6(S) 0.25" 0.25" 3 M-3x6 M-4x4 z i'\,,44,4 P M-1.5x3 l +. M-1.5x3 I to `YI ° o o 11 an 12 13'f 1415 16 WI :7 1tt M-4x6 M-3x4 0.25" M-3x8 0.25" S) M-3x4 M-5x6 c) P R QFr ns M-5x6(S) y y y l y y l 'T 5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 C� * 146-00 1-00 /,89782PE r JOB NAME : 5019-A POLYGON - C4 v / Scale: 0.1395 I / WARNINGS: GENERAL NOTES, unless otherwise noted r.4' / •/ \('' 1.Builder and erection Contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual J RECON �' CT. Truss: C 4 and Warnings before construction commences. building componentApplicability of design parameters and proper f' r ('ja[ 2.2x4 compression web bracing must be installed where shown.. incorporation assumes s th t component Is bottom responsibility of the building a designer. =T A p1 y '�J C • 3.Additional temporary bracing to Insure stability during construction 2 Dasipn assumes lha top and boftam choMato be laterally braced at I Is the responsibility f the erector.Additional t bracing of 2'o.c.and et 1G o c respectively unless braced throughout their length by (]``V o permanent continuous sheathing such as plywood sheathing(%)andlor drywall(BC). PA, Lit- `` DATE: 7/13/2015 the overall structure la the reepondbety of the building designer. 3.2e Impact bridging or lateral bracing required where areas C a SEQ.: K 13 0112 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. --- fasteners are complete and et no time should any loads greater than 5,Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design bads be applied to any component. and are assumor"dryes condbearingion"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 nDeceeeery��s full bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. July 13,2015 f I"1 Gs7 6.This design is furnished subject to the limitations set forth by B.Plates shall be looted on both fans of truss,and placed so their center ' TPWJICA in SCSI,codes of which will be burnished upon request. lines colndde with(Dint center Ines 9.Digits Indicate size of plate In Inches. MITek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic ownedor plate design values see ESR-1311.ESR-1988(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/Cg=1.00 TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1- 2-) -49) 78 10-11=(-379) 1555 1-10=( -88) 62 6-19=( -177) 161 BC: 2x9 KDDF #16RTR SPACED 24.0" O.C. 2- 3=(-1884) 434 11-12=(-394) 1939 10- 2=(-2077) 431 19- 7-) 0) 576 WEBS: 2x9 KDDF STAND 3- 4-(-1983) 508 12-13=(-316) 1768 2-11=( 0) 574 7-15=(-1893) 373 LOADING 4- 5=(-1513) 496 13-14=(-254) 1460 11- 3-( -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=(-1519) 481 14-15=(-258) 1173 3-12=( -162) 146 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP 6- 7=)-1654) 429 12- 4=) -26) 469 TOTAL LOAD = 42.0 PSF 7- 8=( -104) 135 9-13=( -750) 260 OVERHANGS: 0.0" 12.0" 8- 9=( 0) 50 13- 5=( -270) 1022 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 13- 6=( -372) 180 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 ( 625) 39'- 9.0" -302/ 1805V 0/ OH 5.50" 2.89 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacitg. 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 indforce-resisting system and components and cladding criteria. 21-10-08 17-10-08 T 1 f 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 5-09-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f ' 1 f • ' f load duration factor=1.6, Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 M-4x6 Q 6.00 4.0" 5 .F,( "4%M-3x99 ,M-3x4 M-5x6(5) M-5x6(5) 0.25" 0.25" 3 � V1 M-3x6 M-1.5x3 A,/o r 2 M-1.5x30,,, � 7 *1 fllil L, /,_, 1 o ul 0 N _, 10*' 11 2 13 14 =15 M-3x6 M-3x9 b.25" M-3x8 0.25 M-3x5 E) P R 0Fe M-5x6(5) M-5x8(S) i' G' i, y y y y l . c NGINSF' `r0 y 5-09-08 8-00-08 8-00-08 8-00-08 9-10 y y .'Cry 'T .0, 39-09 0-11-15 ,c` 89782PE 9r° JOB NAME : 5019-A POLYGON - C3 ',-- _`_ Scale: 0.1932 WARNINGS: GENERAL NOTES, unless otherwise noted' "' --- Buiderand erection contractor should beadvisedofaity General 1.This design is based only upon the parameters shown end is for an individual OREGON T Truss: C3 and Warnings before construction commences building componentApplicability of design parameters and proper Lyy 4j^I (y� 2.2a4 compression web bracing must be Installed where shown+. Incarps to at component Is the responsibility of the building designer. I� (fes} �,. (I �� 3.Additional temporary bracing to Insure atablltly during construction 2 Design assumes the top end cetybottunless choler to be throughout their length 'l Ie the responsibility of the erector.Additional permanent bracing of Toc.and at IS o.c rsapectNety braced throughout their by J� ` continuous sheathing such as pywood Ghee sire(TC)and/or drywall(BC). I• /t I +{ Sl•�•` DATE: 7/13/2015 the overall structure le the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �^i v 1.+ SEQ.: K 13 0112 4 4.No bad 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 et no time should any loads greeter than 5.Design assumes losses are to be used In a nantorrosive environment, TRANS ID: LINK design bed.be applied to any component. and are for"dry condition.of use. .CumpuTrus has no control over and assumes no responsibility for the 6.Design assumes his bearing et all supports shown.Shim or wedge If 6EXPIRES: 12/31/2 01 6 fabrication,handling.shipment and Installation of components. ena ss 7.OeNgn ahall ecaaed o both face is provided. July I3,2015 5.This design Is furnished subject to the'irrigations sal forth by 8.Plates shall be located on both faces of loss,and placed so their center TPVWICA In BCSI,copies of which MN be fumished upon request. fines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MITek USA,Ina./CompuTruS Software 7.6.6(1L)-E 10.For basic connector piste design values see ESR-7371,ESR-19115(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 39'— 9.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #158TH LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #159TH SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD= 92.0 PSF load ration factor=1.6, 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 ontinuous bearing wall UON. TO ONE FACE ONLY 11-152 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. 21-10-08 17-10-07 T T T 9-08-03 12-02-05 12-02-05 5-08-02 I 4 I 1 '1 12 I IM-4x9 12 ,F 6.00 2 Q 6.00 NF M-3x5(5) M-3x5(S) I1, N .0 11111111__ IIIIII Ln to o —/ 4 5 M-3x5(5)+ M-3x5(5) cO PRQ1C'k.sc y l y (0 19-05-08 15-05-08 9-09- R 3.. l 39-08-15 -8y/8r... � / z.=-'' JOB NAME : 5019—A POLYGON — Cl <i`' — G \____. Scale: 0.2125 V OREGON /y) WARNINGS. GENERAL NOTES, unless otherwise noted 94„ `REGON(�(`��-J,+s�"'`` 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters show)and le for an individual .') (s.1 i}a,,,`+ {y;� V Truss: Cl and Warnings before nsnatrucibn commences. building component.Applicability of design parameters and proper 7 �l A Y 'S J �(V>' 2.2a4 compression web bracing must be installed where dhow)0. Incorporation of component is the reeponsibflty of the building designer. 3.Additional temporary bracing t Insure stability during conaWction 2.Design assumes the top and bottom chords la be throllyughout braced at PA U 1-.. "� Ie the reepenelblllty of the erector.Additional permanent bracing of T o.c,and at 10,o.c,respectively unless braced throughout their length by continuous.sheathing such as plywood sheathing(TG)and/or drywall(BC). DATE: 7/13/2015 the overall structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown.+ S E K 13 0112 5 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. 4" faeleners are compete and at no time should any bads greater than 5.Design assumes basses are to be used In a non-corrosive environment. EXPIRES: 12/31/2016 2/ 1/ 016 TRANS I D: LINK design loads be applied to any component. and are for'gni condition"of use. 5.coepura.hes no control over and assumes no responsibilityforme e.Design assumes full bearing at all supports shown.Shim or wedge If July 13,2015 necessary. hbrlcalbn.handling.shipment and Installation of components, ].Design assumes adequate face is provided. 6.This design is Nmlehetl subject to the limitations cat forth by e.Plates shall be located on both hada of truss and placed so their center TPI/VIRGA in SCSI,copies of which will be furnished upon request. linea coincide with Joint center Tines. 9.Digits indicate size of plate In Inches. MiTek USA,Ina./CompuTrus Software+7.6.6-SP1(1L)-Z 10.For basic connector plate design values see ESR-1311,ENR-1955(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 98'— 3.0" ICOND. 2: Design checked for net sf spacing. I TC: 2x9 KEW #100BTR p ) uplift at 29 "oC s n LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT 0= 12"OC. ION. LOADING BC LATERAL SUPPORT G= 12"OC. SON. LL( 25.0)+131,( 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), Unbalanced live loads have been TOTAL LOAD = 92.0 PSF load duration factor=l.6, considered for this design. End vertical(s) 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR IO PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. 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 In I' 15-02-03 8-11-05 8-11-05 15-02-03 T In T T 12 IIM-4x4 12 f 6.00 Q 6.00 M-3x5(2) M-3x5(5) tee 44 to 1 011111 1 O i- O 1'- rr rl 4 O y l y rc NGIN��9 f0 19-01-15 ��, 9-11-09 19-01-08 C(f p ^] F� ' 1-00 48-03 �.f 89 8 n E mac'' JOB NAME : 5019-A POLYGON - C10 / J i �;;�`-, - \____. Scale: 0.1714 �s.� (gyp ('�/+y l�� WARNINGS: GENERAL NOTES, unless otherwise noted: 7' OREGON �� 1�y,. Truss: C 10 Balder and s beforrectione contractor should er be advised of all General Notes This design b based only upon the parameters ere shown and Is ler en Individual &�� � and Warnings before construction commences. building component Applicability of design parameters and proper 'n�'` 2.204 compression web bracing must be Installed where shown a. Incorporation of component le the responsibility of the balding designer. y 3.Additional temporary bracing to Ineure stability during ronsiruction 2 Design assumes the top and bosom chords to be laterally braced at /+a^ �` DATE: 7/13/2015 Is the responsibillly of the erector.Additional permanent bracing of 2Mlnuoueasheathing rso hat ppaeed ahealhl ively unless braced iTC and/ordhroughout lr length by PA IJ'r the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracingrequired where shown+rywall(BC). v SEQ. : K 13 0 1 12 6 4.Na bad should be applied to any camponeM ante atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. faeteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, banycomponenl. and arekr•Mywndnbntofuse.TRANSEXPIRES: 12/31/2016 ID: LINK design bads beappea 6.DesignGassumes tun bashown.ne at all supporta shown.Shim or watlge If 5.CompuTrus has no control over and assumes no responsibility ler the July 13,2015 fabrication,handling,shipment and installation of components. ry' 6.This design is furnished subject to the limitations set bdh by 7.Design assumes adequate drainage Is provided. e.Plates shall be loafed on both faces of Was,and placed so their center TP VWrCA In SCSI,copies of which win be furnished upon request. linea coincide with joint anter lines. MiTek USA,Ina/CompuTrus SofMare+7.6.6-SP1(1L}Z B.Digits Indicate size of plate in inches. 11.For basic connector plate design values see ESR-1311,ESR-1555(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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 14-15=1 -925) 2784 2-14=1 -268) 286 19-10=) -229) 191 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=( -63) 155 15-16=( -837) 2745 14- 3=(-3162) 1193 19-11=( -219) 1115 3- 4=(-3032) 1298 16-17=1 -679) 2426 3-15=1 0) 211 11-20=1-4570) 1774 WEBS: 2x4 KDDF STAND; 2x9 KDDF STUD A; LOADING 4- 5=(-2790) 1256 17-18=( -577) 2193 15- 9=( -58) 189 20-12=( -276) 274 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2160) 1143 18-19=1-1039) 3141 4-16=1 -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. CON. TOTAL LOAD = 42.0 PSF 7- 8=(-2682) 1362 5-17=1 -907) 514 , 8- 9=(-2688) 1258 17- 6=1 -802) 1638 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=(-5235) 2116 17- 7=1 -790) 554 OVERHANGS: 12.0" 12.0" 10-11=1-5254) 2022 7-18=( -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=(-1344) 594 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9-19=( -935) 2622 BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -359/ 2144V -321/ 323H 5.50" 3.43 KDDF ( 625) 48'- 3.0" -361/ 2149V 0/ OH 5.50" 1.45 KDDF (1485) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciltg. 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 24-01-08 MAX HORIZ. LL DEFL = 0.187" @ 48'- 0.2" MAX HORIZ. TL DEFL = 0.311" @ 48'- 0.2" 6-01 6-00-10 5-11-01 6-00-13 "f1' 9-00-12 3-11 3-11-08 3-11-08 3-11-08 4-03-04 T f f T T f T ' T 1 T Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 6.00 M-9X6 Q 6.00 Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 6 ,1"4. load designed for wind loads •! M-5x6(5) M-3x4 in the plane of the truss only. 117 M-3x4B M-1 M-6x8(5) .5x3 0.25" 0.25" 4 Noi-1 .5x3 M-3x6 M-4x12 M 1.5x3 P4-1.5x3e. 19 2 81 0 1 rl 20�. .� M-6x8 �"', 0 3 -Yo 14 M-5x6 M-3x4 625" M-3x8 M-5x10 M-4x12 -1 M-5x6(S) ..3.50 3.50 G> , 8-00-12 l 8-00-12 y 8-00 y 8-01-08 , 177-09-04 l 8-02-1212 y , �Ga'‹e' ''9J� . l 1 15? 1- 1-00 32-03 7-09-04 8-02-12 1J'00 � � 98-03 E C'- i JOB NAME : 5019-A POLYGON - C8 AW 6 Scale: 0.1194 . WARNINGS: GENERAL NOTES, unless otherwise noted. Cr, 7 OREGON 1.Builder and erection conhador should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ORE.AVN ' Truss: C8 and Wamings before construction commences. building component.Applicability of design parameters and proper (�,// 4•. 2 214 compression web bracing must be Installed where shown•. incorporation of component b the responsibility of the bugling designer. 4 `�"l Cf y A < 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords io Ds laterepy braced al i t -4i(/ is the responsibility l the erector.Additional permanent f 2'o.c.end at 10 hingespec8vety ansae braced throughout ihelr length by I's t V Spon ty s germane g o continuous sheathing such as plywood sheething(TC)and/or drywall(BO). r- U 1.. " DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.25 Impact bridging or lateral bracing required where shown•• SE K 13 0112 7 4.No load should be applied to any component until after ail bracing and 4.Installation of truss la the responsibility of the respectNe contractor. Q• fasteners are complete and at no time should any bads greater than 8.Design assumes trusses are to be used in a non-corrosive emtronment, design hada be applied to any component. end are for"dry condition"of use. EXPIRES: ��++ /'{//ar��.t)sy/'{ �c* TRANS ID• LINK8.Design assumes full bearing at all supports shown.Shim or wedge If ( IRES: 12/471/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage isJ provided. July 13,2015 8.This design is furnished subject to the limaatisns set forth by 8.Plates shal be located on both lama of truss,and placed so their center TPIAARCA In BISI,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits Indicate she of piste In inches. MITek USA.Ino./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR 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 #168TR SPACED 24.0" O.C. 2- 3=(-3035) 1335 14-15= -836) 2746 13- 2= 3164) 1257 18- 9= -229) 191 WEBS: 2x4 HOOF STAND; ( (- ( 2x9 KDDF STUD A; LOADING 3- 4=(-2741) 1267 15-16=( -679) 2427 2-14=( 0) 211 18-10=( -222) 1117 4- 5=(-2160) 1150 16-17=1 -581) 2143 14- 3=( -88) 189 10-19=(-4570) 1774 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2132) 1161 17-18=(-1039) 3141 3-15=( -400) 292 19-11=( -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"00. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2688) 1258 4-16=1 -907) 514 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-5235) 2115 16- 5=1 -808) 1639 LL = 25 PIF Ground Snow (Pg) 9-10=(-5254) 2021 16- 6=( -790) 554 OVERHANGS: 0.0" 12.0" 10-11=1 -59) 118 6-17=1 -367) 774 *" For hen BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -2) 62 7-17=( -236) 196 ger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 17- B=(-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) 48'- 3.0" -361/ 2151V 0/ 011 5.50" 1.45 NODE (1485) LIIIIrn r•El..lse.Y ID e, - y711.1..--. .•M&1•,-..e.'' 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" @ 99'- 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 f 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 f f f f T f T ' 1' , f Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 6.00 M-4x6 02 6.00 load duration factor=l.6, Truss designed for wind loads 4.0" in the plane of the truss only. 5 .f+( ,M-3x4 M-5x6(5) M-3x4 M-1.5x3 M- x8(S) 0.25" 0.25" „00 .00.0 3. M-3x6 M-4x12 0rn M-1.5x3 M-1.5x3�_/\ M-6x8 \` 2 �(013** 14 5 16174111111111116:-1.5x3 ` 19 -Yo M-5x6 M-3x4 01.25" M-3x8 M-5x10 M-4x12 r+ M-5x6(5) x3.50 3.50 C..... 12 12 )' y1, 1, 1, 1.• y �a-. Py['Dl0E4. y 8-00-12 8-00-12 8-00 8-01-08 ,1 7-09-04 , 8-02-12 , ,, ‹ vG`fNfE . >' J• 32-03 7-09-04 8-02-12 1-00 C't~ �N "T .. 48-03 l Q $9782PE r"` JOB NAME : 5019-A POLYGON - C9 n'2/,.- Scale: 0.1197 r/ wl WARNINGS: GENERAL NOTES, unless othnse noted. ^ Illi) Truss: C 9 1.Budder and erection contractor should be advised stall General Notes I.This design Is based only upon the parameters shown and Is for an Individual -S 7! OREGON rys._/ and Warnings before construction commences. building component Applicability of design parameters and proper ''' ) ] 2x4 compression web bracing must be Installed where shown+ Incorporation of component is the responsibility of the building designer. � G� y. � �� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2o.c and at11 o.crespectNe'y unless braced throughout their length by DATE: 7/13/2015 me overall structure is the reapansibety of the budding designer. continuousxedging orng lateralbacinas g requiod red wheresone, arywan(ecd PIA t 3.In Impact bntlging or lateral bracing requlree where shown+* L SEQ.: K 13 0112 8 4.No bad should be applied to any component until after all bracing and 4.Installation elm.Is the responsibility of the respective contractor. fasteners are complete and et no time should any roads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS ID: LINK design leads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: X J `sem'. 12/31/2016 fabrication,handling,shipment and installation of components. necessary. 6.This designHfurnished subject tothe limitations set forth by 8.Platesnshalbelocatedonbumracesettruslseandplaced sotheir center July 13,2015 TPIANTCA in BCS',copies of which will be furnished upon request. fines coincide with Joint center lines. 5.Digits indicate alae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E II.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 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 #160TR SPACED 24.0" O.C. 2-3=(-437) 205 6-4=(-120) 97 WEBS: 2x4 KDDF STAND 3-4=( -80) 74 LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE TOTAL LOAD = 42.0 POF BEARING MAX VERT MAX HQRZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -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" f f T T MAX HORIZ. LL DEFL = -0.003" @ 8'- 4.8" 12 MAX HORIZ. TL DEFL = 0.004" @ 8'- 4.8" 4.00 v M-1.5x3 Design conforms to main windforce-resisting 5 system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 (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 to o iniMilll'i 0 rh us OO M-3x4 M-3x4 J 1 J' 8-04-12 0-05-08 y l l 1-00 8-10-04 '<<-1` c61.9 fisc.' �,5 �NGINLcER . rd,� izt. r 89782PE c' JOB NAME : 5019-A POLYGON - E2 / ,z;),-,4 -, Scale: 0.5598 1.7'' '.¢ WARNINGS: GENERAL NOTES, unlase otherwiee noted: ' .,a, OREGON y�(�, ♦l, 1.Builder and erection contractor should be advised of all General Notes 1.ThIa desIgn is based only upon the parameters shown and is for an Individual Jx-ORE GO'V q'1' �. Truss: E2 and Vhmngs before construction commences. building component.Appllcabilty of design parameters and proper I���r Yt 2.2a4 compreubn web bracing must be installed where shown+, incorporation of omponenl is the responsibility of the building designer. 11/51. �+u[y v A 5 . 3.Additional temporary bracing to Insure stabled during construction 2.Design assumes the top and bottom chords ice be laterally bread etJ, 1 "{�'f,s is the responsibility of the erector.Additional permanent bracing of ontinuousasheathin much ea ply o d:hss eath n(TC)ced end/or tl out their length l BC. �1 t CL V g such plywood ghr)e nwa( 1 �A U 1.. S`� DATE: 7/13/2015 the overau Nructure Is the responsibility of the building designer. 3 24 Impact bridging or lateral bracing required where shown++ SEQ.: K 13 0112 9 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responeibltly of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component, and are for"dry condition"of use. " 5.CompuTros has no control over and assumes no responsibility for the G.�sicesu assume MI bearing at a9 supports shown.Shim or wedge If EXPIRES: 12/31/2016 n febrkailon,handling,shipment and Installation of components. 7.Design assumes adequate drainage a provided. July 1 3,2015 8.This design b furnished subJed to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WECA In SCSI,copies of which wit be furnished upon request. linea coincide with OM canter lines. 9.Digbs Indbete size of plate In Inches. Mirek USA,Inc./Comp-true 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 4'— 10.3" Design net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #16BTR �COND. 2: checked for n t 5 BC: 2x9 KDDF #16 BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. Design conforms to main d claddingresisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20ft, closed.2,BC DL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, End vertical(s) 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss o continuous bearing wall 170 4. 0-102 or equal typical at stud verticals. 12 Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 4.00 m lets AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. —o P specifications. 3 u o .i u3 4,— ,, 1 (0 _ lli o Er M-3x4 4 1. 1-00 4-10-04 4�gc5 PRa,i sGIN 6 /,,89782PE �t JOB NAME : 5019-A POLYGON - El ' Scale: 0.8258 > O / WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: El 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 5N'i N and Warnings before construction commences. building component Applicability of design parameters and proper , 2.234 compression web bracing must be Inetelbd where shown.. Incorporation of component le the responclbEty of the building designer. -y y. ,a 3 Additional temporary bracing to Insure stability during construction 2.Design sesames the top and bottom chards to be laterally braced at ]� MJ . is the respondbllgy of Me erector.Additbnal permanent bracing of 2 o c and et 10 o c rcookctivety unless braced throughout their length by �,✓� �� DATE: 7/13/2015 the overall structure Is the responsibility of the building designer. continuoussheathinglteaptywg retire whereand/•tlryweN(BC). '` Xy,S t'1. 3.In Impact bridging or lateral bracing required where shown++ /",A S` SEQ. : K 13 0113 0 4.No load should be applied to any component until alter all bredng and 4.Installation of Wes Is the gee ondbiNy of the respective contractor. fadenere are complete and at no time should any loadsWot greater than 5.Design assumes Pusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for•dr/condition"ofuse. 5.CompuTrus has no control over and assumes no responsiblllly for the 6.Deeeoessaaawmas Bit bearing al a supports shown.shim or wedge it EXPIRES12/31/2016 fabrication,handling,shipment end installation of components. ry' 6.This design isfumishedsubject tothe limiationsset fndh 0.Designuate inage is JulY 13,2015 B.Plates snail be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E g.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.3" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-43) 57 3-5=(-213) 156 BC: 2x4 KDDF k14BTR SPACED 24.0" O.C. 2-3=(-89) 75 WEBS: 2x9 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 = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -77/ 928V -29/ 88H 5.50" 0.68 KDDF ( 625) LL = 25 PDF Ground Snow (Pg) 6'- 10.3" -33/ 280V 0/ OH 5.50" 0.95 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). 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 = 0.128" @ 3'- 5.7" Allowed = 0.392" 6-06-08 0-03-12 MAX TC PANEL TL DEFL = -0.169" @ 3'- 5.8" Allowed = 0.588" 'f T r MAX HORIZ. LL DEFL = 0.000" @ 6'- 6.5" 12 MAX HORIZ. TL DEFL = 0.000" @ 6'- 6.5" 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LE Truss designed for wind loads • in the plane of the truss only. 0 r 0 c4 In + m o 20024 �5 0 -'dllllllllllII1IIllllIIlllIdIIIM-3x4 M-1.5x3 3 y ), ), • 6-06-08 0-03-12 l l i 1-00 6-10-04 ,co o PR0pen >9782PE r JOB NAME : 5019-A POLYGON - E3 f '%� .`��~ Scale: 0.6053 / <-.,_�,s //,�.. WARNINGS( GENERAL NOTES, unless otherwise noted _J 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -s9�'C OREGON�qE 4`. Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper V, 2.9t4 compression web bredng must be installed where these e, Incorporation of component is the responsibility of the budding designer. +'( q RY A6 e, 3.Additional temporary bracing to inure stability during construction 2.Uestgn assumes the top and bottom aCechobraced to be Nlerelhy braced at Is the responsibility of the erector.Additionalpermanent brad ( Y o.c.and al 10 o c respectively unless braced throughout their length by //��a CI apon ity ng o continuous sheathing such a°plywood sheathing(TC)and/or drywaR8C). PAUL I f L `* DATE: 7/13/2015 the overall structure Is the reeponsiblllty of the budding designer. 3.20 Impact bridging or lateral bracing required where shovel++ I a v SEQ.: Ki3 0 113 1 4.Ne load should be applied to any component troth after ail bracing and 4.Installation of truss is the en�Wbilty used the respective contractor. nn:b nn�enL fasteners are complete and at no time should any loads greater than Design assumes TRANS ID: LINK design Made be applied to any component. DeendlgnU,meenddbn gate supports ge 5.CampuTrus has no control over and assumes no responsibility for the 5. °� "°'"^ `""' "°'"° Shim°`wed it EXPIRES;: 12/31/2016 teary, fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. July 1 3,2015 6.This design is furbished subject to the limitations eel forth by 8.Plates shad be located on both feces of truss,and placed so their center TPIMWFCA in BCSI,copies of which will be furnished upon request. Ines coincide with fold center lines. 9.Digits indicate size of plate in inches. MITek USA,Ino./CompoTrus Sollware 7.6.6(1L)-E 10.For basis connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 43 5-6= (- BC: 2x4 KDDF #140TH SPACED 24.0" O.C. 2-3-(-52) 49 (-163) 115 2-6= 134) 171 WEBS: 2x4 KDDF STAND (-139) 219 3-4=( -7) 3 6-3=( -70) 32 LOADING TC LATERAL SUPPORT <= 12"01. UON. 12 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 5= 12"OC. UON. 4.00 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND-BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -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 I system and components and cladding criteria. 2 I Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1111 Truss designed for wind loads in the plane of the truss only. so 0 0 o N I f 5` _, /�lvl >C6 M-1.5x3 M-3x4 9,0) PR 0p'�CSNS ; 1 0o y 2-00 l ,s` ..',1C 1lVE -,� /�� 89782PE �<` JOB NAME : 5019-A POLYGON - E4 e.>/- - moi Scale: 0.9828 . -,' e -- WARNINGS: GENERAL NOTES, unless otherwise noted f y� (^y -- .._ Truss E4 1.Builder and erection contractor should be advised or aN General Notes 1.This design Is based only upon the parameters shown and la for an Individual -74,,OREGON h" • and Warnings before conetuctlon commences, budding component.Applicability of design parameters and proper (y V Nr 2 244 compression web bracing incorporation of component is the m nsibll of building designer. g� prcee g moat be'nestled where shown+. apo ty ng gner. .may 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be throughout braced at 7 Is the respsnebilM of the erector.Additional permanent bracing of 2'o.c.end at 10 o c reach as plywoodly a braced Throughout their length by `' DATE: 7/13/2015 the overall structure la the responsibility of the building designer. continuous sheathing such lateral b rair a where send/or dryweN(BC). BA ,a U L ` 3.In Impactoftrubridging or the responsibility required oft he where Mown•a I-/.� SEQ. : K1301132 <.No load should beapplied to any component until after apbrad than and 4.Installation of Was Isthe responsibilityofthe respective nn trnt r. fasteners are complete and at no time should any pada greater man 5.Design assumes trusses are to be used In a noncanoalve environment TRANS I D: LINK dealgn leads be applied to any component. and are for'dry conditioner use. 5.CompuTrus hes no control over end assumes no reeponsibilM for the 8.Design assumes hitt bearing at ad supports shown.Shim or wedge if EXPIRES' 12/31/2016 fabrication,handling,shipment and Installation of component". 7.Design assumes adequate drainage is provided. July 1 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates Ahad be located on both faces of truss,and placed so their center TPhW1CA in SCSI,copies of which Nisi be furnished upon request. fines coincide with joint centerlines. 9.Digits Indicate size of plata in Inches. Wel(USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,E56.1588(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: 2x9 KDDF k1&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) 69 3-5=(-266) 185 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-109) 91 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 993V -39/ 101H 5.50" 0.79 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: lesion checked for net(-5 pef) uplift at 24 "cc epacijlg. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.355" @ 4'- 3.7" Allowed = 0.508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.762" MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" 4.00 D Design conforms to main windforce-resisting M-1.5X3 system and components and cladding criteria. 4 3 Wind: 140 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N + 0 M H ro ro 1 2 �S I a M-3x9 M-1.5x3 y b ). 8-02-04 0-03-12 l l ,1 1-00 8-06 <<- 69/0 PROpe {ct��`� �GINE R 1ypT 4z789782PE r JOB NAME : 5019-A POLYGON - P2 . ''���' -,,,. Scale: 0.5732 � _ WARNINGS: GENERAL NOTES, unless otherwise noted: / ��1 OREGON '+ 1.Builder and erection contractor Mould be advised of all General Notes 1.This daselgn is based only upon the parameter.Mown and h for an individual 7 (,T'', Truss: P2 and Warnings before conetructbn commences building component.Applicability of design parameters and proper 2U 47 �T 2.204 compression web bracing met be installed where shown s. incorporation o/component le the esponsthlllry of the building designer. w A[y y:, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y• J7 1 Ie the responsibility of the erector.Additional permanent bracing of 2.a.e.end ale ex respectively unless braced throughout their length by th y�..sa continuous sheathing such as plywood shoe v,itreTC)anefor drywall(BC). i"'/1 1` � DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown•+ l/h SEQ.: K 13 0113 3 4.Na load should be applied to any component until ager al bracing and 5.4.Designtltion sl truss se buses tthe ressarepoo sibtity fitthe responttoe contractor. fasteners are compete end el no time should any beds greater thanand re for"dry trusses condition"of use. TRANS I D: LINK design pads be applied to any component. 6.Design assumes full bearing at ail supports shown.Shim or wedge if �y7 l/�/e�I �/ 5.CompuTrus has no control over and assumes no responsibility for the coesery. E^PIRE8. 1 G/J/,GV16 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 1 3,2015 6.This design Is Nmished subject to the limitations set forth by 6.Plates shall be located on both laces of truss,and placed so their center TPNNICA in BM,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Int./CompuTruS Software 7.6.6(1L}E 10.For basic connector plate design values see ESR-1311,ENR-7986(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 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: 2x9 KDDF #105TR SPACED 24.0" O.C. 2-3=(-109) 91 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. 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/ 993V -34/ 101H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -91/ 350V 0/ 0H 5.50" 0.56 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL1 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci],g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1UPSF 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" @ 9'- 3.7" Allowed = 0.508" 8-02-09 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.762" T f "' MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" 4.00 v Design conforms to main indforce-resisting M-1.5x3 system and components and cladding criteria. 4 3 -/ Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. to .a to 0 0 M-3x9 M-1.5x3 l 1 l 8-02-04 0-03-12 l l y 1-00 8-06 �:�cO P R OF�'9C9 mac `�q.1INE - /0 8 782PE r1. // ry ,- JOB NAME : 5019-A POLYGON - P1 !/✓ f- ,_ Scale: 0.5732 , k^'' t WARNINGS: GENERAL NOTES, unless otheneee float (/ 11, 1.Builder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and Is for an individual '9 OREGO N Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper �i' Z� C�"'. 2.204 compression web bracing must be Installed where shown Incorporation of component is the respanstbillty of the building designer. 9,Q Vit a?Y.. i Y� 3.Addbonal temporary bracing to Insure stability during construction 2.Design sesames the top end bottom chords to be laterally braced at 7 �1(^� -}J Is the responsibility al the erector.Additional permanent bracing of 2 o c end at 10 o e respectively unless braced throughout(hair kng[h by "fr DATE: 7/13/2015 the overall structure la the responsibglty of the building designer. continuouskimpatedBing or such b winptwg re uireshead where shown drywag(BC). PA ` +�' 9 3.In Impact bridging or th lateral ponalbl 5 of the where shown a ��"'''11 L+ SEQ.: K 13 0113 9 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the era In responsibility of the respective contractor. fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used In a noncorrosive environment TRANS I D• LINK deslgn bads be applied to any component. end era br-dry condRbn"of use. 5.CompuTrua has no control over and assumes no responslbillty for be 6.Destcetsassumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7 7.Design shall adequate drainage ce to trusts,d.an July 1 3,2015 S.This design is Nmlehetl subject to the limitations set forth by B.Plates shall be boated on both lacca of truss,and placed so their center TPI/7CA In SCSI,copies of which will be furnished upon request. lines cclndde Oh Joint center lines. S.Digits Indicate eke of plate In Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESB-1311.E5R-1988(MITek)