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Plans (28) frtS7-2-dt� Uo-� S l ,, ? sw tSz- 4,, mit MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-408 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R46042190 thru R46042220 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ��0NGN CRs/o412 83640PE ��' y OREGON ,moo 0yO4/gRY 12 (19' 0. SOON Di•, re EXPIRATI1 • �� 1-16 Ale December 4,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46042190 PL15-408_UPPER F01 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Thu Dec 03 14:39:05 2015 Page 1 ID:c53KNt9S8dZANgLpvM EnZkyCdl1-pfC7P8Y?MbLNN bUf06EfU uSaZ8A Vga3SjwLmmJyCcvq 1-0-0 1.5x3 II 1 3x4= 5 2 Scale=1:13.2 - 11111U Ii: r •-_r '/ 4 '= 3 1.5x3 II 3x4= I 1-3-0 I 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 ""'" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012TTP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=183/0-3-8,3=219/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)277 lb down at 0-8-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=10,1-2=100 Concentrated Loads(Ib) Vert:5=-277(F) ��tNGIN F'9 �S�p2 Ct� ; .40PE 9f O 4111., fl-v� ORE � `Ql O 'igL Oi �ORYi2-• o.„ O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 d __ 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 budding designer must verily the applicability of design parameters and property 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 Quality Criteria,DS11-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-408_UPPER F02 FLOOR GIRDER 1 1 R46042191 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MEek Industries,Inc.Thu Dec 03 14:39:07 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-12KtggaFuCb4cue1 VXG7ZJXxWynjlQn[AEgtrCyCcvo 11 1-0 1 1-2-0 110-8-71 11-22-0_ 10-11-131 Scale=1:39.9 5x6 II 3x8 II 3x6 FP= 3x6 FP= 5x8 II 5x8 I I 5x6 II 5x8 II 1 2 3 4 5 6 7 8 41 9 10 11 12\_.13 zA 14 15 16 17 18 19 20 21 22 23 24 L _ a e e �. L L . i AN\- e e '� a e� _ o lap d -2111 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 6x6 = 8x8= 3x6 Fp= 6x8 II 5x6 II 5x6 II 5x6 I I 6x6 I 8x8= 6x6 = 1.5x3 SP= 3x6 FP= 6x8 II I 23-1-4 23-1-4 1 Plate Offsets(X,Y)- 132:0-3-0,0-0-01,134:0-3-0,0-0-01 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.18 33 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.29 32 >955 360 BCLL 0.0 Rep Stress Ina NO WB 0.31 Horz(TL) 0.06 25 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:204 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 40=1802/0-5-8,25=1724/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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=-777/0,9-06=765/0,18-29=0/1051,16-29=889/0,16-30=0/541,14-30=-437/0, 1431=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. �(('��0 P R Ope 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �Co ANG(NE fig /o be attached to walls at their outer ends or restrained by other means. ,!..,.7 � 2 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 $ ,,40 P E 9f down at 15-5-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 9�ORE40 �� Uniform Loads(plf) Vert:25-40=-8,1-16=80,16-24=-130(F=-50) O: l✓ 2 `t? Concentrated Loads(Ib) YO RY O` Vert:16=-177(B)41=965(B) O SOON Digital Signature E EXPIRATION DATE: 12-31-16 December 4,2015 it 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 M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not 1111111" « a truss system.Before use,the building designer must verify the applcability 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/IPli Ovally Criteria,DS6-89 and ICUBuilding Component 7777 Greenback Lane Safety Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss TypeQty Ply POLYGON R46042192 P1.15-408_UPPER F03 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DEtF2AbtMlxE2DE3EnM6W48DMBY1 pDvPuZQNeyCcvn I 1-7-0 I I 1-9-0 I Scale=1:17.8 6x6= 3x6 II 3x6 II 3x8 II 3x6 II 3x8 II 1 11 2 3 4 12 5 13 6 2 :E2.5 d N N 77— \ e e Id m (% 10 9 8 6x6= 5x6 II 3x6 II 6x6= 9-4-0 I I gi0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/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. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=1033/0,1-11=770/0,2-11=770/0,2-3=770/0,3-4=1123/0,4-12=1123/0,5-12=1123/0 BOT CHORD 8-9=0/1102,7-8=0/781 WEBS 5-7=1068/0,5-8=0/476,4-8=311/0,3-9=463/0,2-9=417/0,1-9=0/1082 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) p P R(} Vert:7-10=10,1-6=100 %14 E FFcSConcentratedLoads(lb) � GINE �'/Vert:4=132(F)3=132(F)2=132(F)11=276(F)12=132(F)13=132(F) �� FRO29 a40PE re kle i y ORE IF:- `Lo^oC? �'�rO�q RY 12 O� O800N Digital Signature EXPIRATION DATE: 12-31-16 , December 4,2015 AWARNING-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 verity the appfcabihty of design parameters and properly incorporate this design into the overall �,�� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only..Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DS6-89 and SCSI lending Component 7Suite T'7109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-408_UPPER F04 FLOOR GIRDER 2 1 R46042193 Job Reference(optional) Parc Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:09 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hQReFWbVQgrorCoQdylbekcKNm0SmLQ2eYJ v4yCcvm 1 1-10-4 11 1-9-0 1 0-4.8 Scale=1:41.8 3x6 FP= 3x6 FP= 1.5x3= 4x6 II 4x6 I I 4x6 II 1.5x3= 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 . X - /..j\stsliriSs‘r\sslre.\\IWZ\ //#,W \.- 27 rc ° - ° ° - 26 25 24 23 22 21 20 19 18 175,11 1.5x3 I I 4x8= 3x6 FP= 3x5= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 23-11-12 23-11-12 I Plate Offsets(X,Y)— 127:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udell Ud 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 Ina NO WB 0.23 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 159 Ib 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=2501/0,45=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. EQ PR QF 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). `�Q+ Opp LOADCASE(S) Standard �NGIN�FR 4 1)Dead+Floor Live(balanced):Lumber lncrease=l.00,Plate lncrease=1.00 �� $ -a40PE 29r" Uniform Loads(plf) Vert:17-25=8,1-16=-80 Concentrated Loads(lb) Vert:28=20(B) y OR SON r.� C�yti&xi RY 12 el, CI 0o SOON o Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 a 4 filiMMI WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK 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 buildingcomponent,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated Is to prevent bucking of individual truss web and/or chordmembers only.Additional temporary and permanent bracing Mi AT ek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042194 PL15408_UPPER F05 FLOOR GIRDER 1 1 Job Reference(ootional) 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:c53KNt9S8dZANg LpvM EnZky Cd11-hQ ReF W bVQgrorCoQdy IbekcKCmXQm022eYJ_v4yCcvm I 1-2-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 L a N • lk 4 3 1.5x3 II 3x4= I 1-5-12 I 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 """ 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bradng. REACTIONS. (lb/size) 4=74/Mechanical,3=74/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. 'uN'-;<( ,t4G NEFe si�2 ,48 .40PE 7f yA,OR SON o0 C13' °"1 RY V2-'O\C? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 9 .1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev-10/03/2015 BEFORE USE. MI.. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and a for an individual building component,not a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek.'.-. is always required for stability and-to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-89 and ICSI Building Component Suite 109 Safety Informa8on 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 ID:c53KNt9S8dZANgLpvMEnZkyCd11-9d?OSsc7B7zffMNCBfpgBx9V_9tgVroCsC2XRXyCcvl 0-k8 Scale=1:39.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 c o I g e o _ o e J c m 8 I e o a42 2 d N N a s R 5 o - „ 6F, j o a ii - a i 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 306 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 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-4-0 1 22-8-0 123-11-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inc( YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF StudlStd(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. �;:3 `�G N F. sj° rt 8 .40PE 9t' if, i yA.ORE •N t� OO SOON ,...N4. Digital Signature ( EXPIRATION DATE: 12-31-16 December 4,2015 4 iiiiima r . WARNING-Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MeV' lding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/TPIl Qualy Crderia,058-89 and SCSI!funding 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 R46042196 PL15-408_UPPER F08 GABLE 1 1 Job Reference(ogtionall Pacific Lumber d Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-dpZOgComyR5W5WxokN L3k9ih?ZDuEl1 L5so4_zyCcvk Scale=1:38.0 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 1920 o e e a o e e e e _ e e ? o e e e 0 o 2 A N N YYxxxYXYY CXYYUXY) l)Z� xYXYUYXYXYXxYXYxYYYXYYX YYY CYYX YYXYYXXXXYXS 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= l 1-4-0 l 2-8-0 l 4-0-0 1 5-4-0 l 6-8-0 l 8-0-0 1 9-4-0 l 10-8-0 1 12-0-0 l 13-4-0 1 14-8-0 l 16-0-0 l 17-4-0 l 18-8-0 l 20-0-0 l 21-4-0 l 22-8-0 2?-51 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 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/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. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. (csi\EO PROF4.6, �� cNGiNEF9 /02-9 ct" [� f OPE Qi Ce. ORE•N oN.. °y°°�sooN°�c� Digital Signature L EXPIRATION DATE: 12-31-16 December 4,2015 1 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. Mt". 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 verily 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 MiT`eke 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/fill Qualny Criteria,051-89 and SCSI Budding 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 PL15-408_UPPER F09 Floor Girder 1 1 846042187 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 I D:c53KNt9S8dZANgLpvM EnZkyail l-dpZOgComyR5 W5 WxokNL3k9icUZC H EG,1mLL5so4_zyCcvk I 2-6-0 I I 1-8-12 I I 1-8-12 1 0fj Scale=1:17.6 3x4 II 3x4= 1.5x3 II 3x6= 3x4= 2 3 4 5 e e • e 11 a 1.5x3 = 0 A N d N a 1.5x3 = e 1 10 9 ' 8 7 6 3x6 = 1.5x3 II 3x5= 3x6= I 7-2-12 9-4-0 7-2-12 I 2-1-4 Plate Offsets(X,V)- 11:Edge,0-1-81,f5:0-1-8,Edoe1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 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 lncr NO WB 0.18 Horz(TL) -0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 9-4-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 9=118/7-4-4,8=204!74-4,7=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 ��0D P R OFLc�,s 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��Gj A.1G-014 G I NFFR i I Uniform Loads(pIf) --e.... Vert:6-9=8,1-4=80,4-5=180(F=100) Concentrated Loads(Ib) 8 a4OPE l Vert:5=336(F) y ORE •N r.. Oy�(1q RY 12.2��C, OO SOON4 Digital Signature i EXPIRATION DATE: 12-31-16 J December 4,2015 tis WARNING-Verify design parameter and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M/Lrev.v.10M312015 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 verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual trussweb and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,0S11-89 and ICSI Boning Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.216 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Cerus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45042198 PL15-408_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Musk Industries,Inc.Thu Dec 03 14:39:12 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyC d11-677mtYeOj1D Nif W714sI GMEsIzZBzIH U KViXe W PyCcvj OM ' 1 2 3 4 5 6 Scale=1:12.8 - e J •— b -- 14 a _ _ _ _J e —.1 a s e 13 e 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 i 1-4-0 1-4-0 1-4-0 1-4-0 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 lb FT=0%F,0 hE LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 6-2-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. �„v) PROFFS \� NGINEF9 `S/02-9 8 •40PE f r y4 ORE :70\' 0h. 0q RY \0 00 SOONO Digital Signature t 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. • 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 buiding 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 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-B9 and BCSI Building Component 7Suite 777 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-408_UPPER F11 Floor R46042199 12 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:12 2015 Page 1 I D:C53KNt9S8dZANg LpvMEnZkyCd11-677mtYe0j1D N if W?I4SIGMEp_zTazdOUKWXONPyCcvj 0-1-8 NI 1-8-12 1 1 2-2-0 1 2-6-0 1 Scale=1:39.0 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP= 3x5= 1.5x3 II 1 2 3 10 11 e 5 6 7 8 9 - Y ..NAVIV”Nippy 20 y _ g E I N 19 e e kk 18 17 16 15 14 13 14 1.5x3 II 3x6= 3x6 FP= 3x8= 3x5= 3x6= 3x4= 2-2-12 1 1-11-12 2-17422-4-12 1-11-12 0-11620-2-0 1 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.12 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.20 14-15 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.54 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-17. REACTIONS. (lb/size) 12=849/0-2-12,17=1434/0-5-8 Max Gray 12=878(LC 4),17=1434(LC 1) FORCES. (lb)-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=1688/0,4-0=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). L D S S 1) + Standarde(balanced): �F, E0 P R OFFss 1)Dead Floor+ Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(Of) Vert:12-18=-8,1-11=80 �5 �NGINEFR �� Concentrated Loads(lb) GVH 2 Vert:136(F) 8 a40PE 9r 1� / dir 9 ORE •N r.. o-Sb 12•ZO � SOON Digital Signature I EXPIRATION DATE:12-31-16 December 4,2015 4 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIL7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mifeky 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 Wel(building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M lel' is always required for stability and to prevent collapse with possible personal injury andproperty damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBly 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 846042200 PL15-408_UPPER F13 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-aCh85ue0U2LEKp5BsoNXpan?BNtHiBteZAHB2syCcvi I 0-6-4 4xri-I 1-2-0 I I 0-8-7 4x4-i 1-2-0 1 1 0-6-1 1 1 2 3 4 5 4x4 = 6 Scale=1:12.9 - = I - 13 g , / ___\ — 4x4 = 12 11 10 9 8 I 4x4= 4x4= 2-10-11 3-5-11 4-0-11 4-11-4 I 1 2-10-11 0-7-0 1 0-7-0 I 0-10-9 Plate Offsets(X,YI- f2:0-1-8.Edge1.14:0-1-8,Edae1.15:0-1-8,Edoel.f7:Edoe,0-1-81.f10:0-1-8,Edue1.112:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl 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 Ina YES WB 0.07 Horz(TL) 0.00 7 n/a n/a Weight:37 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TP12007 (Matrix) 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(Ib)or less except when shown. WEBS 2-12=-314/0,5-7=-306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. `5��'�NG N FR s% c 8 .40PE f -111, A -7ORE • ... C�yti(iq RY 12 °° 800No Digital Signature EXPIRATION DATE:12-31-16 ) December 4,2015 4m11 9 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M8.7473 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 bolding component,not a truss system.Before use,the bulding 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 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/T711 Qualtly Criteria,DSB-89 and ICS!Building Component Safety Information available from Truss Plate Institute,218 N.Lee Suite 109 Sheet,Suite 312,Alexandria,VA 22314. Citrus Heiahts.CA 95610 Job Truss Truss TypeQty Ply POLYGON PL15d08 UPPER F15 FLOOR 1 1 R46042201 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:13 2015 Page 1 ID:C53KNt9S8dZANgLpvMEnZkyCd11-aCh85ue0U2LEKp5BsoNXpan2KNrXi9VeZAHB2syCCvi 0-6-4 I I 1-2-0 I I 0-8-7 I.1 1-2-0 11 1-5-1 1 2-6-0 Scale=1:16.4 1.5x3 II 4x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4x4= 4 5 6 e • el •\• " e N 13 12 11 10 3x4= 9 8 1.5x3 II 1.5x3 II 4x4= 4x4= 3x4= I 2-10-11 3-5-11 4-0-11 I 8-2-12 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y1- 12:0-1-8,Edgel,13:0-1-8,Edoel,19:0-1-8,Edgel.[10:0-1-8.Edgel,I13:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl 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 Ina YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-380/0,4-5=380/0,5-6=380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 410=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. //�� .40PE�► 9f OREG• +.� OA/0 Uq RY 12 Z0 O SOON Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 _ I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/I-7473 my.10/0312015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,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 Wei( is atways required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the ,we CC fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Qualify Criteria,DSB-89 and BCSI Building Component 7777Greenback 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 846042202 PL15-408_UPPER F16 FLOOR 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 With Industries,Inc Thu Dec 03 14:39:14 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyCd I1-20 FX I DfeF MT5yzg N QVumLnK9Mn8oRT6nng01blyCcvh 1 2-4-4 II 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 I I 7 8 9 10 11 1 2 3 4 5 6 � e7. e NI,z e.sNsw. .z e 9 N 18 17 16 15 14 13 12 1.5x3 II 4x8= 3x6 FP= 3x5= 355= 3x8= 3x4= 23-1-4 I I 23-1-4 Plate Offsets(X Yl— I1:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 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 Weight:114 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. Or es �\��NGF �F'9 s��2 �� 'OPE 9f' i yA, Air ORE •N o0 0fl �q RY 12.`Z ,,ate �0 SOON O Digital Signature I EXPIRATION DATE: 12-31-16 December 4,2015 I 4 M ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MS-7473 rev.10/03/2015 BEFORE USE. la Design valid for use only with MiTeki connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall M�Tek, building design. Bracing indicated h to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse-with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,058.89 and BCSI Building Component 7Suite 777 Safety Informaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-406 UPPER F17 FloorR46042203 16 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:3914 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyC011-20FX1 DfeFMTSyzg NQ Vum LnK93n7 FR URnng0lblyCcvh 6L7-41 2-6-0 I 0-1i8 Scale=1:40.7 4x6= 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 o ., 2o g m o _ 7 NNN 7'6.NN P,_ a 21 N 2 w /` a r B m aN e.7 a o 20 19 18 17 16 15 14 13 4x4 = 4x8— 3x6 FP= 3x5 = 3x5= 4x6= 3x4= 0-18 8 23-11-12 23-10-4 I Plate Offsets(X,V)- I19:Edge.0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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/TPI2007 (Matrix) Weight 120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4,19=1043/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1581/0,3-4=1581/0,4-5=3040/0,5-6=3040/0,6-7=3266/0,7-8=3266/0,8-9=-2265/0,9-10=2265/0, 10-11=2265/0 BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,14-15=0/2907,13-14=0/1291 WEBS 11-13=1600/0,11-14=0/1207,8-14=796/0,8-15=0/444,6-16=314/0,4-16=0/731,4-18=-1077/0,2-18=0/1492, 2-19=1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. c�5 NGINEFR �O t. 8 ,40PE 9r" de p -7 ORE so os �� SOONO Digital Signature EXPIRATION DATE: 12-31-16 3 December 4,2015 8 __iiit 6 aWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI.7473 rev.10103/2015 BEFORE USE. Design valid for use only with Mifek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing.- Milek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 R46042204 PL15-408_UPPER F18 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:15 2015 Page 1 ID:c53KNt9S8dZANgLpvM EnZkyCd11-Waov WZgGOgbyZ7FazC P?u?sHKAalA5Xx0U m 17kyCcvg 0-1-8 II H —= 1-5-12 21 3x4 II Scale=1:13.2 6.5 ' 11.11 NW Ill .5 MI II IIII '/ MI 3 1.5x3 II 3x6= I 1-11-12 I 1-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ltd PLATES GRIP TOLL 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 BOLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:17 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=240/0-5-4,3=240/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=-8,1-2=280(F=200) <<" - `o \GNEFwo �\ 4 2-9 88.40PE r Le 41 cz) ,,yOR �� saSOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 MINIM ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE 1111 p Design valid fa 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 bulding designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,001-89 and BCSI loading Component suite 109 SafelyInformation available horn Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. sitrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-408_UPPER F19 Floor 8 1 R46042205 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:15 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCd I1-WaovWZg GogbyZ7 FazC P?u?sM2AalA5Xx0U m l7kyCcvg 0-1-8 1.5x3 II H1-7-4 1 3�4 = 2 I Scale=1:13.2 iI1I 0 5 ■ M% ■ Iii -, 3 1.5x3 II 3x4= I 1-11-12 1-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in pc) Udefl 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 Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bradng. REACTIONS. (lb/size) 4=76/0-54,3=76/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. �. 0,,v) PR OFFss 8 •40PE �f- 9 OR SON +.c) 0 -vemRY 12-`4, CI C)O SOON O Digital Signature i EXPIRATION DATE: 12-31-16 December 4,2015 4 _ 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 MTekm 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 Quaily Criteria.OSB-89 and ICS!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 R46042206 PL15-408_UPPER F20 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:15 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyCd11-WaovWZgGOgbyZ7FazC P?u?sit?AagA50x0U m 17kyCcvg Scale=1:18.7 1 2 3 4 5 6 7 8 9 10 0 0 O 0. 9 0 0 O. 0. 0 0 c d d N ctt 0 0 0 e. 0 ? 0 oe. 20 19 18 17 16 15 14 13 12 11 11-4-8 I I 11-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:55 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 11-48. (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,z 8 e40PE 9t'' yA.ORE 411,Z�� 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. y Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing _ MiTek- is always required for stability and to.prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/D.11 Qualify Criteria,D51.89 and BCSI Building Component 7777 109 Safety Information available from Truss Plate Institute,218 N.Lee Skeet,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042207 PL15-408 UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s J01 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:16 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1_mMHjvhunzkpBHgmXwwERCPWgawlvY54F5VrfAyCcvf 1.5x3 II 0-7-12 I 2-6-0 1.'5x3 II 1 2 4x4= 3 Scale=1:13.0 J L 5 4 4x4= 3x4= COI 3-4-12 0 1- 3-3-4 Plate Offsets(X,Y)— 15:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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/TPI2007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=144/0-1-8,5=144/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `�,W) PROF-ss r,5 t�NG1NFc9 /p 2 ` 8 •40PE 9f `� OR SON r., 0Gg9...' 0. ,yRY t2-• ,o O soot Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 4 1 l WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI}7473 rev.10/03/2015 BEFORE USE. Design valid for use only with WO®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not mi 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/7PD Qualify Criteria.DSS-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 R46042208 PL15-408 UPPER F22 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc Thu Dec 03 14:39:16 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1=mMHjvhunzkpBHgmXwwERCPWIatPvWL4F8VrfAyCcvf 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 • e o 0 d .7 N111111111%11111r„ C 44 1 44 10 9 3x4= 3x5= 3x5= 3x4 = 14-3-12 I 8 14-2-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 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. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-977/0,313=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. RD Opp c�� ..\GP E&- sot 4� 8 a40PE 91' ti y ORE ONoN. may, RY V2-•OHO O SOON 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 me.1010312015 BEFORE USE. fedi' Design valid for use only with MiTekm connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M1lek' 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 Qualify Criteria,D58.89 and SCSI Building Component Safety Informaiton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus He_iahts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042209 PL15-408_UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:39:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-SzwfwFiWYHsgpRPy5dSTzQyf7_AfetmDTOFPBdyCcve lo-�—I1 2-6-0 I 0-I 8 Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 10 2 3 4 5 6 7 8 9 10 11 _ e m a_ e_ \ a 20 w 7 N. -7 -N 9 V 7.. N a i o m o eo 19 2 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)— t1:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=937/0-2-12,12=937/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-949/0,1-2=-414/0,2-3=-414/0,3-4=-2170/0,4-5=2170/0,5-6=-2686/0,6-7=2686/0,7-8=1975/0, 8-9=1975/0,9-10=1975/0 BOT CHORD 16-17=0/1437,15-16=0/1437,14-15=0/2569,13-14=0/2472,12-13=0/1146 WEBS 10-12=1420/0,10-13=0/1027,7-13=616/0,7-14=0/264,5-15=495/0,3-15=0/908,3-17=1267/0,1-17=0/1042 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. <0'tca P R pFFsE . s 2 �� $ ,,,,,440PE 9f 9 ORE +�N r.� �y��,q RY 4 0 20�� OO SOON O Digital Signature 1 EXPIRATION DATE: 12-31-16 J December 4,2015 a I WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M8.7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042210 PL15-408_UPPER F24 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-SzwfwFiWYHsgpRPy5dSTzQydv_FcezHDToFPBdyCcve 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 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x4= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 o • o 20 a o A N \ / *N4•N, 0.." *.''''N%-oo....," *N....4%. •44..0.•1, *%NteN...— a 19 . PC AAAAAAX'AAAA xxxxxxxxxxxx xxxxxxxxxxxx ~ xxxxxxxxxxxx 18 17 16 15 14 13 12 1.5x3 I I 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x6= 1 Y-1-4 1 22-4-12 I 2-1-4 20-3.8 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 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). ��Ep PROFF LOADDead +Floor Standard c.:3...� ANG I NE.€oz„ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) 44.t y Vert:12-18=8,1-2=-180(F=-100),2-11=80 8 40 P E Concentrated Loads(lb) Vert:1=336(F) -v ORE +No^o Cyoo�SooN %.J Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I I ®WARNING-Verify design pararneters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ll Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTel( el( 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/fill Quality Criteria,DSS-119 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 R46042211 PL15-408_UPPER F25 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:18 2015 Page 1 ID:c53KNt9SSdZANgLpvMEnZkyCdll-w9U18bi9lb_XQa_9fLzi WdUsROcTNSmNiSyk3yCcvd 0-118 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 d a 9 9 e o e o a o 9 e e- o 9 e e e e IE 38 d d N N a i a o e a F a a a s oe o e 37 a 7\Ax 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1-4-0 1 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 1 8-0-0 1 9-0-0 I 10-8-0 I 12-0-0 1 13-4-0 I 14-8-0 I 16-0-0 I 17-4-0 I 18-8-0 1 20-0-0 I 21-6-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY 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. ��E1) PROre 7) GINER i�29 8 .4OPE t' -7 OR •N r.. Oy'&4RY12 `I- 0 �� SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev.10/03/2015 BEFORE USE. 1" Design valid for use only with Wok®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.Addtional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possiblepersonal injury and properly damage.for general guidance regarding the - - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify CrHeda,051-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042212 PL15-408_UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:19 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-0L2QLxjn3u6N2kZLC2Ux2r1 dog76kwWx6kWGVyCcvc 11-0-4 I 2-6-0 I 0-'+,{8 Scale=1:41.5 4x6= 3x4= 3x4 = 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 IN N t 7 N N 7 o N I .:, 21 o N I/ , ......1 NN 7 N \e, 20 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 0-11I1.8 24-4-12 0-i-8 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Melt 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 Ina YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1062/0-5-4,19=1062/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1782/0,3-4=-1782/0,4-5=-3190/0,5-6=-3190/0,6-7=-3366/0,7-8=-3366/0,8-9=2315/0,9-10=-2315/0, 10-11=2315/0 BOT CHORD 18-19=0/600,17-18=0/2626,16-17=0/2626,15-16=0/3419,14-15=0/2982,13-14=0/1316 WEBS 11-13=-1631/0,11-14=0/1238,8-14=-827/0,8-15=0/475,6-16=-283/0,4-16=0/699,4-18=1045/0,2-18=0/1464, 2-19=1200/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. <<- PRQpFss �c �cNGjNEF9 io29 r640PE c' 4101,y ORE '`� O Cay �q R 12`1tJc, OO SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t t Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent.not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent colkipse 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,058-89 and ICSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042213 PL15408 UPPER F27 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:19 2015 Page 1 I D:c53 KNt9S8c1ZANgLpvM EnZkyCD 11-OL2QLxjn3u6N2kZLC2 Ux2r10 Wovh6uZWx6k WG VyCcvc 1-7-4 I 2-3-0 I 0ii Scale=1:23.3 1.5x3 II 1.5x3 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 = 1 2 3 4 5 6 7 U/ . o e. _ 13 `o eNt. -z--Nr.0 ri o 0 e e 12 u. 1r 1p 9 3x4= 3x5= 3x5 = 3x4= I 13-5-12 13-5-12 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Lid 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 Ina YES WB 0.13 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=582/0-5-4,11=582/0-2-12 FORCES. (lb)-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. f,5 �NGIN�F,9 /0 kcZ. 8 .40PE 91- c.... - cl y OR 'SON +.. 0ti�Gq RY 12 `Z��C? �� SOONO Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 4 t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE Mill 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 / f 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 goody Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sake 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042214 PL15408_UPPER F28 FLOOR SUPPORTED GABL 23 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:20 2015 Page 1 I D:c53KNt9S8dZANg LpvMEnZkyCd I1-tYcOZHkPgC EEgu7Xm m?Ab2a D3B I2rMmgAmT3oyyC cub I 1-0-8 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 L 0 0 N • &•• ,. 4 ,IlekNI Ar. 1.5x3 I I 3x4= p 1-3-8 0-0'-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <c'Sk PR O fiFss �c\� ANGINE�9 X029 8 e40PE f -v OR 'ON O".� • 0A/'J' Sooty or'7 Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I e AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. we + 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 tnxs 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/T%1 Quality Criteria,DSI-89 and SCSI Building Component 7777 109 Safety Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15408_UPPER F29 FLOOR SUPPORTED GABL 2 1 848042215 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:20 2015 Page 1 I D:C53KNt9S8dZANgLpvMEnZkyCd 11-tYcOal kPgC EEgU7Xmm7Ab29DAB13rM mgAmT30yyCcvb 1 0-10-12 1.15x3 II 1 3x4= 2 Scale=1:13.2 0 0 o N N I • 400 S. 1.5x3 II 3x4= p 1-1-12 1 60'-3 1-1-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/dell 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 Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 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. '\��ED PRQFFSs ,_5 tNG1NEfiR �� [�QPE �r L.:-7,,,,ORE'N �r.9 0e./g20yORY 12. �O° SOON Digital Signature 1 EXPIRATION DATE: 12-31-16 J December 4,2015 __ t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based onlyupon parameters shown,and is for an individual building component.note 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". is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the A{. fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/fPl1 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 R46042216 PL15-408 UPPER F30 FLOOR SUPPORTED GAEL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:3920 2015 Page 1 I D:c53KNt9S8dZANgLpvM En2kyCd I1-tYcoZHkPgCEEgu7Xm m?Ab2aD N BISrM mgAmT3oyyCcvb 1.5x3 II i 4x4= 2 I Scale=1:13.3 L 4 4 3 1.5x3 II 4x4 = 0-4.4 0-9-122 I o-s-1 Plate Offsets(X,Y)- 11:Edoe,0-1-81.f3:Edae,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a Weight:9 lb FT=0 hF,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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. <�ED P R press '44 -7_. .Nc'►NEF9 /a* 8 .40PE C AF AO C3r y�ORE 2�.s. C�"/Y l✓gRY i2 00 SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 I A WARNING-Verify design parameters and READ NOTES ON 77115 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 verity the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qvalily Criteria,DSI-89 and BCSI Building Component Suit109 Safety Information Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. CitrusHeights,CA 95610 I Job Truss Truss Type Qty Ply POLYGON PL15-408 UPPER F31 FLOOR SUPPORTED GAEL 1 1 846042217 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-LkAAmdl1 bWM5H2ijKTWP8G6OpbeHapOpOQDcKOyCcva I 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 N ♦♦♦•♦••♦♦ �•♦ 1.5x3 I I 3x4= p DD-3 1-3-8 1-3-8 { LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.13V'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .ARE© PRopp ,N5 tNGINF9 /0 8 .40PE 9t' OF 59 ORE N N. 0,y2?/gRY12.25) � 0' SOON O Digital Signature i EXPIRATION DATE: 12-31-16 ) December 4,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M0-7473 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 MI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" isalways 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 Quafly Criteria,DSS-89 and SCSI!Inkling Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:c53KNt9S8dZANgLpvMEnZkyCdl1-LkAAmdl1 bWM5H2ijKTWP8G6OSbeEapUpOQDcKOyCcva 1 2 3 4 Scale=1:13.0 I 13 - - • • 8 7 6 5 I 3-7-0 I 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 3-7-0. (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�co� .NG NEF9 s��2 it 8 e40PE 9r yOOSOONo� Digital Signature 1 EXPIRATION DATE:12-31-16 December 4,2015 41 IIIMININ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 111111 w Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and a for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall -�� , building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,058-89 and ICSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiahts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R48042219 PL15408_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:c53KN19S8dZANgLpvMEnZhyCd11-LkAAmdl1 bWM5H2ijKTWP8G6OrbelapOpOQDcKOyCcva 1 0-9-12 1 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 o CNA •......• �♦�♦�♦�♦�•�♦Via• 7. 1.5x3 II 3x4= I 1-0-12 i 1-0-12 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 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.18Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=52/1-0-12,3=52/1-0-12,3=52/1-0-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. \"¢EO PR OFFS' ,.5 <NGIN6F, /0 2 cZ8 a40PE 9 110 i -7 ORE q +.� Oh.�&q RY 12•Z��kg OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 4 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MITE',.k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPIl QuaBly Criteria,051-89 and SCSI Building Component 7777 Greenback Lane Safely Intormalion 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:c53KNt9S8dZANgLpvMEnZkyCdl1-LkAAmdll bWM5H2ijKTWP8G6NDbeDapOpOQDcKOyCcva 1-3-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 4 ♦.....♦ ♦♦ • �• 44••• ♦��•��•��4$♦ 1.5x3 11 3x4= 1 1-6-8 I 1-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 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 BOLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight: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. ��co��NG NEF-Wo �� 8 a40PE 9c-- 4 r , y ORE ;N r.. O Lin sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I I r ®WARNING-Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITERrev REFERANCE PAGE MII-7473 .10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not » a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qually Criteria,DSI-89 and SCSI Building Component 7777109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths •Failure to Follow Could Cause Property /4 I (Drawings not to scale) Damage or Personal Injury offsets are indicated. g 1 rY �m� Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS �r 2. Truss must al 0-/16 4 wide bracing truss spacing,be individualdesigned lateralby bracesnengineer.themselvesFor may require bracing,or alternative Tor I lEllt a ., o bracing should be considered. IIP>Al ■_� LO= 3. Never exceed the design loading shown and never te� stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7.8 C5-6 designer,erection supervisor,property owner and plates 0 ''I ' 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. connectorplates. 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. 1 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 OIndi�! OP cated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. ../....- 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MiTek�All Rights Reserved approval of an engineer. 'c'\ 17.Install and load vertically unless indicated otherwise. reaction section indicates joint ® ( number .where bearings occur. ` Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. a 19. w aprtnf e ( o , ,wdandReviepicturesllo )beforesouse.this dReviewsignifrng ntpicturesbackaloneors ■■ is not sufficient.io BCSI: Building Component Safety Information, ► 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 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 ANSIJTPI 1 section 6.3 These truss designs rely on lumber values established by others. ,cc�c O PROFesn 040 N 89782PE 9f F_OREGON ,P k 'AUL ;-- " PIAA 37/2016 July 13,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSIITPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 50 2-5=(-37) 41 3-5=(-120) 127 BC: 2x9 KDDF #16BTR SPACED 29.0" 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 PSF 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 PDF Ground Snow (Pg) 4'- 0.0" -22/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 Deft uplift at 24 "oc spaci g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, 11=1/180 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" 1' ,f 1' MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 6.00 [7' 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), 4 -/ load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. • M ....eedIIIIIIIIIIIIIIIIIII41 .n, o O N m oc I 1 2� 0.-3--- 1111• 0 M-3x4 M-1,5x3 y l 1 3-08-04 0-03-12 b ), 1 1-00 4-00 ��pPR9F 89782PE r / � JOB NAME : 5019-A POLYGON - Al j - Scale: 0.6145 / ' '/i/ - • WARNINGS: GENERAL NOTES, unless otherwise noted. G..".�1 (yp ('t/� _/ 1.Budder end erection contractor shodd be advised of aA General Notes 1.This design gcomis baed enly upon Me larramnpr.shown n entlsfor oran individual , OREGON O" �. Truss: Al and Warnings baron construction comma ass W/V- ,6 2.2e4 compression web bracing must be huddled where shown 4. Incorporation of component Is the traps sAfl ty of the bolding designer. Alp`... . 3.Additional temporary bracing to insure stability during construction 2.Design and511assumes the lop and bottom chords to be latently braced at Y _{ la the rosponsiMity of the enctar.Additloal permanent bndrp of 2 ex. 5110 An,reepectWery unless bnmd throughout their length by `V continuous sheathing such as plywood sheathing(TG)and/or drywaA(BC). pA I 1 L DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.24 impact kiddy/41g or Ideal bracing required where shown 4. A s„/L SEQ.: o 13 0 1115 4.No load should be applied to any component untl ager al bracing and 4.InstallationInof truss mes isethe responsibility sibusE I thenonppenttoos a nned°. n6 fasteners are complete and at no time should any loads greater than and gra fosign r"thy trusses ereition"ol toube TRANS I D: LINK design bads be applied to any component. A Design assumes MI bearing at al supports shown.Shim or wedge If 5.CompuTrus hes no control over and assumes no responsibility for the a„ary. EXPIRES: 12/31/21016 fabrication,handling,shipment end installation of components, 7,Design assumes adequate drainage is provided. July 13,2015 S.ins design is furnished subject to the limitations set forth by B.Plates shall be located on both lams Mimes,end placed so their center TPI/MCA in SCSI,copies of which MI be furnished upon request. Ones coincide with joint abler lines. 9.Digits indicate sbe of plate in inches. MiTek USA,Ina./CampuTrus Software 7.6.6(11)-E 10.For Melo connector pate design values see ESR-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/C 1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-89 (- ) (- g BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-10) 61 1-9= 37 39 2-9= 120) 126 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 168V -27/ 69H 5.50" 0.27 KDDF ( 625) 3'- 10.5" -26/ 158V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '6g. 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 lOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.016" @ 2'- 1.0" Allowed = 0.334" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 3'- 6.8" 3-06-12 0-03-12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.8" 1 4 4 12 Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 2 t f11111011. 1 ri o1 0 N N f r-1 o /- 1 1► o 4 ' M-3x4 M-1.5x3 1 ; l 3-06-12 0-03-12 l y 3-10-08 \(e,yv,V PP OFe6,_ C,,, y„ N �R f�„0. <tr 89782PE 9<" JOB NAME : 5019-A POLYGON - A2 ; i,,' } J Scale: 0.5958 ',, =-,-/ J \ Y---- WARNIN I.BaldON: GENERAL NOTEignisb, unless ypenstotherwise noted: 7A.OREGON - T ru s s: A2 f•Balder and greets,contredar should be advised of all General Notes hold building rte h based only upon the parameters parameters Moven and is for r individual ham! and Warnings before construction commences. building componentApplicability of design parameters end proper [yV 2.2a4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building desl8ner. (✓ [),s 3.Additional temporary bracing to Insure etabllily during construction 2 Design satsumas the top end bottom chords to its laterally braced at 7� 'r °° ' '��,7 /s` Is the rosponalbllity of the arodor.Additional permanent bracing o/ Y o.e.and at I0 o c respectively unless braced throughout their length by „t -.1 DATE: 7/13/2015 the overall structure Is the recontinuous sheathing such as plywood she.thing(TC)and/or drywall(BC), t. PA U L t'1.` responsibility of the building designer. 3.2a Impact badging or lateral bracing required where shown++ /" `` SEQ.: K],3 01116 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contactor. fasteners are compete and at no time should any bads greater than 5.Design assumes tosses ere to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"or use. N.CampuTmshas nene,d toverand assumaenoreeponslbltyfor the S.Design.swmesmllbearinpalallsupponsshenn.Shimarwedgait EXPIRES:: 12/31/2016. fabrication,handling,shipment and inetallatbn of component,. necessary. 7.8.This design la furnished tabled to the limitations set forth by 8.Platessshall be locaassumes ted on both faeeesdrainage lo s tows,and placed as their center July 13,2015 TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. B.Digits indicate ads of plats in inches. MITek USA,Ino./CornpuTrue Software 7.6.6(1L)-E W.For baeicconnedor plate design values sea ENR-1311,ESR-t888 lMITeI9 This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 3.8" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 204 KDDF #16BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=29.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designedfor wind loads only.for this design. LL = 25 PSF Ground Snow (Pg) in the planeof the truss 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-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. DESIGN ASSUMES SHEATHING 7-07-14 7-07-14 TO ONE FACE ONLY T T T 12 IIM-4x4 12 19.00 7 2 7\14.00 411 1111111111111111 -, f9 s �� <ti,co PR OFee. l l � t4G1NE6- r0 1-00 15-03-12 �C "Gi it 4r "39782PE r- JOB NAME : 5019-A POLYGON - AGE „- 0.2782 p'�'�- % ___.... WARNINGS: GENERAL NOTES, unless otherwise noted K. /'y 40 1.Buller and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown end is for an Individual /J 7 _OREGON ©�' .. Truss: AGE and Warnings before construction commences. building component.Applicability of design parameters and proper /r 2,2a4 comprealen web bradng must be Installed where shown•. Inwrporatbn of component is the responsibility of the building designer. -'�J q RY ,�, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes me top and bottom chords to be throughoutsterally brand at j, Is the responsibility of the erector.Additional permanent brednp or T o.c.and at 10 c.c.reepecl.ply unless bread their length by j+) „ANA continuous sheathing such as plywood eheathing(TC)end/or drywal(BC). �� PA I '1 N''', DATE: 7/13/2015 the overel.towhee la the responsibility of the building designer. 3.s<impact bridging or lateral bracing required where shown a s V s.. SEQ.: K 13 01117 4.No bed should be applied to any component untl ager all bracing and 4.Installation of truss is the responsibility of the maracas contractor. fasteners are complete and at no time should any Peds greater than 5.Design assumes trusses ere to be used Ina noncorrosive environment TRANS I D: LINK design loads be applied to any component. and are for^dry condition”l use. dos 5.CompuTns has no control over and assumes no responsibility for the 8.Dees wry.ewmes MI bearin t el supports shown.Shim or wel! .EXP I'R ES: 12/31/2016 !.oration,handling,shipment and Installation of components. 7.Dedgn aswmee adequate drainage Is prodded. July 13,2015 G.Gas design Is furnished subject to the gmgasons set forth by S.Plates shall be located on both faces of suss,and placed so their center TPVVVTCA In 9581,copies of MMlch will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of pate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)E 10.For basic connector plate design values see ESR-1311,ESR4958(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-09 GIRDER SUPPORTING 99-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR 20-05-09 GIRDER SUPPORTING 50-03-00 FROM 12-00-00 TO 20-00-00 1- 2=(-13029) 2952 8- 9=( -920) 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) 13969 1- 9=(-3258) 14998 5-12=(-1558) 6856 WEBS: 2x9 KDDF #16 BT R; 3- 4=( -7682) 1879 10-11=(-1650) 7356 9- 2=(-5728) 1316 12- 6=(-7870) 1822 2x6 KDDF #16BTR A LOADING 4- 5=( -7682) 1879 11-12=(-1619) 7946 2-10=(-7392) 1708 6-13=(-5600) 1300 LL = 25 PSF Ground Snow (Pg) 5- 6=(-11672) 2679 12-13=(-3252) 19529 10- 3=(-1478) 6596 13- 7=(-3906) 15146 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20!- 5.2"6',r 7=(-13606) 3084 13-14=( -238) 1059 3-11=(-9584) 1178 7-19=(-8394) 1908 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 525.0)+DL( 377.0)= 902.0 PLF 0'- 0.0" TO 11'- 0.0" V 11- 9=(-2754) 11284 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 11'- 0.0" TO 20'- 5.2" V BC UNIF LL( 603.1)+DL( 910.1)= 1013.2 PLF 12'- 0.0" TO 20'- 0.0" V BEARING MAX VERT MAX ROAD BRG REQUIRED BRG AREA J,- ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Join 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) nails staggered at: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 5.2" -2215/ 9818V 0/ OH 5.50" 15.71 KDDF ( 625) 9" oc in 2 row(s) throughout 2x6 top chords, XX 9" oc in 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lO PSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 3-05-01 6-09-09 6-09-09 3-05-01 f fMAX LL DEFL = -0.160" @ 13'- 9.2" Allowed = 0.976" T T MAX TL CREEP DEFL = -0.329" @ 13'- 9.2" Allowed = 1.301" 3-05-01 3-06-08 3-03-01 3-03 3-06-09 3-05-01 4 I 1 f T 1 : MAX HORIZ. LL DEFL = 0.028" @ 20'- 2.5" 12 12 MAX HORIZ. TL DEFL = 0.046" @ 20'- 2.5" M-4x12 14.00 7 \19.00 44.0" Design conforms to main windforce-resisting system and components and cladding criteria. ti Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, A (All Heights), Enclosed, Cat.2, Exp.s, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads • in the plane of the truss only. M-5x6 M-4x8 3 %14-10x10 'M-10x10 M-5x16 M-5x16 1 7 M 0o d , r 0ii`ME MU ME Di��1 o A ` r �Y�ee1�=11ell� it��m�� N N I 8 9 30 11 12 13 -14 M-3x10 M-7x10 . M-10x10 M-7x10 M-12x14 M-12x14 M-7x8(5) M-3x10 l l l l l y y 3-01-09 3-06-08 3-06-08 3-06-09 3-06-09 3-01-09 y 8 05-o4 y 12 oo y CO�(�i�G N �ss/ 20-05-04 yam\ N 01; `C' 89782PE �r5 JOB NAME : 5019-A POLYGON - AGIRDER n. z ;.. :- Scale: 0.2186 , J7WARNIN OB; GENERAL NOTES, unless otherwla.noted: ....1 TYUSS: AGIRDER 1.Builder and erection conlndorshould beadvised oralGeneral Notes 1.This design Abased only upon the parameters shorn)end Afor anlndNWual IPAOREGON ^'N and Warnings before construction commences. building component.Applicability of design parameters end proper .J 2.2e4 compression web bredrg must be Installed where shown•. incorporation of component b Me responsibility of the building deelgner. 4.y (fJ• [','� I Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom Mona to be laterally bread et 7� l� 1 i/�� Is the roaponsibllty or the erector.Additional permanent bracing of T o c and et 10 o.c.5008 a.sty unless braced throughout their length by /Ra' r _l Tf DATE: 7/13/2015 the overall structure lathe responsibility continuous sheathing such as plywood Meathirg(TC)and/or drywaREIC). l AA U C3`v of the building designer. 3.2s Impact bridging or lateral brodng required where Moven++ !"" T y SEQ.: Ki3 01118 4.No bad Mould be applied to any component until ager ell bradng end 4.Installation dimes A the rospondbillty of the respedNe contractor. fasteners are complete and at no time Mould any loads greater than 5.Design assumes wsses are to be used in a non-corrosive environment TRANS ID: LINK design loads be applied to any component. end are for"dry condition'of use. yR� 12/31/2016 f�/I]A)ry/� 5.CompuTrus has no control over eM assumes no rogionsibimy for Me e.Design assumes full bearing al all supports Mews.Shim or wedge if E%Xf IR Et7. I G(t7 1I G V 1 fabrication.handling,shipment end installation or components. necessary. 6.TMs design A rumished subject M the limitations set forth by 7.DesigntrAassumes lt be Sadequate ated on both faceslorkuwsand placed so Meir center July 13,2015 TVI@VICA in SCSI,copies or which wig be furnished upon request. Anes coincide with Joint center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1L}E 9.Digits Indicate sire of plate In Inches. 70.For basic connector plate design values see 108-1311.108-1988(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 29 "oc spacitlg. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=29.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, Unbalanced live loads have been TOTAL LOAD = 92.0 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 004. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4-102 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for 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 T 12 IIM-4x4 12 19.00 7 2 19.00 f ("1 rnO 1 ldIAIIIIIIIIIIIIII —/ o I 0 o I I N N ), l y y �c tyGINEe, .fes 1-00 13-11-08 1-00 4C? 1- 4` 8 782PE <` JOB NAME : 5019-A POLYGON - B1Scale: 0.2802wor !i 6---v `• WARNINGS: GENERAL NOTES, unless otherwlee noted 4.7�OREGON �� }„. 1.Builder and erection contractor should be advised of en General Notes 1.This design Is based only upon the parameters Moven end Is for en individual (� l Truss: B1 and Warnings before construction commences building component.Applicability of design parameters and proper �/ [) 2.2c4 compression web lensing must be Installed where shown a Incorporation of component Is the meponelbsly of the bolding designer. -9,9. "q E3 V+ t C 3.Additional temporary bracing to Insure stability during construction 2 Design assures the top end bottom chords to be laterally Graced ats l Y 1 y le the rosponsibilly of the erector.Addelonel permanent bracing of 7 ntinc.end et 1 e hin.such ea ply used a braced ihroug ndl r dqeir length). continuous t 1 Cf oing such ti plywood sheathing(7C)t rou hoot t tlrywe lith b �, u L. ♦'� DATE: 7/13/2015 the overall structure le the responsibility of the building designer. 3.20 Impact bridging or Werel bracing required where shown«« 4.Na load dhuld be applied to any component until after en btedng and 4.lnetanatlon of hues le the responsibility or the reapedlve contractor. SEQ.: Ki3 01119 tadenera are complete and at no time should any pads greater than 5.Design assumes irueees aro to be used Ina noncorrosive environment design nada be applied to any component. and are for"dry condition'.of use. TRANS ID: LINK E CompuTrus has nocontrol over and assumes noresponsldilrylorthe e.Design assumes ulbeerang.Ielwppomdawn.shlmerwwageu EXPIRES: 12/31/2016 hbwetion,handling.shipment and Installation of components. T.Design ssumes adequate drainage a provided. July 13,2015 8.This design b furnished subbed to the limitations set forth by B.Plates shall be located on both feces abuse,and placed so their center TPIIWfCA in BCSI,copies of which will be Nmiehed upon request. Inse coincide with Joint anter lines 9.Digits Indicate sine of plate in Indus. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1g.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-11-08 GIRDER SUPPORTING 98-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4826) 1132 6- 7=1-286) 320 6- 1=(-5704) 1309 8- 4=(-1122) 402 BC: 2x8 KDDF #16BTR WEBS: 2x6 KDDF #2; 2- 3=(-3956) 1050 7- 8=(-782) 3052 1- 7=( -758) 3419 4- 9=( -368) 1498 2x9 KDDF STAND A LOADING 3- 4=1-3956) 1050 8- 9=(-692) 3052 7- 2=( -366) 1448 9- 5=( -758) 3919 LL = 25 PSF Ground Snow (Pg) 9- 5=(-9826) 1132 9-10=( -82) 304 2- 8=(-1122) 902 5-10=(-5709) 1309 TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 13'- 11.5" V 8- 3=(-1522) 5686 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 578.1)+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 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1668/ 7365V -289/ 289H 5.50" 11.78 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN 13'- 11.5" -1668/ 7365V 0/ OH 5.50" 11.78 KDDF ( 625) 1 A nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP \/\/ 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. o /�\/](1 9"5. in 2 row(s) throughout 2x8 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 spaci�g. 9" oc in 2 row(s) throughout 2x6 webs, c 9" oc in 1 row(s) throughout 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.032" @ 6'- 11.7" Allowed = 0.652" 6-11-12 6-11-12 ` MAX TL CREEP DEFL = -0.065" @ 6'- 11.7" Allowed = 0.869" f f "I MAX HORIZ. LL DEFL = 0.004" @ 13'- 8.8" 3-09-06 3-02-06 3-02-06 3-09-06 MAX HORIZ. TL DEFL = 0.007" @ 13'- 8.8" 12 12 Design conforms to main windforce-resisting M-4x6 system and components and cladding criteria. 19.00 7\14.00 3 9.0" Wind: 140 mph, h=29.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Pn load duration factor=1.6, 1 I Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x9 2 M-3x10 r M-3x10 o o o `. iJse oa �1 -/ M-3x10 M-4x10 -M-10x10 M-4x10 M-3x10 - 10 1 l l y l 3-05-14 3-05=19 3-05-14 3-05-14 �,<<" �ss PR Op 1 y 5 �GINF /013-11-08 R .0. 'w 4 8 782PE 9r JOB NAME : 5019-A POLYGON - B2 /\- - ' Scale: 0.2567 Imo ' tj.. \ WARNINGS: GENERAL NOTES, unless otherwise noted V /�,,. Truss: B2 1.Buldar and erection contractor should be advised or ail General Notes 1.This design is based only upon the parameters shown and is for en Indloldual -1 OREGON '''J and Warnings before construction commences. building component Applicability of design parameters and proper ! OREGON V `J 2.244 compression web bradng must be Installed where shown Incorporetbn of component lathe responsibility of the building designer. tI A/ ['}� 3.Additional bmporory bracing to insure stability during construction2.Design assumes the top end bottom Words la be latugh braced at �� VA/R 11' A 6 t.'�� is the responsibility or the erector.Additional permanent bracing of 2o.c.and al sheathing respectively unless braced throughout their length by I Ty✓ DATE: 7/13/2015 the overall structure is the responsibility or the building designer. continuouseolteneaacing re uirewhee sheernor tlrywell(BC) PAUL Ci� 3.2a Impact bridging or the lateral bracing required where shown a• L { SEQ.: K 13 0 112 0 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility or the respective contractor. fasteners are complete and at no time Mould any bade greeter than 5.Design assumes trusses aro to be used Ina noncorrosive environment, TRANS ID: LINK design loads beapplied toany component. and are for"dry condition"ofuse. 5.CompuTrus has no contra)over end assumes no responsibility ler the 6.Design assumes full bearing at el supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation or components. ry' 7.Design sha beeaadeduate onbethfageie plrusis, July 13,2015 6.This design is CBI.copies subject to the limitations set forth by S.Plates strait be bated on both tacos or truss,and placed so their center TP WOLCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 9.Digits indicate size of piste In inches. 19.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 96'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 12-13=(-582) 1894 2-12=( -219) 225 8-17=( -54) 196 BC: 2x4 KDDF #1LBTR SPACED 29.0" O.C. 2- 3=( -52) 88 13-14=(-686) 2397 12- 3=(-2486) 954 17- 9=( 0) 204 WEBS: 2x9 KDDF STAND 3- 4=(-2290) 991 14-15=(-587) 2202 3-13=( -53) 658 9-18=(-3044) 1138 LOADING 4- 5=(-2451) 1129 15-16=(-599) 2175 13- 9=( -439) 161 18-10=( -263) 281 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2025) 1077 16-17=(-777) 2435 4-14=( -126) 194 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-2023) 1079 17-18=(-884) 2990 14- 5=( -71) 431 TOTAL LOAD = 42.0 PSF 7- 8=(-2627) 1193 5-15=( -723) 440 OVERHANGS: 12.0" 12.0" 8- 9=(-2920) 1234 15- 6=( -675) 1479 LL = 25 PSF Ground Snow (Pg) 9-10=( -62) 151 15- 7=( -920) 516 10-11=( 0) 50 7-16=( -163) 674 BOTTOM CHORD CHECKED FOR A 20 PIP LIMITED STORAGE 16- 8=( -907) 293 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIE. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -345/ 2056V -335/ 3108 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2057V 0/ OH 5.50" 3.29 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacig. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.177" @ 30'- 2.0" Allowed = 2.267" MAX TL CREEP DEFL = -0.335" @ 30'- 2.0" Allowed= 3.022" MAX LL DEFL = 0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 47'- 3.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.081" @ 45'- 11.5" MAX HORIZ. TL DEFL = 0.130" @ 45`- 11.5" Design conforms to main windforce-resisting 22-01-08 24-01-08 ` system and components and cladding criteria. f4-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 I Wind: 140 mph, h-25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' f f f 1 f f ' f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 12 Truss designed fox wind loads 6.00 (7- -Z1 Q 6.00 in the plane of the truss only. 9.0" 6 .f,( M-3x9 M-3x4 M-5x6(5) s M-5x6(5) 0.25" 0.25" 4 • M-3x8 \I!, :M-4x4 \4111/ c\ M-1.5x3 z �\ M-1.5x3 o17 1 I� +\+ 1 0 .I Jr_ „'f 15 ,i 16 17 cal 8 o r a 12 13µM-4x6 M-3x4 0.25" M-3x8 0.25" M-3x4 M-5x6 '+ 4```� PRQp . ), y M-5x6(5) l M-5x6(0) 1 l �C6%,\C,,INE.e `�,C7 6-00-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 y y 447 ' ' i 00 46-03 1-00 ,$9782PE v' JOB NAME : 5019-A POLYGON - C7 Scale: 0.1267 <�'r--• �---_.._ WARNINGS: GENERAL NOTES, unless otherwlee noted. -'q�OREGON �. 1.Builder end ersdlon contractor should be advised of a1 General Notes 1.This design h based only upon IM parameters shown end is for an Individual ! Truss: C7 and Wamings before construction commences. building component.Applicability of design parameters and proper (../ 92 2 • 2.2a4 amprepbn web bredng must be installed where shown•. Incorporation of component Is the roaponsibllty of the buNding designer. 1: •Pty A 6 <C/ 3.Additional temporary bracing to insure stebllky during construction 2.Design assumes the tap and location esucholen to les Mterely brecsd al by Is the responsibility of the erector,Additional permanent bradng of T n ino.and at ea11 Y o n.respectively as ply sed s bread(TC)and/or their length). /.� �l permene 2e Impact sheathing or suer as plywood Mend where anti/or dryweN(BC). !"A U_L ``\ DATE: 7/13/2015 IM event structure is the responsibility elthe bolding designer. 3.2e Impart bddping or latent lensing requbed where shown SE K13 01121 4.No bad should be applied to any component until eller al bradng end 4.Installation buss Is the responsibility of the respectNe contractor. 4• fasteners are compete and at no time should any Wada greeter than 5.Design assumes trusses are to be used W a non-convolve environment, design beds be applied to any component. and are for'idly condition"of use. TRANS I D LINK S CatnpuTrus has no control over end assumes no reapnaiblllty forme O.Design assumes""b°°""g"ail supports shown.Shim or wedge B EXPIRES: 12/31/2016 • fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. July 13,2015 8.This design is furnished subject to the limletlons set forth by 8.Plates Meg be located on both feces of truss,and placed so theft center TPVWTCA In SCSI.apes of which will be Nmished upon request. lees coincide b incidd �e of center lines, S. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector pleb design whin 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/Cpl=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 11-12=1-538) 1786 1-11=( -89) 98 15- 7=( -409) 294 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2198) 990 12-13=(-665) 2294 11- 2=(-2417) 1021 7-16=( -55) 198 WEBS: 2x4 KDDF STAND 3- 4=1-2410) 1129 13-14=(-575) 2171 2-12=( -79) 711 16- 8=( 0) 202 LOADING 4- 5=1-2005) 1073 14-15=(-591) 2156 12- 3=( -495) 185 8-17=(-3026) 1130 TC LATERAL SUPPORT <= 12"OC. SON. 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=1-2607) 1185 16-17=(-879) 2426 13- 4-) -79) 402 TOTAL LOAD = 42.0 PSF 7- 8=(-2903) 1227 4-14=( -699) 431 OVERHANGS: 0.0" 12.0" B- 9=( -62) 151 14- 5=( -669) 1460 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 14- 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/ 1964V -334/ 299H 5.50" 3.14 KDDF ( 625) 46'- 0.0" -344/ 2048V 0/ OH 5.50" 3.28 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacil,g. 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 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 6-01-15 5-10-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f ' . I I I 4' 4' load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 M-4x6 Q 6.00 in the plane of the truss only. 4.0" 5 ./d M-3x9 M-3x4 M-5x6(5) 9 M-5x6(5) 0.25" 0.25" 3 \1117\ '\If'\/ M.-3Xx6z M-9x9 M-1.5x3 of\ ti / + m M-1.5x3 al tV11 ee 12 13 19 15 16 i7 -al v, M-4x6 M-3x4 0.25" M-3x8 0.25" M-3x4 M-5x6 �0D PROP-- M-5x6(S) M-sx�(s> �� Gl y , y l 5 \JIN E -:05-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 CO, '4 2l 46-00 1-00 �` 8 7820E lir„. JOB NAME : 5019-A POLYGON - C5 i> Scale: 0.1395IV l k` WARNINGS: GENERAL NOTES, unless otherwise noted. Cx, OREGON Truss: C 5 1.Balder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters Mown and H kranIndividual y ' . OREGON ON and Warnings before nenetruden commences. building component Applkabliity of design parameters and pro "!5' "4F ('a 2.294 compression web bradng must be Metalled where shown., incorporation of component Is the responsibility of the building daetgner. �(��: (,+ V� 3.Additional temporary bracing to Weare stability during nenamwsee 2•Design assumes the top and bottom chords to be leteroly braced et Is the responsibility of me erector.Additional permanent bracing or 7 o.c.and at 10'de.reapectNely uNess breoed throughout their length by ` DATE: 7/13/2015 the oeersl etracare la the responsibility ohne bulli designs= continuous sheathing such as plywood sheathing)TC)andbr dryeall(BC). �q U L opo building 3.)n Impact bridging or lateral bracing required where shown*e SEQ.: K13 0112 2 4.No load should be applied to any component until after Cl bracing and 4.Installation Oboes is the responsibility of the respective contractor. fasteners are complete end al no time should any loads greater than 5,Design assumes trusses are to be used in a non-corrosive environment TRANS ID: LINK design loads be applied to any component. end ars for^dry condition'of use. 5.Comparrus hes no control over and assumes no reapanalbility forth. 5.Deign e.eum.s full bearing at al supports snows.Shim or wedge if EXPIRES' 12/31/2016 fabrication,handling.shipment and inetailatien of components. 7.ledge a;umes adequate drainage Is provided. July 13,2015 6.This design is famished subject to the limitation set forth by 8.Plates shall be heated on both feces of tons,and placed so their center TPI5STCA in SCSI,wpbs of which will be furnished upon request. Ines coincide with Joint center lines. MITek USA,Inc./Com uTrus Software7.6.6(114-E 9.Digits indicate else of plate in Inches. p10.For basic nennedor 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/Cq=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: 2x9 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-2198) 990 12-13=(-665) 2294 11- 2=(-2417) 1021 7-16=( -55) 198 WEBS: 2x9 KDDF STAND 3- 4=(-2410) 1129 13-14=(-575) 2171 2-12=( -79) 711 16- 6=( 0) 202 LOADING 4- 5=(-2005) 1073 14-15=(-591) 2156 12- 3=( -495) 185 8-17=(-3026) 1130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2002) 1070 15-16=(-770) 2418 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) 2426 13- 4=( -79) 402 TOTAL LOAD = 42.0 POE 7- 8=(-2903) 1227 4-14=( -699) 431 OVERHANGS: 0.0" 12.0" 8- 9=( -62) 151 14- 5=1 -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 0. For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1964V -334/ 299H 5.50" 3.14 KDDF ( 625) 46'- 0.0" -344/ 2048V 0/ OH 5.50" 3.28 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "on 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" @ 95'- 8.5" MAX HOAR. 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 Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T ' 4' 1' ' ' 1' 4' 4' load duration factor=l.6, 12 12 Truss designed for wind loads 6.00 M-4x6 Q 6.00 in the plane of the truss only. 4.0" 5 49( M-3x4 M-3x9 M-5x6(5) 4 M-5x6(5) 0.25" .25" 3 M-3x6 'M-4x9 2 ' M-1.5x3001 P' ,y f- \1 M-1.5x3 tr1 \y p O o c nen ail IN foh 11 n♦ 12 13'' 14 1"15 16 17 I M-4x6 M-3x4 M-Sa.25"(S) M-3x8 0.25"M-5x6S) M-3x4 M-5x6 - � oN �Rt 0 PROre y ,v y y y y y ,5 GIN �rRlb 5-09-08 8-00-08 8-00-08 46-00 8-00-08 8-00-08 8-00-08 1-00 k y .1. ;89782PE 9 i JOB NAME : 5019-A POLYGON - C4 . _-_-.)=.%' Scale: 0.1395 -,...G/ WARNINGS: GENERAL NOTES, unless otheneae noted ,/ �:.- -Ery _-.._..• 1.Builder and erection contractor should be advised old General Netes 1.This design is based only upon the parameters shown and is for an Individual -rr, , REG ON © tt,.. Truss: C4 and Wambgs before construction commences. building component.Applicability of dastgn parameter.and proper 6 2,2s4 compression web bracing must be Installed Mare show*. Incorporation of component lathe responsibility of the bolding designer. G,qy (� / 3.Additional temporary bracing to Insure stability during constensen 2 Design assumes the top and bottom dards to be laterally braced at `� \,4 e la the reapomlbllily of the credo,.Additional permanent bredrp of Dec..and at 10 e,e.espectNely unless braced throughout their length by V D continuous sheathing such es plywood sheathing(TC)end/or dryvng(BC). �� PA L r. DATE: 7/13/2015 the overall structure Is the rewondbNlN of the building designer, 3.2x Impact bridging or lateral bracing required where ehovm♦♦ �'{U 1+. 4.No bad should be applied to any component until after all bracing and 4.Installation of suss Is the responsibility or the respective contractor. I SEQ.: K 13 0 112 3fasteners are compete and at no time should any bads greater than 6.Design assumes trusses are to be used in a non-corroehe environment, ii, design bade be applied to any component. end ere for"dry condltion"of use. .N(y/e� TRANS ID: LINK s.CompuTnrs has no control over and assumes no responsibility ler the 8.Design assumes MI bearing at all support stollen.Slim Shiner wedge 11 EXPIRES: 12/31/2016 fabrication,hending,shipment end installation of components. 7.Design assumes edequate drainage Is provided. July 1 3,2015 6.Thh design is furnished subject to the limitations set forth by 3.Plates anal be located an both faces Ohms,end placed so their center TPIIWTCA in SCSI,copies o/NMch vAN be furnished upon request. linea coincide with Joint anter linea 9.DWI Probate We of plate in inches. MITek USA,Ina./Compulrus Software 7,6.6(1L)-E 10.For bsslc connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 10-11=(-379) 1555 1-10=( -88) 62 6-14=1 -177) 161 BC: 2x4 KDDF B1&HTR SPACED 24.0" O.C. 2- 3=1-1884) 439 11-12=(-394) 1939 10- 2=(-2077) 931 14- 7=( 0) 576 WEBS: 2x4 KDDF STAND 3- 4=(-1983) 508 12-13=(-316) 1768 2-11=1 0) 574 7-15=(-1893) 373 LOADING 4- 5=(-1513) 996 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=1 -162) 196 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP 6- 7=(-1654) 429 12- 9=( -26) 969 TOTAL LOAD = 92.0 POP 7- 8=1 -104) 135 4-13=( -750) 260 OVERHANGS: 0.0" 12.0" 8- 9=( 0) 50 13- 5=1 -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 PIP. 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) ICOND. 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= 1.992" MAX TL CREEP DEFL = -0.182" @ 13'- 10.0" Allowed= 2.589" MAX LL DEFL = 0.002" @ 40'- 9.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.002" @ 40'- 9.0" Allowed= 0.133" MAX HORIZ. LL DEFL = 0.050" @ 39'- 5.5" MAX HORIZ. TL DEFL = 0.078" @ 39'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. 21-10-08 17-10-08 Wind: 190 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 5-09-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 1' ' ' ' f I ' load duration factor=1.6, 12 12 Truss designed for wind loads M-4x6 in the plane of the truss only. 6.00 d 6.00 4.0" 5 A's' M-3x9 ..M-3x4 M-Sx6(:; _ .__ d : 9 6(5) 7 M-3x6 4-1.5x3 z M-1.5x3 011A .--1, 1, o o `i 10** 11z M-3x8 14 15 t M-3x6 M-3x4 b2.25,, 0.25' M-3x5 '0 P R o J: 1 M sxy 6(s) 1 M e l8(S) (s) 1 `Cok. 61NEF S�//�y y y y 5-09-08 8-00-08 8-00-08 8-00-08 9-10 �\ 9 2 39-09 0-11-15 89782PE �r JOB NAME : 5019-A POLYGON - C3Scale: 0.1432 `--'.-/...-- -- WARNINGS: GENERAL NOTES, unless othendse noted C...•C, ' �CfY r w` Truss: C 3 1.Builder and erection contractor should be addled oral General Notes 1.This design la based any upon the parameters shown and Is far en Individual -174,OREGON ''` end Warnings before eonetructon commences. building component Applicability or design parameters and proper ` �" 2.2x4 compression web bradng must be Installed where shown*. Incorporetlen of component la the responsibility or the building designer. ✓!1 V„}R (_ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chortle to be laterally brecatl el 7 �l J ,4�' la Me rospondblltiy or the erecter.Additional permanent bracing of T o e and at 1R o.c.respectsely undid braced throughout their length by /[' continuous sheathing such as pywrood shed where and/or drywaA(BC). • �„*A +.` ` DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.Sc Impact bridging or lateral bracing required where shown** 1.,/{.. SEQ.: Ki3 0 112 4 4.No load shoats be applied to any component wag eller all bracing and 4.IndaSatlon 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. TRANS I D: LINK design leads be applied to any component. end are for"dry condition"or see. �/ 5.CompuTrue has no control over end mistimes no responslblltiy for the 8.r0ieecde�u assumes hA bearing at ail supports shown.Shim or wedge for EXPIRES: 12/31/2016 . fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. July 13,2015 8.This design la famished subject to the limitation set forth by 8.Plates shag be located on both faces of trues.and placed so their center TPIMRCA M BCSI,copies of which MO ba furnished upon request. knee coincide with joint center lines R.Digits plate MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For badeoonneatorate sizepn Inches.plate design vvalelums see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 39'— 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main Windf orce—Yes is ting BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=25.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD= 42.0 PIP load ration factor=1.6, 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. DESIGN ASSUMES SHEATHING Gable end truss on ontinuous bearing wall UON. TO ONE FACE ONLY M-1x2 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 '1 9-08-03 12-02-05 12-02-05 5-08-02 T f T 1' '1 12 II14-4x4 12 f 6.00 2 d 6.00 M-3x5(5) M-3x5(S) 1 0 n1 ti 1111 - ti f I No /— f NA •F _,, 9 M-3x5(5)+ M-3x5(5) 5 ��v0 PROpe l ) l ‘SIq�f' 14-05-08 15-05-08 9-09- y 39-08-15 �C 89 f+8 �r I(' f` := JOB NAME : 5019-A POLYGON - Cl // / __. Scale: 0.2125 , WARNINGS: GENERAL NOTES, unless otherwise noted: 7 OREGON �" �. 1.Budder end erection contredor should be advised of eI General Notes 1.Thls design Is betted only uponthe parameters shown end Is for en individual =,EJ �r r 0,1 Truss: Cl and Wamings before construction commences. building component.Applobllity of design parameter.and proper 7 N J � ` 2 2x4 compression web bredng must be Installed where shown 0. Incorporation of component Is me responsibility of the budding designer. �,r. ` 3.Additional temporary bracbq to Insure stability during censtruetinn 2.Design sounds the lap and bottom drone to he laterally bawd al �`' !"fA. +L Q is the responsibility of the erector.Additional permanent bracing of 7 continuous end et lie10'lied.respectively unless brocetl throughout drab length by f" U `` sheathing such se plywood heathI g(TC)and/or tlrywell(BC). DATE: 7/13/2015 the overall structure is the responsibility of the budding designer. 3.2d Impact bridging or lateral bracing required Ater.shown++ S E K 13 0 112 5 4.No bad should be epplled b any component until after di bredng and 4.Installation of truss te ins rosponstdAy of the respective contractor. 12/31/2018}J].q /'� p 4 fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to he used Ins non<orrostve environment EXPIRES: 1`G/.7 1/2 V 1 U TRANS I D: LINK design baa be applied to any compawnt. end are for^cry condition.'of use. R CompuTrus has no control over and assumes no responsibility ler the 8.Design assumes M1dl bearing al ell supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. n. July 13,2015 7.Pestgn assumes adequatedrainage Io prodded. 6.This design Is MmlMatl subject to the limitations eel forth by e.Plates shed be bested onnboth faces of trues,end paced w thele center TPIWTCA In SCSI,copies of which vAA be furnished upon request. Ines coincide with joint center linea. 9.Digits Indicate sire of piste In inches. M ITek USA,Inc./CompuTrus Software+7.6.6SP1(1L)2 to.For beetle connector plate design values see ESR•131f,ESR•1933(MITek) This design prepared from computer input by PACIFIC LUMBER—BC • LUMBER SPECIFICATIONS TRUSS SPAN 48'— 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 4l&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main wundforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=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. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY 24-01-08 24-01-08 T T 15-02-03 8-11-05 8-11-05 15-02-03 1 '1 4 1 1 12 11M-4x4 12 /— 6.00 Q 6.00 M-3x5(S) M-3x5(S) 114444414414444.44441441444.1414414444.444141141444411441411444114411114444444 —,,re',' 0 iiiii ro n") c f 1 0 1 ~ 4 M-3x5(S) :r rs LiF y y y o t,AGI NEE`RS/0 ),—• 19-01-15 9-11-09 19-01-08 �(� 1-00 48-03 / 897§gP, r E � JOB NAME : 5019-A POLYGON - C10 /�/.f'`%¢' —... Scale: 0.1714 • ce yy (�(� /t/+y h -- WARNINGS: GENERAL NOTES, unless otherwlee noted /f_ �I V 11�l4JN�O� �. Truss: C10 1.BURder and aradbnesntration should be eduMdelaA General Notes 1 This design Is based only upon the parametenshown and Is for an Individual �� A�Y. � . and Wamings before construction commences. building component.Applicability of design parameters and proper 2.254 compression web bracing mat be Installed where&town+, Incorporation of component Is the responsibility of the balding designer. 3.Additional temporary bracing to insure stability during consimcibn K Design assumes the top and bottom chords to be laterally braced at PA `' [� � la the responsibility of the angor.Additional permanent bracing of T o e and et 19 sees reach cc ply unless broad throughout their length by DATE: 7/13/2015 me overall structure Is the responsibility continuous sheathing such as plywood aneeming(T.)and/or drywm0gc) eponsibRlty of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ SEQ.: Ki3 0 112 6 4.No mad should be applied to any component unit after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y {�C pry/t� ) ({.4 fasteners are complete and at no time should any bade greater then 5.Design assumes trusses are to be used Ina non-corrosive environment EXf I1-1LS i G/t7 ! V i TRANS ID: LINK design bade be applied to any component. and are for"dry condition"of use. 5.EompnTrue hoe no control over and assume,no responsibility for the 8.Design eswmes NII bearing at all supports shown.Shim or wedge if July 13,2015 fabrication.handling,shipment end Installation of components. nes tin ass d. 6.This design is furnished Cabled to the limitations set forth8.Pikes assumes adequate drainage is prusis, by 8.tee eft coincide be located on both faces of buss,and placed ea their conter 7P4WfCA in BCSI,copies of wfikh will be Nmlahetl upon request. Anes coincide w1m joint center tinea. MITek USA,Inc./Com uTrue Software+7.6.6SP1 1L Z 9.Digits indicate sire of plate In inches. P ( )- 10.For basic connector plate design values see E5R-1311,ESR-1988(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=1 0) 50 14-15=( -925) 2789 2-14=1 -268) 286 19-10=( -229) 191 BC: 2x9 KDDF #16BTR SPACED 24.0" 0.C. 2- 3=( -63) 155 15-16=( -837) 2745 14- 3=(-3162) 1193 19-11=1 -219) 1115 WEBS: 2x9 KDDF STAND; 3- 4=(-3032) 1298 16-17=1 -679) 2926 3-15=( 0) 211 11-20=1-4570) 1774 2x4 KDDE STUD A; LOADING 4- 5=(-2740) 1256 17-18=1 -577) 2143 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=(-2160) 1193 18-19=1-1039) 3141 9-16=1 -399) 285 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2131) 1161 19-20=1-1455) 3749 16- 5=1 -160) 653 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=1-2682) 1362 5-17=1 -907) 514 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2688) 1258 17- 6=( -802) 1638 LL = 25 PSF Ground Snow (Pg) 9-10=(-5235) 2116 17- 7=1 -790) 559 OVERHANGS: 12.0" 12.0" 10-11=(-5254) 2022 7-18=1 -367) 774 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -59) 118 8-18=1 -236) 196 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=1 -2) 62 18- 9=(-1399) 594 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 9-19=1 -935) 2622 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.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 (1985) ICONS. 2: Design checked for net(-5 nsf) uplift at 24 "oc snacilg. 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" @ 99'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 99'- 3.0" Allowed = 0.133" 29-01-08 24-01-08 MAX HORIZ. LI DEFL = 0.187" @ 98'- 0.2" 1MAX HORIZ. TL DEFL = 0.311" @ 48'- 0.2" 6-01 6-00-10 5-11-01 6-00-13 �4-00-12 3-11 3-11-08 3-11-08 3-11-08 9-03-04 T f f f f f f 1 f f f Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 6.00 o. M-4x6 Q 6.00 Wind: 140 mph, h=25.7ft, TCDL=4.2,BC DL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 off load duration factor=1.6, ,.` Truss designed for wind loads M-3X4 in the plane of the truss only. 7 M-3x4 M-6x8 S M-5x6(5) 6 M-1.5x3 ( ) 0.25" 0.25" 4e M-1.5x3 0 M-3x6 M-4x12 1 M-1.Sx ZY� ` is M-3.5x3 rn I ^(- 1 M-6x8 I It ro ; 19M-5x6 M-3x9 6625" M-3x8 M-5x10 M-4x12 , M-5x6(5) - 3.50 3.50 C,,... 12 12 1 1 y y y 0) f R Q'e (98.9 8-00-12 8-00-12 8-00 8-01-08 7-09-04 8-02-12 C • GI.Nc y y y y y y N ,0 � 7 1-00 32-03 7-09-09 8-02-12 1-00 44., ppry "Y"S 98-03 y 4 8 782PE JOB NAME : 5019-A POLYGON - C8 ti✓ 6-- Scale: 0.1194. WARNINGS: GENERAL NOTES, urine otherwise noted 1. 40 Budder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters ehovn and Is for an Individual ,fir It -OREGON N. Truss: t�,,.. Truss: C8end Wemkg.before construction commences. building component.Applicabinyofdeelanparameters and proper •`5T 14t/ r),V 2.204 compression cub bndng must be Installed where shown+. incorporation of component is the responsibility°NPR building designer. 9 A[y y A5 J' 3.Additional temporary bracing to hewn MebllEy during construction 2.Davin.assumes IM lap end bottom chords to a latently bread al f l �(yr Is the re elbildy of erodar,Additional permanent bndnp of T o c and at ea19 o.c.reepecls ly unless braced throughout their length by sPo" mminuoue sheathing such e•plywood sheathing(TC)end/or drywad(BC). � A/1 1 1 L ' DATE: 7/13/2015 the overall structure la the reepondblity of the building designer. 3.20 lmpad bridging or Went bracing required where shown•• l/1.. SEQ.: K 13 0112 7 4.No road would be applied to any component until after ad bndng end 4.Inalaladen o/ituss la the respenslblity Who respedNe contractor. fasteners are complete and at no time should any leads greater than 5.Design assumes trusses aro to be used Ina nonconodve environment. TRANS I D• LINK design loads be spitted to any component. and ars for cord don^of use. 5.Cornp"Tms has no control over end assumes no responsibility for iM 8.Design assumes 541 bearing at Cl supports wows.Shim or wage a EXPIRES: 1213112016 spry. q fabrication, . handling,shipment and InetsB°n of components. 7.Design assumes adequate drainage Is provided. July 1 3,2015 8.This design is Nmished subject to the limitations get forth by 8.Plates Mad be located on both faces of buss,and placed Se their center TPINVTCA In SCSI,copies of which will be Nmlhed upon request. Anes coincide with joint center lines. 9.Digits Indicate abs of plate in Inches. MITek USA,Ino./CompuTfuS Software 7.6.6(1L(.E /0.For basic connector plate design values pa 659.1311,ESR-1988(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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -63) 135 13-14=( -938) 2787 1-13=( -155) 198 8-18=( -935) 2622 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3035) 1335 14-15=( -836) 2796 13- 2=(-3164) 1257 18- 9=( -229) 191 WEBS: 2x4 KDDF STAND; 3- 4=(-2741) 1267 15-16=( -679) 2427 2-14=) 0) 211 18-10=( -222) 1117 2x9 KDDF STUD A; LOADING 4- 5=(-2160) 1150 16-17=( -581) 2143 14- 3=( -88) 189 10-19=(-4570) 17741 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2132) 1161 17-1B=(-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"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2688) 1258 4-16=( -907) 514 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-5235) 2115 16- 5=( -808) 1639 LL = 25 PSF Ground Snow (Pg) 9-10=(-5259) 2021 16- 6=( -790) 559 OVERHANGS: 0.0" 12.0" 10-11=( -59) 118 6-17=( -367) 774 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 11-12=( -2) 62 7-17=( -236) 196 *` For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 17- 8=1-13997 593 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BEG 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/ OH 5.50" 1.45 KDDF (1485) VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.340" @ 32'- 2.0" Allowed= 2.367" MAX TL CREEP DEFL = -0.633" @ 32'- 2.0" Allowed = 3.156" MAX LL DEFL = -0.002" @ 49'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 49'- 3.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.187" @ 48'- 0.2" MAX HORIZ. TL DEFL = 0.311" @ 48'- 0.2" 24-01-08 24-01-08 Design conforms to main windforce-resisting 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 '( 1' . . '1' ' f 1 f Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 12 6.00 load duration factor=l.6, Truss designed for wind loads 4.0" in the plane of the truss only. 5 Ory C! R M-3x4 M-5x6(5) M-3x9 M-6x6(S) M-1.5x3 0.25" 0.25" 3e .M-1.5x3 M-3x6 M-4x12 0 o M-1.5x3 \/\ 8�� M-1.5x3 o y- - - M-6x8 \`\�19 2IT 0 iOt.13** 14 5 16 17 M-5x6 M-3x4 25" M-3x8 M-5x10 M-4x12 - M-5x6(S) . 3.50 3.50 I = l 8-00-12 l 8-00-12 y 8-os. y 8-01-08 y 127-09-04 , 8-02-1212 y l " . N E apt. J 32-03 7-09-04 8-02-12 1-00 �` v� �y p�`7 *,'r 48-03 y Q;L! -57 9782PE -. JOB NAME : 5019-A POLYGON - C9 -7> Scale: 0.1197 f �r ��` WARNINGS: GENERAL NOTES, unless otherwise noted (� rye+. Truss: C9 1.Builder and erection contractor should be advised of all General Notes 1.This design I.bard only upon the parameters shown and is for an Individual '$9 OREGON c " and Waminge bebre construction commences. building component.Applicability of design parameters and proper Il j »V 2.2t4 compression web bracing must be Installed where Moven*. Incerporeilon of component Is the responsibility of the bultling designer. .1:9, '4,4 Y At 8 [✓ N- 3.Additional temporary bracing to Insure stability during nnnarucnon 2 Design and at to the lop end bosom chaste to betoughlaterally braced.t 7 `� Is the responsibility of the eroaar.Additional permanent bracing of S a e at 19 o.c.respectively unless braced throughout bee length by ir /.� DATE: 7/13/2015 the overaN structure lathe rosponabllty of the building designer. 21 Impact sheathing Rich l bs adng plywooe requiredsheathere sho) rn,* *r tlrywel(BC). I"`jq,.I �� 3.Di Impact brttlging or lateral bracing e where drown.* u SEQ.: K 13 O 112 8 4.Na load should be applied to any component until ager all bracing and 4.Inaellatlon of truss Is the responsibility of the respective contractor, fasteners are compete and at no time should any pads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are sir"dry condition of use. �/(� �i 12/31/2016 ry/]N)y�/{4 p 5.CompuTrue has no control over end assumes no responsibility ler the 8.Design amines MI bearing at all supports shown.Shim or wedge If .I EXPIRES. 1 2 3 i 12 V 1 6 fabrication,handling.shipment and In.Mlanan of components. 7.De•ignn assumes adequate drainage is provided. July 3,2Q 15 S.This design 4 furnished eubJaet to the llmlatlons set forth by 8.Plates shall be loafed on both faces of truss,and placed an their center TPINVICA In SCSI,copies olwhich vi/be furnished upon request. lines coincide wtih Joint center lines, Mtiek USA,Inc./Com uTrua Software 7.6.6 9.Digits Indicate sloe of plate in Inches. 1L p ( )'E to.For basic connector plate design values re ESR-1311,ES11-1988(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: 2x9 KDDF #15,BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-253) 372 3-6=(-412) 239 BC: 2x4 KDDF #1&BTR 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. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 500V -36/ 105H 5.50" 0.80 KDDF ( 625) B'- 10.3" -44/ 371V 0/ OH 5.50" 0.59 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ii REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci+1g. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" 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" 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, X to (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 . M11 o « I 1 0 m N v0 I rn I o M-3x4 M-3x4 8-04-12 0-05-08 1 1 1 1-00 8-10-04 � ` D� PRQpps IN S 89782PE 451, <` JOB NAME : 5019-A POLYGON - E2 1.;.. .-/// Scale: 0.5598 /G WARNINGS: GENERAL NOTES, unitedothemlss noted: !1 - 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual -$? OREGON �N, Q`` Truss: E2 and Yearning.before construction commence.. building component.Applicability of design parameter.and proper �,�y f, Incorporetlon of component is the responsibility of the building designer. T Gq Av .k 2.Ln compression web bradng must be installed where shown es r Design assumes the top end bottom chords to be laterally braced at i 1 _+ y 3.AddlNeal temporary biadrp to insurestability during construction 7 o.c,and al 10 o c respectively unless bread throughout their length by (��l la the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)end/or drywal(BC). �� PA ..�t [`� DATE: 7/13/2015 the overall structure la the responsibility of the building designer. 3 24 Impact bridging or lateral bradng required where shown c e r bad should be applied to any component until after al bradng and 4.hwtaInstallationof base is the reaponsibilly of the respective contractor. SEQ.: K 13 0112 9 4.Nofasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non corrosive environment, TRANS I D: LINK design loads be applied to any component and gan assumes full bearing.of at e. 5.CompuTma has no control over and assumes no responsibility forth. S.Design aewmee NI bearing at ail supports shown.Shim or wedge If EXPIRES: 12/31/2016 ry fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. July 13,201 5 8.This design N furnished subject to the limitations set forth by S.Plates shall be bated on both faces of truss,and plead so their center TPIIWICA In SCSI.copies of which MMI be furnished upon request. Ines coincide with joint canter fins. 9.Digits Indicate ata of plate in inches. MITek USA.Inc.fCompuTrus Software 7.6.6(1L)-E tO.For beak connector plate design value.see ESR-1311.ESR-7958(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 4'— 10.3" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2X9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Wind: 190 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical ls) are exposed to wind, Truss designed fox wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. v1-1x2 or equal typical at stud verticals. 12 Refer to CompuTrus gable end detail for 4.00 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3 -/ IIT to JL 1 4 M-3x4 l y l 1-00 4-10-04 PRoF ire ,89782PE <` JOB NAME : 5019-A POLYGON - E1 Sale: 0-8258 /- -" WARNINGS: GENERAL NOTES, unlessotherwlse noted: �- f„..+s'.��J-/ \ I.Builder and erection centradnr should be advised of al General Note. I.This design Is based only upon the parameters shown and Is for an individual74 Fi EGON Truss: El and Warnings before construction commences. building component Applkablllty of design parameters and proper / CL, 2.2a4 compression web bredrg must be installed where shown e. incorporation of component lame respendete tithe ktereflybre designer. q ry `V 3.Adams]temporary bracing to inks.stabiRy during construction 2.Design and t Ic.IM top and bottom unless ler to be throughout braced al �l aT � +`. Is the responsibility of the erector.Additional permanent bredng of 7 0.0. at 19 a.c.rsapedNelysodsheathing(TC)bracedtheirlength as and/9r drywall(BC), PAUL t +L DATE: 7/13/2015 the overallstructure N the responsibility of the balding designer. 3.2A Impactbridging or Nteral bradig required where shown++ A"'1�./1. SEQ.: K 13 0113 0 4.No load should be applied to any component unit after el btedng and 4.Installation abuse is the responsibility of the respectNe contractor. fasteners are complete and el no time should any beds greeter than 5,Design assumes bosses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are kr'dry condition"f use. y (� �+ 12/3112016 ry t�l[{�/�{ 5.CompuTrus has no control over and assumes no responsibility ler the 8.Design assumes NII bearing at al supports shown.SMm or wedge 11 EXP'R ES. i L/3 I120 1 V. febncetlon,handling,shipment end InetalNllon of components. ry. q 7,Design essawmeaadequate othfecelaprovided. July 13,2015 8.This design is furnished subject to the limitations sal forth by B.Plates shat be bpted an both feces of trues,end placed se their center TP WVTCA In 8031,copies of winch WI be furnished upon request. lines coindde with joint center lines. 9.Digits indicate size of plata In inches. MITek USA,Ina./CafnpuTrus Software 7.6.7(1L)-E 70.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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( O) 36 2-5=(-43) 57 3-5=(-213) 156 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-B9) 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 = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -77/ 428V -29/ 8BH 5.50" 0.68 KDDF ( 625) LL = 25 PSF 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 SPATIAL11 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING'MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing . 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 = 0.128" @ 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" 12 I MAX HORIZ. LL DEFL = 0.000" @ 6'- 6.5" 4.00 MAX HORIZ. TL DEFL = 0.000" @ 6'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20,3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads • in the plane of the truss only. M 1 M-3x9 M-1.5x3 l y l 6-06-08 0-03-12 l ci l 1-00 6-10-04 PR Opk. / (2 w � 't` j89782PE JOB NAME : 5019-A POLYGON - E3Scale: 0.6053 i' � -.... WARNINGS) GENERAL NOTES, unless otherwise noted V 1.Builder and erection cntredur should be advised of al General Notes 1.Tide design is based only upon the parameters shown and is for an individual 1 OREGON Truss: E3 and Warnings before cendnneen commence. building component.Applicability of design parameters end proper ► /V 4 2.204 cmpreedon web bracing mud be Installed where shown.. Incerponllan of component Is int roepeinlblllry of Ihs DuNding designer. .A A a.�.` d L: 'Z** 3.Additional temporary bredng to Insure stability during condruclbn 2.Design assumes the lop aril respbottectively o drone to M Wendy braced at 7 'l/'�Y A J �{'j Is the responsibility of the ender.Additional permanent basing or 2cao a and a110 o.c.reuah cc ply unless baud throughout their length by DATE: 7/13/2015 the oven)structure Is them albglof the bddl desi ner. continuoussheathingor later lbacing re uirsheathing(TC)werearldnr drywaA(BC). • /N'+t 1. span ry rp a 3.In Impact bridging or latero bracing required where drown++ r"{h./1.. SEQ.: K13 0 1131 4.Na load should be applied to any component tint'after.N bndng and 4.Installation of truss is the responsibility of the respective contractor. fadenen aro complete and at no time should any pads greater then 5.Design assumes trusses are to be used m a noncorrosive environment, design bads be applied to any component. end are for"dry condition of use. TRANS ID: LINK6.Dedgnassumes fllbaringetalsh supportsovm.Shim or wedge if EXPIRES: 12/311 016 5.CompuTrus Ms no control over and assumes no reeponstbiGy for the necassry febrtatiun,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 1 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPW/TCA in BCSI,copies of which Mal be furnished upon request. lin.s coincide with Joint center linea MiTek USA,Inc.ICompuTrus Software 7.6.6(1LEE 9.Do Ibbets ds no necctorf lent dee in ign c.t p alga telae,we E$R•1311.ESR•1 g88(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: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 43 5-6=(-163) 115 5-2=1-226) 171 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-52) 49 2_6=(-134) 219 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 6-3=( -70) 32 LOADING TC LATERAL SUPPORT <= 12"00. UON. 12 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 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. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 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" 9 MAX HORIZ. TL DEFL = -0.000" @ 1'- 6.5" 3 M-3x4 Design conforms to main windforce-resisting I system and components and cladding criteria. 2 I Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, IA Truss designed for wind loads in the plane of the truss only. 0 r I O N 1 I ti I I - - 5 >..<6 M-1.5x3 M-3x4 VD PROFe0 y 1-00 y 2-00 21� JOB NAME : 5019-A POLYGON - E4 %." 89782P 9r Scale: 0.9828 „„r -- ` WARNINGS: GENERAL NOTES, unless otherwise noted �- ., Truss: E4 1.Builder and erection contractor Mould be atl lsstl of sit General Notes Thle tlesign h based on y upon the parameters shown entl h or en ndlvlduel y OREGON '0., and Warnings before conebuctlon commences. building componentApplicability of desIgn parameters and proper 2.2W compression nab bracing must be melalbd where shown+. Incorporation of component la the responsibility of the building designer, �} (,A� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chortle la be lateraly braced at 7� /q�V 5 �� Is the recpondbllity of the erector.Adtldbnel permanent brecing of 7 o.c,and at 17 o c respectively unless braced throughout their length by /l1�_ A 4� DATE: 7/13/2015 the comma structure Is the ra efbA def 0,)rnpcontinuoy bridging orng ltehaeacng re aired h.,.600n rtlrywaA(BC). "1. � f �v span Ay of the building de 3.ix Impact hntlgmg or lateral bracing required whet.shown+a `` SEQ.: K 13 0 113 2 4.No mad should be applied roam component until ager all bracing and 4.Installation of truss Is the responsibility of me reepectNe contractor. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses ere to be used ina noncorrosive environment, TRANS ID: LINK design roads be applied to any component. and are for"dry condhlon'of use. 5.Compuirua has no control over and assumes no responsibility for the B.De&n a.aan'°•66 bearing at ail supporta shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. ry' .A S.This design Is furnished subject mthe limitations set fodhby a.Plate.sssubeeleadedon edthifacekprovided. July 13,2015 S.Plates shah be boated en both faces ahem,and placed so their center TPIANTGA in BCSI,wpbs of which MN be furnished upon request. Ansa coincide W M INN canter lines Mitek USA,Inc./CompuTrus Software 7.6.6(1L}E S.Digits Indicate else of piste in inches. lo.For beef°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'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) 69 3-5=(-266) 185 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-109) 91 3-4=( -7) 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PIE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0"' -69/ 993V -34/ 101H 5.50" 0.79 ROOF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) B'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciltg. 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 IL 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" 1' ' f MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ H'- 2.2" 4.00 17 Design conforms to main windforce-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), load duration factor=1.6, Truss designed fox wind loads in the plane of the truss only. ut _+ ^ o to I I e� -, I -' ll� n 1 O Zl O M-3x9 M-1.5x3 l l 8-02-04 0-03-12 Jr Jr J• 1-00 8-06 *.) PR Ore 89782PE <' i may... JOB NAME : 5019-A POLYGON - P2 F~ J______ _ Scale: 0.5732 /,., WARNINGS: GENERAL NOTES, unless otherwise noted :lilt OREGON hfti_) -- n I.Builder and erection contrador should be advised of el General Notes 1.This design la based only upon the parameters shown and is for an Individual O R GO I M V Truss: P 2 and wan,ngs before eonetnm8c8on commences. building component.Appllcablgy of design parameters end proper , (3, 2.234 compression web braising mar be installed where shown o. Design assumes of component an le the responsibility to a the building ed at -'74);(1:.q h Y: 1 t �'.t 'C temporary • bracing to insure stability during conrnadlon 2.Design and 1 tit tap and bottom choles to W laterally bread at �l �l 3.la the T on.and al f 0 o c respectively unless braced throughout their length by Q Is the responsibility of the erector.Addition!permanent bracing of continuous sheathing such as plywood meethmg(TC)and/or drywel(BC). r-A..0 r‘ DATE: 7/13/2015 the overs)structure Is the responsibliy of the building designer. 3,2a Impact bddging or lateral bradrgl required where Mown-v. SE K 13 0113 3 4.Na load should be epplled to any component untll after el br.dng and 4.Installation of truss is the responsibility of the respective contractor. Q•, fasteners are complete end at no time mould any loads greater then 5.Design assumes Misses aro to ba used In a noncorrosive environment, bads be ensiled M. and aro for"dry condition.of use. design TRANS ID: LINKpW any B. esignassumesf lbearingatallsupportsshown.ShimorwedgeIf EXPIRES: 1.2/31/2016. 5.CompuTfus hes no control over and assumes no responsibility for the necessary. fabdsanon,handling,shipment end installation of component.. 7.Design assumes adequate drainage Is provided. July 13,2015 S.This design Ie furnished subject to the limitation set forth by 8.Plates mal be located on both faces of buil,and placed so their center TPIIWICA in SCSI,copies of which will be furnished upon request. 9,lines coincide indicate size joipots ecenter lines. DigitMiTek USA.Inc./CompuTrus Software 7.6.6(1L).E 10.For basic connector plate designvelues we E5R-1311,ESR-7955(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF 16BTR TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DOF/Cq=1.00 BC: 2x4 KDDF 81fiBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) 69 3-5=(-266) 185 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-109) 91 LOADING 3-9=( -7) 3 TC LATERAL SUPPORT <= 1290C. 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 HORZBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) r 0'- 0.0" -69/ 493V -34/ 101H 5.50" 0.79 KDDF ( 625) M-1.5x9 oequal at non-structural LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) vertical members (ton). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL II REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacipg. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.355" @ 4'- 3.7" Allowed= 0.508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.762" f 12 MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 4.00 v MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 3 -,, Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r (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. " N r-i M V1 1/ e 0 2 ,>.<, 5 -/ M-3x4 M-1.5x3 ) 8-02-09 l l y ) 0-03-12 1-00 8-06 y �� c) PRO, �GINE .9 0 4" 8 782PE �<`` JOB NAME : 5019-A POLYGON - P1 '� Scale: 0.5732 r-. `. WARNINGS: GENERAL NOTES, unless otherwise noted. 4 0 Truss: P 1 1.Builder and erection contndar should be advised of all General Notes 1.This design Is baud only upon the parameters shown and is for an Individual '7 OREGON ►. and WamMAs before construction commences. building component.Applicability of design parameters and proper ;,(a,., 2.2t4 compression web bracing must be installed where Mown+. Incorporation of component Is the responsibility of the building gner. f r CL� 3.Additional temporary brscing to Insure stability during construction 2.Design assumes IM top and bottom chords to d laterally booed el -9',„',. .q[1`/. .1 4', � Is the responsibility of the erecter.Additional permanent bracing of Y o.c.and et ICJ sc.respective unless braced throughout their length by /__ a 7 r 1 UL DATE: 7/13/2015 the overall structure Is Me re continuous Ngingor lateraesplywooduirewhere sown.drywaA(BC). �'" �y� �k responsibility of the building designer. 3.Dt Impact bodging or lateral bracing required sh ee when Moxa t+ /' SEQ.: K 13 0113 4 4.No load should ba applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners an complete and at no time should any loads greater than 6.Design"mimes trusses ere to be used in a noncorrosive environment TRANS ID: LINK design bads be applied to any component. and ere for"dry condiion"of uu. S Coopum o has no control over.red assumes no responsibility for the 5.Design assumes full bearing at el supports shown.Shim or wedge if '1j p febdcsgon handling shipment and installation of components. 7.neusury EXPIRES: 12/31/2016 6.This design is furnished subject to the limitation set forth by S.Plates sshall be toutassumes ed oneboth iface.ofnage is truvu,and placed so their center July 13,2015 TPAWICA In SCSI,copes of which will be furnished upon request. Anes coincide vrth Joint center Ines. MRek USA,Inc./CompuTrua Software 7.6.6(1L}E 9.Digits Indicate s0e of plata in Inches. 70.For basic connector plate design values see ESR-1311,ESR-19M(MITek)