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Plans (400) vv\s--t-20\.7 - COt 111110 MiTek 5 -sob 6w okc. Ave_ MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-410_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R46042160 thru R46042189 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. RD Ore ‘AGI P E4 /O Co 83640PE y OREGON 0/y lRY 12 Z°\C? O0 S•ON O Di. ture EXPIRATION "WA-31-16 December 4,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46042160 PL15-410 UPPER F01 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 14:38:35 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCdl1-huOn6uBARNZdmzBuephdGZCS83xUoOd2pG3Aj2yCcwl 1-0-0 I 1.5x3 II i 3x4= 5 2 Scale=1:13.2 _-. II: r •-_A '/ 4 ON 3 1.5x3 I I 3x4= I 1-3-0 I 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 Ina NO 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 1-3-0 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(pll) Vert:3-4=10,1-2=100 Concentrated Loads(Ib) Vert:5=-277(F) S. ����NG NtF9 s/��i �� : •640PE 9� O or -7 ORE �� C'I�',&Al RY 12?��C? °° sooto Digital Signature t EXPIRATION DATE:12-31-16 December 4,2015 • t a.... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual binding component,not a truss system.Before use.the butding designer must verity the applicability of design parameters and properly incorporate the design into the overall. T building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and:permanent bracing fl�k _"> is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication.storage,delivery,erection and bracing at trusses and truss systems,see ANSI/SP11 Quality Cdteda,DSB-89 and ICS!Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heiehis.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042161 PL15-410_UPPER F02 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 14:38:37 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdlUCG WXXaDRy_pLOHLGIEk5L_IrvsX7GsYLHaYHoxyCcwG 0-1-8 g p.��� H '0_±).H 0 l.7-112 12-0 10 43-7 12-0 1-3� Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 =5x8 I I 5x6 I I 4x6 II 5x6 II 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 42 e Lf • i ! l I ' I 1 N -4.1 u \� a�J/u�L L G G G 11 a G ��\Jj\ 2 o - e - e1e a ,e m +e -•� m �' e� I L 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 5x6 II 6x8 II 6x8=3x6 FP= 5x6 II 5x6 II 3x6 FP=5x6 II 6x6= 6x6= 1.5x3 = 6x6 = 5x6 II 11-8-3 I 10-63 1-1-1 I 23-8-0 10-6-3 7-0 11-11-13 0-7-0 Plate Offsets(X,Y)- 133:0-3-0,0-0-01,135:0-3-0,0-0-01,141:0-1-8,0-0-81,142:0-1-8,0-0.81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.19 34 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.30 34 >946 360 BCLL 0.0 Rep Stress Ina NO WB 0.29 Horz(TL) 0.06 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:208 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. _. REACTIONS. (lb/size) 41=1737/0-5-4,26=1459/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2051/0,3-4=-2051/0,4-5=-3812/0,5-6=3812/0,6-7=-5347/0,7-8=5347/0, 8-9=-5347/0,9-10=6065/0,10-11=6065/0,11-12=5950/0,12-13=5950/0, 13-14=-5686/0,14-15=5686/0,15-16=5170/0,16-17=5170/0,17-18=4309/0, 18-19=4309/0,19-20=-4309/0,2021=3117/0,21-22=3117/0,22-23=1698/0, 23-24=1698/0 BOT CHORD 40-41=0/1092,39-40=0/2962,38-39=0/4608,37-38=0/4608,36-37=0/6012,35-36=0/6065, 34-35=0/6065,33-34=0/5950,32-33=0/5950,31-32=0/5461,30-31=0/4820, 29-30=0/3743,28-29=0/3743,27-28=0/2438,26-27=0/906 WEBS 2-41=2000/0,2-40=0/1848,4-40=1755/0,4-39=0/1638,11-34=-268/0,24-26=-1676/0, 24-27=0/1526,22-27=1425/0,22-28=0/1308,20-28=1207/0,6-39=1533/0, 6-37=0/1423,9-37=-1354/0,9-36=0/258,20-30=0/1090,17-30=-985/0,17-31=0/673, 15-31=562/0,15-32=0/433,13-32=-493/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. P R 3)Refer to girder(s)for truss to truss connections. �C.Q`� Ore 4)Bearing atjoint(s)41 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity _Gj, 040INEF9 `/0 of bearing surface. �� 1. 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 cc 8 .40 P E f be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 7-5-12,and 177 lb down at 16-0-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9 OR �ON \� 4i O LOAD CASE(S) Standard Cly ye/ RY 12.2 ,V 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 QQ N 0 Uniform Loads(p8) SOO Vert:26-41=-8,1-25=80 Concentrated Loads(Ib) Digital Signature Vert:s=-sss(B)17=177(8) ( EXPIRATION DATE: 12-31-16 • December 4,2015 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. -. Design void for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual buildng coponent,not a truss system Before.use,the building designer must verify the.applicability of desigrvparameters and.properly incorporate this.design into theoverall _ _. �f -:boding design..Bracing indicated b to prevent buckling of individual irossweb-and/or chord;members only.Additional.temporary and permanent bracing- - =MiTek. - - - • -- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see.'ANSI/TPIl QuaBly Criteria,051-89 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 R48042162 PL15-410_UPPER F03 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek industries,Inc.Thu Dec 03 14:38:38 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-5T3wIwD3j IxCdRwTJxFKuBgOnGxW?FoUVEIrKNyCcwF I 1-7-0 I I 1-9-0 I Scale=1:17.8 6x6= 3x6 II 3x6 II 3x6 I I 3.6 II 3x6 II 1 11 2 34 12 5 13 6 e e d d A N e • \e Ia 10 9 8 5! 6x6= 5x6 I I / 3x6 II 6x6=- I 9-4-0 o I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 Incl NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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 stmngbacks,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 dgvice(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) AVO PROFS Vert:7-10=10,1-6=100 Concentrated Loads(Ib) '\((' G(NE (.9.-- Vert: L 4=132(F)3=132(F)2=132(F)11=276(F)12=132(F)13=132(F) I. �G,\� u s s 7 8 .40PE f OP y � ORE d O 0,5)„ RY 12•O\� OSOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Well 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 this design into the overall - - building::design.Bracing.indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and:permanent bracing - - - -Mi k... -*- - ' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding.the 7777 Greenback Lane • • fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI]Qualy Criteria,DSB-89 and BCSI Building Component 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 R46042163 PL15-410_UPPER F04 FLOOR GIRDER 2 1 IJob Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014-MiTek Industries,Inc.Thu Dec 03 14:38:39 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCtll1-ZfdlyFEh Uc33FbVRfmZR P NA2g9Qkegeku 1 OsgyCcwE 1-10-4 II 1-9-0 I 0-k8 Scale=1:41.8 3x6 FP= 3x6 FP= 1.5x3= 4x6 II 4x6 II 4x6 II 1.5x3= 1 I2 28 3 (4 5 6 7 8 {9 10 11,11 • 12 131,4) 15 16 a N LJ �� CJ m r� �� LJ �� Lj m r". LJe- a \ / ! / \ / \ / \ /-\,, 27 • o _ e• Jw a e e- A 26 25 24 23 22 21 20 19 18 17 1.5x3 II 4x8= 3x6 FP= 3x5= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 23-11-12 23-11-12 Plate Offsets(X,Y)— 127:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.18 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.28 20-21 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.74 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:159 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 25=1061/Mechanical,17=1046/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=1055/0,1-2=1080/0,2-28=-1080/0,3-28=1080/0,3-4=-2500/0,4-5=2500/0, 5-6=2500/0,6-7=3276/0,7-8=3276/0,8-9=-3416/0,9-10=4416/0,10-11=2918/0, 11-12=2918/0,12-13=2918/0,13-14=1785/0,14-15=1785/0 BOT CHORD 23-24=0/1861,22-23=0/2951,21-22=0/2951,20-21=0/3406,19-20=0/3228,18-19=0/2417, 17-18=0/971 WEBS 15-17=1373/0,15-18=0/1151,13-18=-894/0,13-19=0/709,10-19=-438/0,10-20=0/266, 6-21=0/461,6-23=637/0,3-23=0/904,3-24=-1104/0,1-24=0/1464 NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down at 2-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. Ed 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). - ' �ss ��5 NGINEF �� LOAD CASE(S) Standard 2 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,-C— 8 .40P E 9 9f Uniform Loads(plf) Vert:17-25=-8,1-16=-80 Concentrated Loads(Ib) _ Vert:28=20(B) 9 ORE lit e Clh•O�gRY i2 Z�tJ� O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 4 I wir A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/I.7473 rev.10/03/2015 BEFORE USE. l er Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the'applicability of design parameters and properly incorporate this design into the overall _ •-Wilding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent.bracing MiTek. r, is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the - - . fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality CrBeda,DSI-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sireet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042164 PL15-410_UPPER F05 FLOOR GIRDER 1 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:39 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-ZfdlyFEhUc33FbVf fmZRPNCmgIOkpdeku1OsgyCcwE I 1-2-12 I 1.5x3 I I 1 3x4= 2 Scale=1:13.2 0 0 CNI7 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 Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=74/Mechanical,3=74/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �ti,¢�6 P R ore, �� tiNGNNEF9 /O29 8 .40PE -5, ORE •NV ~° O 04, (iq RY 12•OAC? 4.1 SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I 4 immmi 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 Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,nota a truss system.Before use,the building designer must verify the applicability of design parametersand property incorporate this design into the overall building:design,&acing 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 fabricationzstorage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB7777 Greenback Lane suite 7 109 Gr -89 and ICSI Building Component _ Safety Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. uiHeights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042165 PL15-410_UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:40 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-2rBg9bFJFvBwtl4rQMHozcwNZ4eeTGNnzYnxPCyCcwD 0-11,f8 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 II N P 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 40-0 l 5-4.0 l 6-8-0 l 8-0-0 l 9-4-0 i 10-8-0 1 12-0-0 l 13-4-0 l 14-8-0 l 16-0-0 1 17-4-0 l 18-8-0 1 20-0-0 l 21-4-0 l 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 Ina' YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 23-11-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ���tit) PRQFFss ���� �NG1NRF/9 /p2 8 e40PE f y OR 'SON r.. 0-7,-, RY 12 Zo�� O SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 4 N ®WARNING-Verify design parameters and READ NOYES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mifelcaconnectors.This design is based only upon parameters shown,and is for an individual bulling component,not - a truss system.Before use,the budding designerrnust verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bung of individual truss Web and/or chord members only:.Additional temporary and permanent bracing MiTek x ,. - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1711 Quality Crfteda,056-89 and 6CSI 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 R46042166 PL15-410_UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:41 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-W212NxGx0DJnUvf1_3o1 WgSZdT_uCjdwCBWVxiyCcwC 0-Ii6 Scale=1:38.9 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 e e e e 8 e e 8 e e 9 e c m 0 e e 0 9 8 42 a 0 0 d d N A a 41 4 V a iTf% a d a a a a ;�f: 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-8-0 I 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 I 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-4-0 1 22-8-0 X23-8-01 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:111 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' OTHERS 2x4 DF Stud/Std(tlat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-8-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (lb)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,35,34,33,32,31,30,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. -\(CEO PR0 pFss ����5 NG(NEF9 ,v,,, 'Y 8 .40PE 1- y OR LON N. 0 'I'&1 RY.% ' CI 00SOONO Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 a a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. �- Design valid for use only with MiTek®connectors.This desigrc.is-based only upon parameters shown,and is for an individual building component,not - -. a truss system.Before use,the budding designer must-verify y the appricabiilify of design parameters and properly incorporate this design into the overall - budding design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MITe A - ,- 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 CrIMda,DSI-89 and BCSI Budding Component - Safely Informafon 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 R46042167 PL15-410 UPPER F09 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:42 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11_EJQaHGZnXRd62EEynJG21?fptJUx8a4QrG2T9yCcwB 2-6-0 I I 1-8-12 I I 1-8-12 I I'-r Scale=1:17.6 3x4 II 3x4= 1.5x3 II 3x6= 3x4= 1 2 3 4 5 e e- e e e 11 1.5x3 = 0 d o N d N 1.5x3 = I e J— 10 9 8 7 6 1.5x3 11 _ 3x6 = 3x5= 3x6= I 7-2-12 9-4-0 7-2-12 I 2-1-4 Plate Offsets(XV)— 11:Edae,0-1-81,15:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 7 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 9-4-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 9=118/7-4-4,8=204/7-4-4,7=999/744 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 '\RED PRppFss 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 eco ti.AGINE -NEF- /� Uniform Loads(plf) Vert:6-9=8,1-4=80,4-5=180(F=100) 2T' Concentrated Loads(Ib) Q 8 e 40 P E Vert:5=336(F) 9 ORE IIN ,..� 03. "IRYi22� c, OO SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 _ 1 A/WARNING-.Verily design parameters and.READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 51151473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and 6 for an individual building component,not - . a truss system:Before use..the building designer must verify the applicability of design parameters and properly incorporate the design into the overall IL�T - dl building design:Bracing incaterVo to prevent.buckling of individual truss weband/or chord members,onty: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/T911 Qualify Criteria,DSI-89 and SCSI Building Component Safety Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. .. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042168 PL15-410_UPPER F10 GABLE 1 1 _ _Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:42 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1_EJQaHGZnXRd62EEYnJG21?kKtK6xAr4QrG2T9yCCWB 0111 1 2 3 4 5 6 Scale=1:12.8 14 • 0y N 9 J — — — — — — 13 12 11 10 9 8 7 I 1-4-0I 2-8-0 l 4-0-0 I 5-4-0 I 6-2-12 1-4-0 1-4-0 1-4-0 . 1-4-0 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl 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 lncr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 6-2-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. `<,t�EFF � PR� 0" ,..�5 �NGjNEEAl /'?p 8 ,40PE 411, A 40 p -9 ORE • o,, C1 , (�A-0(14.Q\C? On• sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mg-7473 rev.10/03/2015 BEFORE USE. ▪ -- Design valid for use only with MtIehl•connectors.This design isbased only upon parameters shown.and is for an individual building component,not '' ,. a truss system.Before use,thebulding designer must verify the applicability of.design parameters and properly incorporate this design into the overall Wel,moi building design. Bracing indicated a to preventiauckling of indMcluai truss web and/or chord members only..Additional temporary and permanent bracing BYB1 1 •- ' - - - • 'r'. • is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 777 Greenback Lane • fabrication,storage.delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component - 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 R46042169 PL15-410_UPPER F11 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:43 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-SQtpodHBYgZUkCoQ6UgVbFXsJHZngVCDfV?c?byCcwA 0-1-8 HI 1-8-12 1 1 2-2-0 I 2-6-0 I Scale=1:39.0 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 I I 3x5= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x6 FP= 3x5= 1.5x3 I I 1 e 2 3 4 5 6 7 8 9 10 11 ° . —ia—7 e ws wNs,..-7,20 _ O a 19 R. eNN e N a M 0 il 18 17 16 15 14 13 12 1.5x3 II 3x6= 3x6 FP= 3x8= 3x5= 3x6 = 3x4= 2-2-12 1 1-11-12 2-1i1 22-0-12 1-11-12 0-14 20-2-0 1 0-1-8 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.12 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.20 14-15 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing:15-17. REACTIONS. (lb/size) 12=849/0-2-12,17=1434/0-5-8 Max Gray 12=878(LC 4),17=1434(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/411,2-3=0/411,3-4=1688/0,4-5=-1688/0,5-6=-2365/0,6-7=2365/0,7-8=-1815/0,8-9=-1815/0, 9-10=-1815/0 BOT CHORD 16-17=122/874,15-16=-122/874,14-15=0/2167,13-14=0/2232,12-13=0/1066 WEBS 1-17=-573/0,10-12=-1321/0,10-13=0/928,7-13=-517/0,5-14=0/295,5-15--642/0,3-15=0/1060,3-17=-1289/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 _(<„P'G) PR Opens Uniform Loads(Of) CO GINE Vert:12-18=8,1-11=-80 �� AGN F9 O 2 Concentrated Loads(Ib) 8 a40PE 9f Vert:1=-336(F) y ORE •N r.. 0,,:v& RY12•2 0. O0 soo_N Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 a e _ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/F7473 rev.10/01!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 desit,gn into the.overall - building design..Bracing indicated is to-prevent buckling of individual tans wets and/or chord members only.Additional temporary and permanent bracing . -m - - 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 QualityCrtiedo,DSS-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042170 PL15-410_UPPER F13 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:43 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-SQtpodHBYgZUUkCoQ6UgVbFXtmHdGgcSDNV?c?byCcwA I o-6-4.41--I 1-2-0 I I 0-8-7 4xd—I 1-2-0 I I 0-6-1 I CPI 1 2 3 4 5 4x4 = 6 Scale=1:12.9 13 d ; N — — \.3 4x4 = 12 11 10 9 8 4x4= 4x4= I 2-10-11 1 3-5-11 1 4-0-11 1 4-11-4 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)— 12:0-1-8,Edgel.f4:0-1-8,Edgel,15:0-1-8,Edgel.f7:Edge,0-1-81,110:0-1-8,Edge1,f12:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/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 BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=209/Mechanical,7=204/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-12=-314/0,5-7=306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. �� 8 .40PE 9' r , y ORE 90 t. O Li 0 S00N Digital Signature C EXPIRATION DATE: 12-31-16 - December 4,2015 __ , A WARNING+:Veriry:design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. - • R Design vand:for use only with MiTektE connectors.This design is based only upon parameters shown,and is for an individual building component,not - • u uusssystemr-efore use:the bolding-designer must verify the applicability of design parameters and.properly incorporate this design into the overall- buildirsgdesign Bracing indicated is to prevent buckling-ohindividual-truss web and/orchordmemb'ers only.Additional temporary and permanent bracing - .= iTe - 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/7P11-Qually Criteria,DSB-89 and BCSI Building Component Suite 109 . Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heic tds,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042171 PL15-410 UPPER F15 FLOOR 1 1 l Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:43 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-SQtpodHBYgZUkCoQ6UgVbFXrvHbWga4DfV?c?byCcwA I °'6'4 I I 1-2-0 1 1 13 .7 1 1 1-2-0 1 1 1-5-1 I 2-6-0 I Scale=1:16.4 1.5x3 I I 4x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 454= 4 5 6 7 ee J e 0 d N , / ee ee 354= 13 12 11 10 9 8 1.5x3 II 1.553 II 4x4= 4x4= 354= I 2-10-11 1 3-5-11 1 4-0-11 1 8-2-12 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)— [2:0-1-8,Edge],[3:0-1-8,Edge],[9:0-1-8,Edge],[10:0-1-8,Edge],[13:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=380/0,4-5=-380/0,5-6=-380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 4-10=262/0,2-13=620/0,3-10=0/446,6-8=-437/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �5<( tJG P EFq s�0 —m.� 29 8 e40PE r 9 OR 410N .::' 0/y &q RY 12 ? -\-\ O SUON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MiTekm 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 theapplicability of design parameters and properly incorporate this design into the overall - -.. T .,,4_ >: .building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members'only.Additional temporary andpermanent bracing _ iM ilek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,051-89 and SCSI Building Component - Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 108 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042172 PL15-410 UPPER F16 FLOOR 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:44 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-wcRB?zIgJ8iLLMNcfCMk8S41 thuiPuMNu919Y1 yCcw9 1 2-5-8 ii 2-6-0 I Scale=1:40.5 1.5x3 II 4x5= 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP= 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 0 0 0 N...- e e a n No- 18 17 16 15 14 13 12 1.5x3 I I 4x8= 3x6 FP= 3x5= 3x5 = 3x8= 3x4= I 23-2-8 I 23-2-8 Plate Offsets(X,Y)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.20 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.33 14-15 >837 360 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=1015/Mechanical,12=1015/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=1009/0,1-2=1276/0,2-3=1276/0,3-4=2808/0,4-5=2808/0,5-6=3111/0,6-7=-3111/0,7-8=-2188/0, 8-9=-2188/0,9-10=2188/0 BOT CHORD 16-17=0/2177,15-16=0/2177,14-15=0/3100,13-14=0/2791,12-13=0/1252 WEBS 10-12=-1552/0,10-13=0/1159,7-13=-748/0,7-14=0/396,5-15=362/0,3-15=0/782,3-17=-1117/0,1-17=0/1576 NOTES 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���Ep PR OFFss ,NJ �tJGINEF9 i0, 444 .40PE T' 410111" ilr y�ORE �4101, � O O,yOCigRV i2.OAC? O SOON Digital Signature I EXPIRATION DATE: 12-31-16 December 4,2015 A I N A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIb7473 rev.10/03/2015 BEFORE USE. -Design valid for use only with MiTekO 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 the design into the overall -. .1selding.design.Bracing- indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing wet -:r ,- . is - 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/Till Quatily Criteria.DSI-89 and ICSI 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 R46042173 PL15-410_UPPER F17 Floor ig 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:45 2015 Page 1 p. ID:c53KNt9S8dZANgLpvMEnZkyCd11-Op_ZDJJS4SgCzWypDvtzggdBN5DT8MGWBpUi4TyCcwB 17-41 2-6-0 i 0-'+,i8 Scale=1:40.7 4x6= 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 it 9 2 o o NN .7 NN 7 NN 7 N. : 21 N N. / N \ / o w - 20 MI 19 18 17 16 15 14 13 4x4 = 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4 = 0-ir23-11-12 23-10-4 1 8 _Plate Offsets(X,Y)- (19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress Ina YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4,19=1043/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1581/0,3-4=-1581/0,4-5=3040/0,5-6=-3040/0,6-7=-3266/0,7-8=3266/0,8-9=-2265/0,9-10=2265/0, 10-11=2265/0 BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,14-15=0/2907,13-14=0/1291 WEBS 11-13=1600/0,11-14=0/1207,8-14=-796/0,8-15=0/444,6-16=314/0,4-16=0/731,4-18=-1077/0,2-18=0/1492, 2-19=-1125/0 NOTES- 1)Alf 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. -e%. 1 PR5% 2 `z 8 s40PE �f` O -7 ORE •N t.� O�S+Z�'gRY 12 2 0 ©O 80014 0 Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 6 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB.7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTekm connectors.This design is based only upon parameters shown.and.Is.for an individual building component,not t - o truss system.Bei ore:use,the building designer roust verify the applicability of design parametersand properly incafporate?his design into the overall • ■,� building design,Bracing indicateda te-preventbuckling of individual truss web and/or chord:mernbenanly.Additional temporary.and pemianent bracing - [Ville 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 Quaily Criteria,DSI-89 and BCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042174 PL15-410_UPPER F18 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:45 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-Op_ZDJJS4SgCzWypDvtzggdBU5Df8M7W6pUi4TyCcw8 0.1-B 1313 2-6-0 I Scale=1:40.1 6x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 07. 27 9 e e 7 7 20 il o N 9 e 19 18 17 16 15 14 13 6x6 = 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-8-0 I 23-8-0 Plate Offsets(X,Y)— 119:Edae,0-1-81,119:0-1-8.0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.21 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.35 15-16 >803 360 BCLL 0.0 Rep Stress Ina YES WB 0.77 Horz(TL) 0.07 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1032/Mechanical,19=1027/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1461/0,3-4=1461/0,4-5=2950/0,5-6=-2950/0,6.7=3206/0,7-8=-3206/0,8-9=2235/0,9-10=2235/0, 10-11=2235/0 BOT CHORD 17-18=0/2345,16-17=0/2345,15-16=0/3219,14-15=0/2862,13-14=0/1276 WEBS 11-13=-1581/0,11-14=0/1188,8-14=-777/0,8-15=0/426,6-16=-333/0,4-16=0/750,4-18=-1095/0,2-18=0/1511, 2-19=-1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Bearing at joint(s)19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 0.0 PROPer, �\�,�F ANG N FR `4<2. kr- 8 '40PE �c--- i1 y ORE •N ()r.. O"5, RY j2,`Z C? °° soot o Digital Signature EXPIRATION DATE: 12-31-16 3 December 4,2015 e ®WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB-7473 rev.10/0312015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual binding coponent,not • p,truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this designminto the overall , '! .:. -building design:.Bracing indicated is to prevent buckling:of individual 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/TM1 Quail*Criteria,051-89 and ICSI Building Component 7Suit777 109 Solely Information available from Truss Plate Institute,216 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042175 PL15410_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 14:38:46 2015 Page 1 ID:c53KNt9S8dZANg LpvM EnZkyCd l l-s?YxQfK4rty3bgX?ndOC Dt9PJU h2t_rfLTEGcwyCcw7 Scale=1:18.7 1 2 3 4 5 6 7 8 9 10 oto of a to o a to o Ip a d N N e P O • O O O Q a 20 19 18 17 16 15 14 13 12 11 I 11-4-8 11-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress 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 11-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. • ,`?E13 PR oFFss ��5 NG)NEFR /O 2 �w 8 e40PE of - OR Or +. '4'0 4RYi2-`.• 0 �0 SOON o Digital Signature 1 EXPIRATION DATE:12-31-16 December 4,2015 t .r 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. . { Design valid for use only with Mitek®connectors.This design is based only upon parametersshown,and is for an individual building component,not .0 truss system.-Beforeuse,the building designer must verify the appiicabilityof-design parameters and properly incorporate this design into the overall ._ - building design.-Bracing indicated is to prevent buckling of individuaftreaswebandfor chord members only.Additional temporary and permanent bracing; .---yMITek 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/IPll Quality Criteria,DSII-(19 and SCSI landing Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042176 PL15-410_UPPER F21 Floor 3 1 Job Reference(ootiona) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:46 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCd l l-s?YxQfK4dy3bgX?ndOC Dt9NOU hHtyfLTEGrwy Ccw7 1.5x3 I i 0-7-12 1 2-6-0 1.5x3 II 1 2 4x4= 3 Scale=1:13.0 J L g 5 4 4x4= 3x4= D 1 3412 I 0�1-A 3-3-4 Plate Offsets(X,Y)— 15:Edcie,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=144/0-1-8,5=144/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ...N. G P N6'. - 0/1S�p2 �� 8 .40PE 9c--- -7 OR LON +.. 0y0 i✓q RY'12--20�� O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 rr A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE IAN-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 art individual building m coponent,not a truss system.Before use,the bolding designer must verify the appliicabi rty of design parameters and-properly incorporate this design into the overall ■■Tek _ - - -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 fabrication,storage,delivery,.;erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualfy Cnleria,DSI-89 and BCSI Building Component 7p'�T7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Suite 1e9 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-410_UPPER F22 Floor 2 1 Job Reference(ootjonal) 848042177 Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:46 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-s?YxQfK4dy3bgX?ndOCDt9NJUeOtvyfLTEGcwyCcw7 I 1-3-12 1 2-6-0 1 Scale a 1:24.9 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1W 2 3 4 5 6 7 O _ _ Le 0 10°7-NIIII- N e 11 r• 1�� 10 g 3x4= 3x5= 3x5 = 354 = 011118 14-3-12 0.8 14-2-4 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/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 Inc- YES WB 0.35 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=977/0,3-4=977/0,4-5=1120/0,5-6=1120/0 BOT CHORD 10-11=0/427,9-10=0/1189,8-9=0/719 WEBS 6-8=-891/0,6-9=0/497,4-10=264/0,2-10=0/682,2-11=721/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� . >640PE rut' 410, f� 4110 -I ORE I. 1 r.() OO N SOOO Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 b - e AWARNING-Verify design parameters and READ NOTES ON THIS-AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and 4 for an individual building component,not 11011 . a truss system.Before use,the butding designer must venf ttse applicability of design parameters and properly incorporate this design into the overall 'bulding design. Bracing indicated 4 to prevent buckling of individuahhuss web and/or chord-members-only.Additional temporary and permanent bracing Wok' - -- -- is , .-is always required for stability and to prevent coikspse 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/TPIt QualityCriteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety InformaBon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 ... Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042178 PL15 410 UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mrrek Industries,Inc.Thu Dec 03 14:38:47 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-KB6Jd?Kic34wCg6BLKvR15iXiuxecJLpa7zp8MyCcw6 I 1 2-6-0 I 0-k8 Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 e e s a e 1 a 20 d a a ill 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5= 3x8 = 3x4= I 21-6-12 I 21-6-12 Plate Offsets(KY)— I1:Edae,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 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (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=2170/0,45=2170/0,5-6=2686/0,0.7=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,co not erect truss backwards. -.N.. ,Co G N FR s/�2 �� 8 .40PE -7_ 7OREsoN0r.. 0 &xiRY i2 2 \C? 00SOONO Digital Signature C EXPIRATION DATE:12-31-16 December 4,2015 ea A ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeks6 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 11111 _ building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing- i,.. 1- MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.Far general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII QuaSy Crtleda,051-89 and SCSI Wading Component - 7 77777 7 GrGr Safely Informalfon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus 1099ialds CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042179 PL15-410_UPPER F24 Floor Gimer 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.This Dec 03 14:38:48 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdt1-pOgirKLKNNCngzhOu2QglIFgEIMgLs5ypnjNhoyCcw5 0-1-8 HI 1-8-12 1 1 2-0-8 1 2-6-0 I Scale=1:38.6 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x4= 3x4 I I 1 2 3 4 5 6 7 8 9 10 11 e a a .e. 20 a —/1' NINN, Ns.......NN, — gN a 7 7 19 i a 18 17 16 15 14 13 12 1.5x3 I I 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x6= 1 2-1-4 1 22-4-12 1 2-1-4 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina NO WB 0.18 Horz(TL) -0.00 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:117 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 20-5-0. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)12 except 13=489(LC 4),14=451(LC 4),15=417(LC 4),17=1052(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/496,2-3=0/497 BOT CHORD 16-17=301/21,15-16=301/21 WEBS 2-17=-303/0,1-17=-694/0,3-15=111/271,3-17=-364/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard `�RE� PR QFF(96%-- Un �, 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 :NG)Nr- /Q Uniform Loads(plf) 2 Vert:12-18=-8,1-2=180(F=100),2-11=-80 9 Concentrated Loads(Ib) 8 a 40 P E r Vert:1=336(F) y ORE NoN1 r.. OO SOON %..1 Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the butding designer must verify the applicability of design parameters and properly incorporate this design into the overall 6�� _ budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord membersonfy.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/W11 Quality Criteria,DSR-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314- Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042180 PL15-410_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 14:38:48 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-pOgirKLKNNCngzhOu2Qgl IFkOINSLuKypniNhoyCCW5 0-k8 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 e a q e er n a o 0 0 o O a e a e g 38 0 d N N 3 e 0 o 0 F o e o Si 0 0 37 .AAAA2vCXX)vC xxxx )VxxxxxxAAx) xxxAA x7vA AA 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= i 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 i 13-4-0 I 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-6-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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/TP12007 (Matrix) Weight:100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 21-6-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ,..1,- OA N o'9 s, �� 9 8 a OPE 1' MO Co' '14/4R E ON opo OyfiY i 2? \-\0. 00 SOON Digital Signature • L EXPIRATION DATE: 12-31-16 December 4,2015 r_.. Y ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. x Designy only designerverify is.based only upon parameters shown,and is for an individual budding component,not valid for use with M7ekt9 connectors.This deli n- d a truss system.Before use,the budding .must the applicability design parameters and properly incorporate the design into the overall . ' - -- • - - building design. Bracing indicated is to prevent buckling.ofindividual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. - . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIt QuaMy Criteria,051-89 and SCSI Beading 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 R46042181 PL15-410_UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Thu Dec 03 14:38:49 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-HaE42gMy8gKeS7GaSIxvrWnsCib64AU61 RSwDFFyCcw4 1 1-0.4 1 2-6-0 I a9ry Scale=1:41.5 4x6= 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 //////` N V N I7 7NNa 21 d a e - - 13\e11, 20 19 18 17 16 15 14 213S 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 0-lr8 24-4-12 I 04.8 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 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. �� 8 >,40PE pf tiri y ORE It >\:' 0y�Uq RY 12 2�N4 °° SOON ° Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE ^- Design valid.for use only with MTekm connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall - - budding design Bracingindicated is to prevent buckling of individual truss web and/or chord members-only.Additional temporary and permanent bracing' • ,-MiTek" - - -, is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qually 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 R46042182 PL15-410_UPPER F27 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1amoSGONau_SV3HrrnOST8NjK3g6?vpkOFG5CTIhyCcw3 I 1-7-4 I 2-3-0 I 178 Scale=1:23.3 1.5x3 II 1.5x3 = 1.5x3 II 3x4= 1.5x3 H 3x4= 1.5x3 II 3x4= 1.5x3 = 1 2 3 4 5 6 7 13 4 O X— Z-Nit' — , a= N X� a e Ce 12 . 1 d 10 9 81 3x4= 3x5= 3x5 = 3x4= I 13-5-12 I 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . RFACTIONS. (lb/size) 8=582/0-5-4,11=582/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-888/0,3-4=-888/0,4-5=-958/0,5-6=-958/0 BOT CHORD 10-11=0/463,9-10=0/1038,8-9=0/608 WEBS 6-8=783/0,6-9=0/450,2-10=0/546,2-11=697/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. 0 PROPe��`kss ��5 NGjNE€9 /py 8 m4-OPE c- dillr i 9 ORE �� 03, (igpi,Y 12?O�C? O SOON Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 A SIMON ®WARNING-Verify design pa7ametersand READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. - Design valid for use only with Niffekalconnectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system Before use_the building.designerr mustverify.theapplicabilityof design parameters and properly Incorporate this design into the overall •. -- building design. Bracing indicated is to.preventbuckling of individual truss web.and/or chord mensberronly.Additionol temporary and permanent bracing - -Tek ^,.•- -- . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback I ane fabrication,storage,delivery,erection and bracing of.trusses and truss systems,see ANSI/TP11 Quality Criteria,DS6-89 and SCSI Building Component Suite Greenback Safety Information 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 PL15-410 23 1 UPPER F28 FLOOR SUPPORTED GABL R46042183 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZA NgLpvMEnZkyCdl l-ImoSGONau_S V3HrmOST8NjK5d621 po LFG5CTIhyCcw3 I 1-0-8 1.5x3 I I 1 3x4= 2 Scale=1:13.2 0 0 N ••♦♦.•♦♦♦•.♦.•��•♦ 4 v- 1.5x3 I I 3x4= 1-3-8 D()•-3 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 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 1-3-8 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. ��R EO P R QFfiss 7oN \5, 8 .,4OPE r• tri -v ORE . r.. try.V'1 RY 12-I, 0. �° SOON O Digital Signature ( EXPIRATION DATE: 12-31-16 December 4,2015 N 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 Welt®connectors.This design is based only upon parameters shown,and is for an individual building component,.not , a.truss system.Before.use,the bding 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 perrnanerrtbracing. - MiTeke _ _ 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/T191 Quality Criteria,DS8-89 and SCSI Buflding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042184 PL15410_UPPER F29 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-ImoSGONau_SV3Hrm0ST8NjK5k622poLFG5CTIhyCcw3 1 0-10-12 I 1.*ox3 II 1 3x4= 2 Scale=1:13.2 4 N • Vt 4 ..yi 1.5x3 II 3x4= p 1-1-12 04 3 1-1-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Lid 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 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) 4=28/1-1-15,3=28/1-1-15,3=28/1-1-15 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���<0�NGPNO'4S t� /'...40 P E ��- L., OREG• Q.N.AO OA , O 04RYi2•O� O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 I + r..— ®WARNING Ydrily-design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. - - - Design valid for use only with Miteke connectors.This design is based only upon parameters shown,and is for an individual building component,not a Truss system.Before use,Thebvlding-designecmust verity the applicability of design parameters and properly incorporate this design into the overall- - building-design.•Bracing indicated 6 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 reenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/11M1 Quality Criteria,DS6-B9 and BCSI Budding Component -- 7777 re 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 R46042185 PL15-410_UPPER F30 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 _ I D:c53KNt9 S8dZANgLpvMErizkyC dl1-ImoSGONau_SV3 H rmOST5N;K5x624poLFG5CT IhyCcv3 1.5x3 II 1 4x4= 2 Scale=1:13.3 L C 4 3 1.5x3 II 4x4 = 0-9-12 1 OD-0 0-9-12 Plate Offsets(X,Y)— I1:Edae,0-1-81,f3:Edge,0-1-81 LOADING(pst) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 oc puriins, 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. ��RED P R OFFtSs r�5 �NGINEFt9 A- 2 >640PE "71- r y ORE r.. 0 '/V. RY A2-(?J 0.00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 • December 4,2015 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2018 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a inns system.Before use,the building designer must verify theapplicability of design parameters and properly incorporate this design into the overall - - _-.budding dessgn.Bracing indicated into prevent buckling-of individual truss web and/or chord members only.Additionabtemporar¢.andpermanent bracing--- Ile�C 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 Quaily Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 31.2,Alexandria,VA 22314. • Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042186 PL15-410_UPPER F31 FLOOR SUPPORTED GABL 1 1 Job Reference(optionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc..Thu Dec 03 14:38:51 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-DzMgTMNDflaMhRQyaA_NwxtGNVOGYFbPVIy117yCcw2 I 1-0-8 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 4 ♦♦♦•♦•••• ..♦ 4 .Sq. .S'. 1.5x3 II 3x4= 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°/0E 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. '\((- PROFFss •44 17 : r640PE t' 4111, p 9 ORE 1. 1 O Cyo& RY 12 O`JC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 I 0 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE WI-7473 rev.10/03/2015 BEFORE USE11111111111* Design validfor use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not _. a huss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall a• building design.:Bracing indicated is toprevent buckling of individual truss web.and/or chord members only.Additional temporary and.perrnanentbraoing 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/T711 Quality Criteria,051-89 and ICSI Building Component - 7777 Safely Informaion available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite e 109 HeiohLs.CA 95810 _. Job Truss Truss Type Qty Ply POLYGON R46042187 PL15-410_UPPER F32 Floor Supported Gable 1 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Thu Dec 03 14:38:51 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyCd l l-DzMgTM N DflaMhRQyaA_NwxtGOVODYF3PVly 117yCcw2 1 2 3 4 Scale=1:13.0 _ — _ L N r . . . 8 7 6 5 I 3-7-0 3-7-0 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 Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (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. ���Ep PROpe co �GNGiNF�9 /o 2 �f 8 e40PE 9f- ORE r.. 9 °tiy�q R Y 12.2��� OD SOON o Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEO(REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ekm connectors..This design is based only upon parameters shown,and is for an individual building component,not . a truss system-Before use,thebuilding designer must verify the applicability of design parameters-and properly incorporate the design into the overall - - - ,building design:-Bracinglndicated&to prevent buckling of individual truss web and/orcl ordanembers-only,Additional temporary and permanent bracing Mi Tek c- •.,- is always required for stability and to prevent collapse with possible personal injury pgguidance• and properly damage. For general dance regarding the 7777 Greenback Lane • fabrication,storage,defrveryr erection and bracing of trusses and truss systems,see ANSI/TPIl Qually Criteria,DS6.8$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 R46042188 PL15-410_UPPER F40 Floor Supported Gable 3 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:51 2015 Page 1 ID:c53KNt9SBdZANgLpvMEnZkyCdl1-DzMgTMNDfIaMhRQyaA NwxtGGVOGYFbPVIy117yCcw2 1 D-9-12 1 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 d 0o N N Nr 1.5x3 II 3x4= I 1-0-12 I 1-0-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code 1BC2012/TPI2007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-0-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=52/1-0-12,3=52/1-0-12,3=52/1-0-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<, .D P R OFFss —,!\5 tNGINE�9 /O* 8 a40PE r 11-y ORE +.IF 0C�4, (ig RY19-OO•C? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 a a ®WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473rev.10/03/2015 BEFORE USE Not Design valid for use only with Mnekm 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 thisdesign into the overall - building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPit Qualify 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 Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042189 PL15-410_UPPER F41 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:52 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-h9wChiOrQbiDJb?97tVcS8PQAvkPHirYjPhagZyCtw1 I 1-3-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 d N .♦♦♦♦♦♦.♦♦.♦♦.♦♦...�. 1.5x3 II 3x4= I 1-6-8 I 1-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-8 oc pudins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=78/1-6-8,3=70(1-6.8,3=78/1-6-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or fess 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. �,�E'D P R OFFsLS' ��� .8:GINEF9 �o 2 _45; � >.40PE yf` y ORE •.N,72,..� Cy��q RY 12 �C? 00SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 r, ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the binding designer mus}verify the applicability of design parameters and property incorporate ihu design into the overall :building design.-,Bracing indicated is to prevent buckling of individual truss weband/or-chord members only.Additional temporary and permanent bracing ._.r 1'r MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPcity Criteria,DSB-89 and BCSI Building Component 11 Qu 7777 Greenback Lane SafetyInformation available from Truss Plate Institute,218 NSuite 108.Lee Street,Suite 312.Alexandria,VA 22314. - Citrus Heights.CA 95610 Mil116. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Propertyama Personal Injury /4 I I (Drawings not to scale) Damage or offsets are indicated. g r��= 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. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 1/T e 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I c. p bracing should be considered. 3. F Never exceed the design loading shown and never ritillor O stack materials on inadequately braced trusses. a -5 IILIPII 4Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 6-7 O- . designer,erection supervisor,property owner and plates 0-14g'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In Millet(20/20 NUMBERS/LETTERS. software or upon request. 8. Unlehallss not exceese noted,d 19%at timleture content ofof fabrication.lumber PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that e Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. 41 truss unless otherwise shown. by text in the bracing section of the 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 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. NM NMI reaction section indicates joint 17.Install and load vertically unless indicated otherwise. jut ® ( number where bearings occur. ` Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. SDesign pfor Bracing. I\lIl � eBCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 Job Transmittal MiTek USA Inc. 1111111111101111111 250 Klug Circle, Corona, CA 92880 (951)245-9525 Fax(951)273-0040 Transaction ID: 418660 TO: PACIFIC LUMBER& TRUSS DATE: 3/11/2015 ATT: Bob Cairns Drawings Repairs Sequence #'s Description 69 0 6203100-6203168 5019-D POLYGON2 -5019-D POLYGON Transmittal Notes: Design Notes: FTP:418660.zip 3/11/2015 9:58:07 AM Page 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-08 GIRDER SUPPORTING 40-00-00 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 72 2-10=(-1674) 7816 10- 3=(-1410) 6444 7-15=(-6510) 1454 2x6 KDDF #1&BTR T2 2- 3=(-10392) 2284 10-11=(-2976) 13558 10- 4=(-8518) 1930 15- 8=(-1600) 7282 BC: 2x8 KDDF SS LOADING 3- 4=( -7816) 1752 11-12=(-3640) 16458 4-11=(-1412) 6334 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-14262) 3212 12-13=(-3604) 16352 11- 5=(-3160) 726 2x4 KDDF #16BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 5.5" V5- 6=(-16686) 3770 13-14=(-3604) 16352 5-12=( -458) 2058 2x8 DF SS B; BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V6- 7=(-13680) 3084 14-15=(-2890) 13148 12- 6=( -134) 1118 2x4 KDDF STUD C BC UNIF LL( 475.0)+DL( 343.0)= 818.0 PLF 7'- 0.0" TO 20'- 0.0" V7- 8=( -8756) 1986 15- 9=(-1908) 8756 13- 6=) -432) 2098 BC UNIF LL( 0.0)+DL) 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 5.5" V8- 9=(-11632) 2580 6-14=(-3730) 834 TC LATERAL SUPPORT <= 12"0C. UON. 14- 7=(-1042) 4764 BC LATERAL SUPPORT <= 12"0C. UON. ADDL: BC CONC LL+DL= 3777.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1577/ 7108V -65/ 73H 5.50" 11.37 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 20'- 5.5" -1975/ 8881V 0/ OH 5.50" 14.21 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' OVERHANGS: 12.0" 0.0" ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" J,- nails staggered at: MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" ** HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.132" @ 8'- 11.6" Allowed = 0.977" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.360" @ 8'- 11.6" Allowed = 1.303" 6" oc in 2 row(s) throughout 2x8 bottom chords, XX, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.034" @ 20'- 0.0" MAX HORIZ. TL DEFL = 0.074" @ 20'- 0.0" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3-08-11 13-00-02 3-08-11 Wind: 140 mph, h=20.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T 1 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-08-11 2-01-09 2-09-13 2-11-09 2-11-09 2-04-09 3-05-11 load duration factor=l.6, T T T 1' T T ( T Truss designed for wind loads 12 12 in the plane of the truss only. 10.00 7 M-5x10 M-6x8 M-3x5 M-3x10 M-5x6 M18HS-5x16Q 10.00 ,// 4 5 6 7 T2 M-5x16 (--) - _ I I 1 1 1 1 B s 0-, 4-, Or _ _ . I 1 10 11 12 '� 13 14 15 - 9 �I c, M-6x8 M-7x12 0.25" M-3x8 M-6x8 M-6x8 .** MSHS-9x18(S) .1 ). 1,3777# y , , , 3-05-11 2-08-01 2-09-13 2-08-01 2-08-01 2-08-01 3-05-11 ,l y b 1-00 20-05-08 Rid PROik. JOB NAME : 5019-D POLYGON - Al ,5 ��G1Nee /© Scale: 0.2948 �� C �r r. WARNINGS: GENERAL NOTES,unless otherwise noted: s �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss• Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: BS is the res onsiG of the erector.Additionalpermanent brad of 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by v 4n P Nb' n9 continuous sheathing such as pywooding(TCand/or drywall(BC). 1' OREGON ON DATE: 3/11/2015 the overaN structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing requireduiredwhere shown++ G 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor.corrosive environment, tN AIRY fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a Y design bads be applied to any component. and are for"dry condition"of use. n TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if / /�u t1 F*` necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIII 11111 11111 VIII 11 VIII VIII 0111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincidentwith joint center lines. ( �REs: 12/31/2016. 9.Digits Indicate size of plate in inches. M(Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 11101111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-68) 42 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -53/ 293V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -67/ 64V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1_11_11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.066" MAX BC PANEL LL DEFL = 0.003" @ 1'- 9.3" Allowed = 0.142" 12 MAX TC PANEL TL DEFL = 0.003" @ 1'- 3.7" Allowed = 0.196" MAX BC PANEL TL DEFL = -0.002" @ 1'- 11.9" Allowed = 0.189" 10.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 3 -r NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting ' system and components and cladding criteria. 1' Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), of load duration factor=l.6, o Truss designed for wind loads o t in the plane of the truss only. N ni ,,/- 1 /- I O l M-3x4 y ), y 1-00 3-09 'PROVIDE FULL BEARING;Jts:2,3,41 • PR JOB NAME : 5019-D POLYGON - AJ1 `��� iN4. s Scale: 0.6897 �G�G�OpN �R �0� WARNINGS: GENERAL NOTES,unless otherwise noted: 7C7 t" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ;I"* 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). Q^_OREGON 's �„ DATE: 3/11/2015 the overall structure is the responsibility at the building designer. 3.a Impact bridging or lateral bracing required where shown++ IV () 4.No load should be applied to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. G 2 SEQ. : 6203101 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9 ABY n 5 design bads be applied to any component. end are for"dry condition"of use. y14' `�1 TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 0.Design assumes full bearing at at supports shown.Shim or wedge if Pa u L ("i necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided, 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPIANfCA in BCSI,copies of which will furnished upon request, it coincide with jointfcenter lines. EXPIRES: 12/31/2016 9.Digits Indicate of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDE #1&BTR SPACED 24.0" O.C. 2-3=(-91) 73 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PSF 0'- 0.0" -3B/ 325V -42/ 127H 5.50" 0.52 KDDF ( 625) 3'- 6,2" 0/ 95V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -72/ 104V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 . MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" 10.00 F,77. 3 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX TC PANEL LL DEFL = 0.032" @ 2'- 3.7" Allowed = 0.286" MAX TC PANEL TL DEFL = 0.030" @ 2'- 3.7" Allowed = 0.928" MAX HORIZ. LL DEFL = -0.001" @ 3'- 8,2" MAX HORIZ. TL DEFL = -0,001" @ 3'- 8.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 1 Design conforms to main windforce-resisting ' o system and components and cladding criteria. 1 co cc Wind: 190 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M .--./- 1 --.f1 0 1, ►' 4►1 1 M-3x4 1 1, / / 1-00 3-09 0-02-11 PROVIDE FULL BEARING;Jts:2,4,3I .�- R PQp JOB NAME •. 5019-D POLYGON - AJ2 Scale: 0.6431 4.‘.c;,, ,� t‘.,, iN��9 /°,p WARNINGS: GENERAL NOTES,unless otherwise noted. Q e re 78 E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss• AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.sucha respectively unless braced throughout theirby j► OREGON 's continuous sheathing such asplywood sheathing(TC)s and/or tl HB i• ZO V.' DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ V 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. . Al to {J y_ SEQ. : 6203102 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, r7 44j TRANS ID 418660 design bads be applied to any componentassnand are for"dry conditions g use.supports g y� • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all su hs shown.Shim or wedge if pa UL `'` fabrication,handlin,shipment and Installation of components. necessary. 9 P Po 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center E0111 VIII VIII 1111111111111111 IIIVIIIVIIIIIIIIII TPIMlrCA in BCSI,copies of which will be furnished upon request. git coincidewith jointae center lines. EXPIRES:12/31/201.6 9.Digitsindicatesize ofplateIn inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIII 1 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 11103TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x9 KDDF N16BTR SPACED 24.0" D.C. 2-3=(-215) 181 3-9=( -61) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -17/ 312V -66/ 185H 5.50" 0.50 KDDF ( 625) LL = 25 PSP Ground Snow (Pg) 3'- 6.2" 0/ 90V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -146/ 222V 0/ OH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -35/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 10.0" Allowed = 0.286" ') MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.9" Allowed = 0.428" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" 10.00 7 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. ) IWind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, t Truss designed for wind loads in in the plane of the truss only. m o c/- ►� 510- 1 -, 1 ,M-3x4 ,1 y y 1-00 3-09 2-02-11 'PROVIDE FULL BEARING;Jts:2,5,3,9' JOB NAME : 5019-D POLYGON - AJ3 �tigEo � 4.t., �5 �C''�N'��" /O Scale: 0.5166 �� �` p R 1- WARNINGS: GENERAL NOTES,unless otherwise noted: •x 78 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ,# Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters end proper / �.,,• 2.2x4 compression web bradng must be Installed where shown+• incorporation of component is the responsibility of the building designer. :I°T at,x /` -a -- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS n and at 1a'hin suchrespectively dss braced(TC)and their length9A.OREGON 40 is the responsibility of the erector.Additional permanent bracing of 2'o.c.continuous and sheathing ong such as plywood sheathing(TC)throughout and/oruldrywall(BC).ngthby �Y ! DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fQ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. U n V SEQ. : 6203103 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 9,9 N Y 1 design loads be applied to any component. and are for"dry condition"of use, n 5.CompuTms has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if rA U L r, TRANS I D: 418660 fabrication,handling,shipment and installation of components. ecessary. 7.Designlaesassumes adequate drainage i of sa. 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 1111111111111111111111 TPIANfCA in SCSI,copies of which will be furnished upon request. Digit coincide with jointf ain nche. ( �RES: 2I31IZO16 9.Digits indicate size ofplate in inches. Mu ck USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-302) 267 3-4=( -98) 69 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12,0" 2.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -10/ 297V -B6/ 232H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -207/ 305V 0/ OH 1.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -83/ 118V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX TC PANEL LL DEFL = 0.007" @ 2'- 2.3" Allowed = 0.286" MAX BC PANEL TL DEFL = -0.005" @ 1'- 11.9" Allowed = 0.189" MAX HORIZ. LL DEFL = -0.003" @ 7'- 8.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 7'- 8.2" 10.00 7 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. c, Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, j) r inuss thedplaneed offor thewloads truss y' co if- 1 M-3x9 1 )' 1' b 1-00 3-09 9-02-11 'PROVIDE FULL BEARING;Jts:2,5,3,4] ��R,VO PROF,6 JOB NAME : 5019-D POLYGON - AJ4 c•� ��'�`iN �9 4., Scale: 0.4264 44,1 '�,1 WARNINGS: GENERAL NOTES,unless otherwise noted: Q s i 78 ®E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss• AJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. id 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v" h Po y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -5'A OREGON '' DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �, WO 2Q T 4.No bad should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. f non-corrosiveSEQ. : 6203104fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, 9 RY 1 ' -L design bads be appied to any component. and are for"dry condition"of use. - '/ ‘;\ �l TRANS I D: 418660 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If pA V L fabrication,handling,shipment and installation of components, Design . 9po 7.Design assumes adequate drainage is provided, 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center C IIIIII 11111 HE VIII I III VIII 101 HI TPIMIfCA in BCSI,copies of which will be furnished upon request. git coincidendtwith joint centernche. EXPIRES: 12/31/2016 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) II 1 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-3B8) 351 3-4=(-214) 168 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -66) 30 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -13/ 303V -111/ 296H 5.50" 0.48 KDDF ( 625) 3'- 6.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -200/ 277V 0/ OH 1.50" 0.35 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -162/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) 9'- 11.7" -29/ 47V 0/ OH 1.50" 0.07 RUDE ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" r MAX TC PANEL LL DEFL = 0.005" @ 1'- 10.0" Allowed = 0.286" MAX BC PANEL TL DEFL = -0.009" @ 1'- 11.9" Allowed = 0.189" MAX HORIZ. LL DEFL = -0.005" @ 9'- 10.9" 4 MAX HORIZ. TL DEFL = -0.005" @ 9'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 12 10.00 2 0 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, o Truss designed for wind loads oo 1in the plane of the truss only. 3 4 M r-1 rn O t z 6►z. CD M-3x4 b J' ), b 1-00 3-09 6-02-11 PROVIDE FULL BEARING;Sts:2,6,3,9,51 JOB NAME : 5019-D POLYGON - AJ5 �\A p�©�F �5<< ��1NSFStS' Scale: 0.3637 tt✓, p CC� WARNINGS: GENERAL NOTES,unless otherwise noted: I:t 78 E 91` 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: AJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. " ... .- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "7 OREGON °'s DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �/ 7r SEQ. : 6203105 fasteners are complete and at no time should any loads greater than s.Design assumes trusses are to be used in a non-corrosive environment, 9 `�R}� 15 � T TRANS ID: 418660 design bads be applied to any component 8.Design essumand are for esctulldlbeadn of all supports 1,9 -4 AUL 5.CompuTrus has no control over end assumes no responsibility for the 9 9 pports shown.Shim or wedge if �A U L `a fabrication,handling,shipment and Installation of components. necessary. 6.This design Is furnished subject to the limitations set forth7.Designlatesassumes adequateatedon drainagehcIso truss,a. 111111111111111111111111111111111111111111111 g M by 8.Plates shall be located both faces of truss,and placed so their center TPIMlTCA in BCSi,copies of which will be furnished upon request. git coincidendictwith Joint tecenter lines. �R ES: 12/31/2016 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111111 This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 5-03-05 FOR 3-08-12 SETBACK Refer to CompuTrus rafter detail for complete specifications, LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE SUPPORT 12 7.07 PROVIDE SUPPORT M-5x8 2x4 DF #166TR M-3x6 ��� PROVIDE )0111 ' SUPPORT ,ei,e0ooiooVo M-3x6 M-3x6 M-3x8 0 INN t 0 b b 5-01-13 J, y ), y b 1-07-02 5-03-05 5-07-19 ,AtO P R Q JOB NAME : 5019-D POLYGON - AR 16-00 \c� �kkGINe$. Sip Scale: 1/2" �4/ {}(}Ip s WARNINGS: GENERAL NOTES,unless otherwise noted: y°✓/O E c 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AR and Warnings before construction commences. building component.Applicability of design parameters and proper / Alr 2.2a4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. I"f - '"` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po ty continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). 'vOREGON 'may DATE• 3/11/2015 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ 4L 95) ¢'t 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectve contractor. �/ ,.Q AS SEQ. : 6203106 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, TRANS ID: 418660 design loads bee led to any component. and are for"dry condie ari of use. k 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If p fabrication,handling,shipment and installation at components. necessary. P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Fmitahons set forth by 8.Plates shall be located on both faces of truss,and placed so their center Ililll I III(IIII VIII VIII(IIII VIII IIII IIII TPI VJfCA in SCSI,copies which will be furnished upon request. git coincideictwith joint centerinches. EXPIRES: �31�2d� 9.Digits Indicate size of plate in MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector Pieta design values see ESR-1311,ESR-1988(MiTek) IIIIIII I IIII This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS 20-08-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTA; 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 1- 2=(-10218) 2500 10-11=( -276) 1098 10- 1=(-8986) 2190 5-15=(-3908) 1062 2x6 KDDF #1&BTR Ti, T3 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-12050) 3038 11-12=(-2414) 10216 1-11=(-3058) 12618 6-15=(-1494) 6396 BC: 2x8 KDDF #1&8TR 3- 4=( -9220) 2374 12-13=(-2756) 11252 11- 2=(-6990) 1804 15- 7=( -484) 1706 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-11422) 2964 13-14=(-2766) 11294 2-12=( -902) 180 7-16=( -778) 270 2x4 KDDF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=( -9040) 2328 14-15=(-2766) 11294 12- 3=(-1580) 6784 2x6 KDDF #2 B; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V6- 7=(-11654) 2952 15-16=(-1904) 8082 12- 4=(-3632) 998 2x8 DF SS C TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 14'- 8.0" V7- 8=(-11136) 2726 16- 8=(-1898) 8066 4-13=( -528) 2606 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 8.0" TO 20'- 8.0" V8- 9=( 0) 72 13- 5=1 -624) 234 TC LATERAL SUPPORT <= 12"CC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 8.0" V 14- 5=( -520) 2652 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 500.0)+DL( 340.0)= 840.0 PLF 0'- 0.0" TO 13'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 8,0" 0'- 0.0" -2468/ 10325V -147/ 105H 5.50" 16.52 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 3564.0 LBS @ 14'- 8.0" 20'- 8.0" -1988/ 8182V 0/ OH 5.50" 13.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' OVERHANGS: 0.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ( 2 ) complete trusses required. Caution: Note bearing area requirements. Join together 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.102" @ 8'- 10.7" Allowed = 0.988" 9" oc in 2 row(s) throughout 2x6 top chords, ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.263" @ 11'- 11.0" Allowed = 1.317" 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ 21'- 8,0" Allowed = 0.100" 5" oc in 2 row(s) throughout 2x8 bottom chords, ## HANGER BY OTHERS TO APPLY CONC. MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" 9" oc in 2 rows) throughout 2x6 webs, LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.027" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.056" @ 20'- 2,5" 2-09-13 3-06-14 8-08-10 5-11-11 T ' T '1 f DESIGN ASSUMES MOISTURE CONTENT DOES 2-08-05 3-03-06 2-07-09 3-03-13 3-00-05 2-06 3-02-11 NOT EXCEED 19% AT TIME OF MANUFACTURE. T I12 3204 T T 0204 T T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 1-27 M18HS-5x16 Q 10.00 3 M-3x5 M-3x10 M18HS-5x16 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 5 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ® T3 MI Truss designed for wind loads in the plane of the truss only. M-6x10 M-3x5 M-7x10 7 A A t� T1 M /-- FI- B NA M 5x16 c) \ 06 11 12 13 0.25" 9 I 14 15 16 M-3x10 M 8x10M-3x10 M-8x10 M-1.5x3 O M-10x10 .111M-10x10(S) ## J4 Y Y Y y +364# Y Y 2-09-13 3-02-02 3-03-13 3-00-05 3-02-01 2-06 3-00-15 Y Y Y 20-08 WEDGE REQUIRED AT HEEL(S). 1-00 o JOB NAME : 5019-D POLYGON - B1 ��``��GI 4., o Scale: 0.2803 ,�C'r �' fO� '4 s* WARNINGS: GENERAL NOTES,unless otherwise noted: /O qr„ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: B 1 and Warnings before construction commences. building component.Applicedlity of design parameters and proper / 2.2o4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. A"+' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is responsibilityra of the erector.are stability Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h continuous sheathing such lateralas cing required where sown drywall(BC). `. OREGON 4* Q DATE: 3/11/2015 the theoverall structure Is the responsibility of the building designer. 3.c2xo Impact bridging or bracing required where shown++ SEQ. : 6203107 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibitty of the respective contractor. /. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1,n'It/ A5 V� TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"at use. /�. [1NI 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If po 6 necessary. A1rt fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. III II Ill I VIII VIII(IIII(IIII VIII IIII IIII 6.This design CSI, o essbofct the will imitations ons het forth r 8 Platesshall be located on both faces at truss and placed so their center TPIANiCA In BCSI,copies of which be furnished upon request. lines coincide with joint center tines. EXPIRES:��3112�}16 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) IIIIIII IIIIII • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-56) 53 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = ..0,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -51/ 296V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -117/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE 70 THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.131" 'I T MAX TC PANEL TL DEFL = -0.004" @ 1'- 1.5" Allowed = 0.196" MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed= 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 10.00 7MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0,000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 3 _,' NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. /11/11 '' Wind: 140 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=l.6, oTruss designed for wind loads t in the plane of the truss only. N M1- O dI� -/ M-3x4 k 1, b 1-00 PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 5019-D POLYGON - BJ1 4 'IN�ER �° Scale: 0.6900 WARNINGS: GENERAL NOTES,unless otherwise noted: 4t'' / *s 78 ®E '9r, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: B J1 and Warnings before construction commences. building component.Applicability of design parameters and proper .r/ ^+ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,�F 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at i0'c.c.respectively unless braced throughout their length by v �� po ity continuous sheath log such as plywood sheathing(TC)and/or drywall(BC). A "J7 OREGON DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bodging or lateral bracing required where shown++ 7 �j, {�� �r{` 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. �7 V,q Y 1 t, SEQ. : 6203108 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L ,l �'C+' design loads be applied to any component. andDes are for"dry condition"of use. '1 p�UL �\ TRANS 1 r: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes hill bearing et all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 9 P po 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111 IIIII I III III 011111111 TPIANTCA In BCSI,copies of which will be furnished upon request. git coincidentwith Joint ate In nche. EXPIRES:12/31/201.6 9.Digitssndsize of plate InInches.line. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Iill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-91) 82 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA UL ON BOTTOM CHORD = 10.0 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 347V -44/ 132H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -125/ 135V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL KOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed.-= 0.105" f f MAX TC PANEL LL DEFL = 0.025" @ 2'- 2.2" Allowed = 0.305" 12 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 3 -/ 10,00 17 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. cn Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=l,6, CD Truss designed for wind loads co in the plane of the truss only. co f c, O� ►14 M-3x4 b ), b 1-00 PROVIDE FULL BEARING;Jts:2,3,4j6-00 �QcO PRQp JOB NAME •. 5019-D POLYGON - BJ2 ��< v,(,IN F s4, Scale: 0.5915 �c? `9 2 WARNINGS: GENERAL NOTES,unless otherwise noted: 4' s 78 s C ��- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual L Truss: B J2 and Warnings before construction commences. building component.Applicability of design parameters and proper „/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. I"'� DES. BY B S 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 40 F, Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `• continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Sy OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 5 SEQ. : 6 2 0 310 9 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7,,Y�4 i L j� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, fI.• , TRANS I D: 418660 design bads be applied to any component and are far"dry condition"of use. A S.CompuTrus hes no control over and assumes no responsibility for the S.Design assumes full bearing at all supports shown.Shim or wedge if pA 1 r fabrication,handling,shipment and installation of components. L. ecessary. V 7.Designlatesassumes adequate drainage is truss,a. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 2I31I2016 9.Digits Indicate size of plate in Inches. MiTek USA,lvc./CornpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer 'input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. TON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 185H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -106/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TC THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.161" @ 3'- 7.2" Allowed = 0.479" 5-11-11 MAX TC PANEL TL DEFL = -0.145" @ 3'- 4.9" Allowed = 0.718" 3 -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 6 DESIGN ASSUMES MOISTURE CONTENT DOES 12 ) NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.R, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 1 c 0 ilo co ti/- o 0 1 M-3x4 I J, )' 'I 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,3I ��En PRQ�Fss JOB NAME : 5019-D POLYGON - BJ3 scale, @.4654 4�'�y�NEF/5, * WARNINGS: GENERAL NOTES,unless otherwise noted: 'Cr' :s/8w E re 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: B J3 and Warnings before construction commences. building component.Applicability of design parameters and proper �. 2.2x4 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by V G'} is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ,r ..7 OREGON 4�s �,• DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ [y. 4' t� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 9 ,q�Y .��J SEQ. : 6203110 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i . TRANS I D 418660 design beds be applied to any component ed are for"dry full bearing of a. t p ��� • 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if AU L necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is presided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center p� IIIIII IIII VIII VIII VIII VIII III I IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincide with joint ate in nche. EXPIRES: 12/31/2016 III I 9.Digitsso ncde size of plate ininches.W . MiTak USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) IIIIIII I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5-(01 0 BC: 2x9 NODE #16BTR SPACED 24.0" O.C. 2-3-(-299) 222 3-4=( -91) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -88/ 238H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.96 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 3V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -i MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.095" @ 2'- 11.8" Allowed = 0.981" '( MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed - 0.722" 0 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" 12 3 DESIGN ASSUMES MOISTURE CONTENT DOES 1D.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. 0Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, to Truss designed for wind loads o in the plane of the truss only. r M -/ I 5 1.mm 1 M-3x4 l b b 3, 1-00 6-00 1-11-11 'PROVIDE FULL BEARING;Sts:2,5,3,41 JOB NAME •. 5019-D POLYGON - BJ4 �� P a�F�,� Scale: 0.4264 17 41c 'N ioo �'' ' (,,t., WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ,i Truss: BJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper / /644010 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,I"� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t,.= 10 is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as drywall(BC). s plywood s shown ordrywall BC. '37A-OREGON '� '' DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where sow ++ 10 .Y`. � SE 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 9 Uxi 5 2 Q` Q. . 6 2 0 3111 fasteners are complete and at no time should any loads greater than 5.Design assumes Busses are to be used in a non-corrosive environment, r7 Y TRANS I D: 418660 design bads be applied to any component and are for g,Design assumes full condition" f at all supports C1r�� 5.CompuTrus has no control over and assumes no responsibility for the g 9 shown.Shim or wedge if - 'A U L `` necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the hmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their canter IIIIIII I IIII II II I II VIII VIII IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. of coincide with jointcenter Ines. EXPIRES: 7 1>(2Q�� 9.Digits indicate size plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 11 IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-336) 303 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"0C. UON. LOADING '. BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -63/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" 7-3x4 MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0,005" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 9'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=1.6, oTruss designed for wind loads 1 in the plane of the truss only. ao0 00 rn O -,1 o .1 l ), 1-00 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 � cO PRQ1 JOB NAME : 5019-D POLYGON - BJ5Scale: 0.3637 '9 Scale: �o* ir WARNINGS: GENERAL NOTES,unless otherwise noted: `78 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: BJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper a� 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. a1`•f w 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t."• h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r 7 OREGON a'• DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •�1 �,,4 1 2!'Q` S E Q" 6 2 0 3 112 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, .i`V TRANS 1 D• 418660 design bads be applied to any component and are for"dry condition"of use. A �V • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes tint bearing at all supports shown.Shim or wedge if A necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center c IIIIII VIII VIII(IIII Hill III TPIM7fCA in SCSI,copies of which will be furnished upon request. Digs coincidenictwith joint Icenter Ines. EXPIRES. 12/.1/2016 I!I 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 8-05-08 FOR 6-00-00 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE SUPPORT 12 7.07 M-5x8 #11 PROVIDE 2X9 DF SUPPORT #I&BTR M-3x6 )000. M-3x6 M-3x6 M-3x8 y y 8-09 y y )- 1-07-02 8-05-08 5-07-14 y 16-01-12 •\(<.-1. ° P °P4.45',9 JOB NAME : 5019-D POLYGON - BR Scale: 1/2" f <2 WARNINGS: GENERAL NOTES,unless otherwise noted: •`82 w E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: BR and Warnings before construction commences. building component.Applicadhty of design parameters and proper w 2.204 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at F DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r✓ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '7 OREGON >\ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braang required where shown++ a Cj" 4.No load should be appled to any component until after all braang and 4.Installation of truss Is the responsibility of the respective contractor. V <, SEQ. : 6203113fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a corrosive environment, 9,9 "lay 1 design loads be appled to any component. and are for"dry condition"of use. n {� 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If T a U L Cl` TRANS I D: 418660 fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes atedadequate hdrainageciso truss,d.and This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII III!VIII IIII VIII VIII IIII IIIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Noes. EXPIRES:12/31/2016 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1,15 (Non-Rep) 1- 2=1 0) 84 2-11=(-1842) 5290 3-11=) -142) 354 10-15=(-3912) 1384 2x6 KDDF #1&BTR T2, T3 2- 3=(-6104) 2080 11-12=(-2906) 7344 11- 4=( -360) 1548 BC: 2x6 KDDF #1&BTR LOADING 3- 4=1-6046) 2122 12-13=(-2916) 7186 11- 6=(-2330) 1236 WEBS: 2x4 KDDF STAND; LL = 25 PSE Ground Snow (Pg) 4- 5=( 0) 0 13-14=(-2180) 5262 6-12=( 0) 376 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5374) 1936 14-15=( -78) 146 12- 7=( 0) 340 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 38'- 0.0" V 6- 7=(-7426) 2884 7-13-(-1578) 796 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 38'- 0.0" TO 40'- 0,0" V 7- 8=(-6040) 2392 13- 8=( -346) 1670 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9=(-1166) 482 8-14=(-4818) 2056 9-10=(-1442) 566 9-14=( -104) 314 TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 14-10=(-1124) 3200 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 38'- 0.0" ALL FLATTOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1053/ 3438V -93/ 178H 5.50" 5.50 KDDF ( 625) OVERHANGS: 20.0" 0.0" 40'- 0.0" -1477/ 3777V 0/ OH 5.50" 6.04 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. " i D COND. 2: Design checked for net(-5 psf) uplift at 24 oc spacing.] Join together 2 ply with 3"x.131 DIA GUN 9 g'� nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, + Laterallybrace to roof diaphragm. MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.206" @ 19'- 0,6" Allowed = 1.954" 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -0.398" @ 19'- 0.6" Allowed = 2.606" 9" oc in 2 row(s) throughout 2x6 webs. ** For hanger specs. - See approved plans MAX HORIZ. TL DEFL = 0.097" @ 39'- 9.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting , system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-11-11 28-00-10 1-11-11 load duration factor=1.6, T T .( T Truss designed for wind loads 5-01-04 4-04 0-06-07 6-08-01 7-02-08 7-02-08 6-11-08 1-11-11 in the plane of the truss only. 9-10-12 T 1533.30# +533.308 12 p M-7x8(5) 12 6.00 M-9x65 M-36x4 0 .25" M-38x8 9M 4x6Q 10.00 T2 T3 ,, o-9x8 rn M-1. 5x 3 ',,, + + rn I m 0 44,-I \i/N/ A 0 1/M-3x8 M-3x8 1223 0. 5" 0. 5' M-6x8 5 M-7x8(S) M-7x8(S) M-1.5x4 ), > 1- , ), 9-03-08 9-09-02 9-07-06 9-09-02 1-06-15 ), b b 1-08 40-00 PROp JOB NAME : 5019-D POLYGON - Cl •��•<<- SFR,s, Scale: 0.1582 1/17 WARNINGS: GENERAL NOTES,unless otherwise noted: •78 - 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss• Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2u4 compression web bredng must be installed where shown+, incorporation of component is the responsibility of the building designer. +.1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y" BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -V OREGON Q'.- DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.21 Impact bridging or lateral bracing required where shown++ l'r1/i. 2 C;• 4.No load should be appked to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. V n SEQ. : 6203114 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �iQ A+7 ` TRANS I D: 418660 design bads be applied to any component. and ra for"dry condition"9 use. P� wedgefr 5.CompuTrus has no control over and assumes no responsibility for the 8.Designr assumes full bearing at at supports shown.Shim or If !""A ON fabrication,handling,shipment and installation of components. Designecessary. th b7. latesassumes adequate drainage is opruss,a 8.This design is famished subject to the limitations set faith by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII III VIII IIII III)III) TPIANfCA In SCSI,copies of which will be famished upon request. lines coincidewith joint center nche. ExpiR Es:.12/31/2016 9.Digits indicate size of plateteinninches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) 111111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-11=(-1168) 2607 11- 3=( 0) 261 15-10=) -363) 1164 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.0. 2- 3=(-3054) 1164 11-12=(-1170) 2604 3-12=) -447) 338 10-16=(-1654) 681 WEBS: 2x4 KDDF STAND; 3- 4=(-2557) 1052 12-13=( -963) 2560 12- 4=) -200) 761 2x6 KDDF #2 A LOADING 4- 5=) 0) 0 13-14=( -885) 2430 12- 6=( -592) 205 LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2200) 1023 14-15=( -682) 1880 6-13=) -42) 158 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2541) 1068 15-16=( -59) 76 13- 7=( -63) 271 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2090) 881 7-14=( -638) 297 8- 9=( -849) 479 14- 8=( -165) 819 LL = 25 PSF Ground Snow (Pg) 9-10=(-1129) 485 8-15=(-1540) 560 NOTE: 2x4 BRACING AT 24"0C UON. FOR 9-15=( -82) 434 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0" -283/ 1886V -132/ 227H 5.50" 3.02 KDDF ( 625) 40'- 0.0" -205/ 1670V 0/ OH 5.50" 2.67 KDDF ( 625) ** For hanger specs. - See approved plans !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.174" @ 18'- 9.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.326" @ 18'- 9.0" Allowed = 2.606" MAX HORIZ. LL DEFL = -0.070" @ 39'- 9.2" MAX HORIZ. TL DEFL = 0.109" @ 39'- 9.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE, Design conforms to main windforce-resisting system and components and cladding criteria. 13-03-11 22-08-10 3-11-11 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '( T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-10 6-01-04 0-04-07 5-05-04 5-09-11 5-09-11 5-07-15 3-11-11 load duration factor=l.6, '( '( TT T f ' f ' Truss designed for wind loads 13-02-12 in the plane of the truss only. T 1' 12 M-5x6(S) 12 6.00 p M-4x6 9M-4x6 5 M-3x4 0 25" M-3x5 9 Q 10.00 M-5x6(S) ,\I y 7- 0.25" M-3x5 o r•, A oio Cl CD 1� 11 MN 1 '2 13 '" ),4 15 i 6 ** -/m o IM-3x8 M-1.5x3 6.25" M-3x4 0.25' M-3x8 M-5x8(S) M-5x6(S) M-1.5x3 1, y b b ), y y 6-08-04 6-01-04 7-10-11 7-08-15 7-10-11 3-08-02 1-08 40-00 JOB NAME : 5019-D POLYGON - C2 �`� �NGI e ns Scale: 0.1585 V' WARNINGS: GENERAL NOTES,unless otherwise noted: '78 w �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual �,.Al Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper A 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure staGlity during construction 2.Design assumes the top and bottom chords to be laterally braced at A DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -V OREGON ''s DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4/ SEQ. : 6203115 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. It, q53�Y 1 ��Q. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. g 9h.. ^^ t n` TRANS I D: 418660 5.Compu7rus has no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge If PA r.. F fabrication,handing,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth7.Plates assumesadequateeothi facesae i os Vrsa.11111111111111100111111111111111111 9by 8 Plates shall be located on both of truss,and placed so their center TPIANfCA In SCSI,copies of which will be furnished upon request. it coincidewith joint centernche. EXPIRES: 12/31/2016 9.Digits indicate size ofplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-12=(-1326) 2620 12- 3=( 0) 261 11-17=(-1654) 832 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3054) 1398 12-13=(-1327) 2617 3-13=( -497) 278 WEBS: 2x4 KDDF STAND; 3- 4=(-2557) 1317 13-19=(-1226) 2589 13- 9=( -215) 759 2x6 KDDF #2 A LOADING 4- 5=) 0) 0 14-15=(-1076) 2996 13- 6=) -599) 238 LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2200) 1232 15-16=( -838) 1885 6-14=( -92) 238 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2552) 1307 16-17=( -64) 76 14- 7=( -159) 288 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-2090) 1048 7-15=( -638) 349 8-10=( -859) 559 15- 8=( -207) 832 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 8-16=(-1551) 667 NOTE: 2x9 BRACING AT 24"0C UON. FOR 10-11=(-1129) 596 10-16=( -51) 945 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-11=) -478) 1164 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -374/ 1886V -132/ 228H 5.50" 3.02 KDDF ( 625) ** For hanger specs. - See approved plans 40'- 0.0" -319/ 1670V 0/ OH 5.50" 2.67 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.211" @ 13'- 2.7" Allowed = 1.959" MAX TL CREEP DEFL = -0.326" @ 18'- 9.0" Allowed = 2.606" MAX HORIZ. LL DEFL = -0.079" @ 39'- 9.2" MAX HORIZ. TL DEFL = 0.110" @ 39'- 9.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 16-07-11 17-09-10 5-11-11 T T T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-10 6-01-09 3-08-07 2-01-09 5-09-11 5-09-11 3-07-15 2-01-13 3-09-19 (All Heights), Enclosed, Cat.2, Exp.B, MwFRs(Dir), f f ,)' .(' 1' .)' '( T T f load duration factor=l,6, 13-02-12 4-00 Truss designed for wind loads f fI I in the plane of the truss only. 5 9 12 12 M 5x6(5) 6.00 M-9x6 N 10.00 p M 9x6 M-36x9 0725" M-38x5 0 M-5x6(S) ' ate 0.25" M 3x5 1 3. + + M AM-3x5 oto 0 M 1 ,- O M 1 1/ 12 OM 1 14 •as �� 1: ** II M-3x8 M-1.5x3 b1.25" M-3x4 0.25 M-3x8 o M-5x8(S) M-5x6(S) M-1.5x3 b l * )' ,1 ), * 6-08-09 6-01-09 7-10-11 7-08-15 7-10-11 3-08-02 b 1-08 40-00 ����D PR p�e6s JOB NAME : 5019-D POLYGON - C3 c;� ,��Ca)NFR /° Scale: 0.1555 WARNINGS: GENERAL NOTES,unless otherwise noted: �4 �' w �� Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper w.. �:" Truss: C 3 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ._ DES. BY• BS2'o.c.and at 10'&c.respectively unless braced throughout their length by V h is the responsibility oftire erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 9 OREGON DATE 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ �� - ' rt, '• 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. V nY .� SEQ. : 6203116 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r'T v TRANS ID: 418 6 6 0 design bads be applied to any component. and are for"dry full condition"g use. �y • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge if Ai- PA U L `', necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. B.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 11111111111111111 TPIANTCA in SCSI,copies of which will be furnished upon request. git coincidentwiz jointof center Ines. EXPIRES:12/31/2016 9.Digitssndsize oplateIn Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2979) 1263 1- 8=( -998) 2609 2- 8=(-294) 359 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2696) 1189 8- 9=( -731) 2179 B- 3=(-135) 549 WEBS: 2x9 KDDF STAND 3- 4=(-1906) 971 9-10-( -725) 2133 3- 9=(-7B4) 485 LOADING 4- 5=(-1906) 971 10- 7=(-1003) 2535 9- 9=(-549) 1280 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2696) 1189 9- 5=(-789) 485 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2979) 1263 5-10=(-135) 595 ** For hanger specs. - See approved plans TOTAL LOAD = 92.0 PSF 10 6=(-299) 359 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -243/ 1680V -217/ 217H 5.50" 2.69 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 40'- 0.0" -243/ 1680V 0/ OH 5.50" 2.69 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 MAX LL DEFL = 0.177" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.324" @ 20'- 0.0" Allowed = 2.606" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.116" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 20-00 20-00 Wind: 140 mph, h=24,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-10 19 6-OS 11 6-07 07 6-07-07 6 05-11 6-10 19 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, T 1' 1' T Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 p M-4x6 Q 6.00 4.0" M 5x6(S) 00.00•••••000000000111111.144114111%%%44444044444. M 5x6(S) 0.25" 0.25" 35 ft +1 M-1.5x3M-1.5x3 2 + + 6 \/ M r•-: CD M 3x8 M-3x4 0.25" M-3x4 M-3x8~* o M-5x8(S) /' )' ), .1 ,1 10-02-09 9-09-07 9-09-07 10-02-09 1, 40-00 l JOB NAME : 5019-D POLYGON - C4 5 �GIN� Scale: 0.1607 ��? �G �R Q�� WARNINGS: GENERAL NOTES,unless otherwise noted: - Q 7 :%78` "E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper ,w 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. sr,.. ..,,.., 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/ordrywalt(BC). I OREGON '� DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responslbiity of the respective contractor. �Y�J4 d y 15 te�4 SEQ. : 6203117 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 9 V TRANS I D' 418660 design bads be appied to any component. and are for"dry condition"of use. /r [I S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fug bearing at all supports shown.Shim or wedge if _ PA UL ``` fabrication,handing,shipment and installation of components. ecessary. d. 6.This design is famished subject to the imitations set forth byT.Designlatesassumes adequatelocatedootfaces drainage Ios ptruss,sa 11110111111011111111111111 8.Plates shall be on both faces of and placed so their center TPI/WfCA In SCSI,copies of which will be famished upon request. lines coincidentwith jointfate In nche. EXPIRES: �13�><2��6 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIII! This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 11-06-07 FOR 8-01-19 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1,15 LOADING TOP CHORD LL + DL = 32.0 PSE PROVIDE SUPPORT 2X4 DF 12-02-05 fkl&BTR T T PROVIDE 12 - SUPPORT 5,19 17 M-3x6(5) M-5x8 lk# 101* 2X4 DF PROVIDE 810TR � M-3X6 SUPPORT M-3x6 0 M-3x6 M-3x8 r, o� — 0 b 1' y 11-09-15 l y 1, 2-02-08 11-06-07 5-07-19 5-07-14 .1 / 25-05-02 � ROpe ��EGPNE `6, JOB NAME : 5019-D POLYGON - CR �� � Fy °meq Scale: 0.3659 Q :•78 E r WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss• CR and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY BS Is the res nsibili of the erector.Additional ermanent bracin of 2'o.c.and at 10' irespectively sploodss braced throughout their city length by ., OREGON Q0s po h P 9 continuous sheathing such as pywooe sheathe thro and/or dein len th b DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rt. �' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 9 ,q�y 1 SEQ. : 6203118 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,,. design loads be appied to any component and are for"dry condition"of use. '1 �1 TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6'neccessary.umes toll beedn9 et all suppo is shown.Shim or wedge It A U t_ fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center EXP IIIIII 111111111111111111 VVTPIIWICA in BCSI,copies of which w i be famished upon request. git coincidewith joint center lines. EXF'�RES:72j 1/Z�� 9.Digits Indicate size of platete in inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 11111011 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-12=(-1352) 7306 12- 3=( -560) 2784 17-10=(-268) 364 2x6 RUDE #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-8388) 1602 12-13=(-1338) 7236 3-13=(-2236) 546 BC: 2x4 KDDF #1&BTR; 3- 4=(-6314) 1202 13-14=(-1114) 6228 13- 4=( -384) 2278 `2x6 KDDF #1&BTR B1 LOADING 4- 5=( 0) 0 14-15=(-1112) 6230 13- 6=(-1140) 838 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 4- 6=(-5564) 1084 15-16=( -822) 4004 6-14=( 0) 196 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4618) 1280 16-17=( -824) 3256 6-15=(-2904) 562 TC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PSF 7- 8=(-3164) 1118 17-11=(-1072) 3606 15- 7=( -322) 2026 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(=3189) 1058 7-16=(-2166) 568 LL = 25 PIE Ground Snow (P9) 9-10=(-3920) 1252 16- 8=( -716) 2446 ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-4196) 1340 16- 9=( -784) 476 NOTE: 2x4 BRACING AT 24"0C UON. FOR 9-17=( -122) 526 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 2508.0 LBS @ 6'- 1.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -930/ 4616V -229/ 239H 5.50" 7.38 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 46'- 3.0" -355/ 2273V 0/ OH 5.50" 3.64 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. + Laterally brace to roof diaphragm. Attach 2 ply with 3"x.131 DIA GUN 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.174" @ 20'- 8.7" Allowed = 2.267" #8 HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0.517" @ 15'- 7.7" Allowed = 3.022" LOAD(S) EQUALLY TO ALL MEMBERS. 0-06-06 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.054" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.127" @ 45'- 9.5" 9-11-11 5-06-04 10-09-01 20_00 1' DESIGN ASSUMES MOISTURE CONTENT DOES 6-03-04 3-02-01 5-09-12 5-02-12 5-02-13 6-06-04 6-06-04 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. 4 T TT T T T T 9-10-12 Design conforms to main windforce-resisting T T system and components and cladding criteria. 6.00 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, B End vertical(s) are exposed to wind, 14111414 M-5x6(S) Truss designed for wind loads M-3x5 3. 44%% %,,t,44, in the plane of the truss only. 7 0.25" 9 tt M-5)&645 M-6x10 6 +i -3x6 ` r2 - 11‘lipp ,M-1.5x3 3 + + 0 M-3x10 r, r 1 /;- B o M-3x8 1 .25" M-1.4 5x3 M-3x5 0.15 2516 17 1'** 0 M-3x4 M-3x5 0 ## M-7x12(S) M-5x8(S) ,1 2508# ,, r r r l b y y 6-01-08 3-03-13 6-02-06 5-01-01 5-06-04 9-05-08 10-06-08 1-08 46-03 b JOB NAME : 5019-D POLYGON - D1 �S� ANG �Fn'sso WARNINGS: GENERAL NOTES,unless otherwise noted: Scale: 0.19 7 6 40 8p ,T ?i 4 ii7 �f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper ( AlgrAPPF 2.204 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 414,. .,,6... A.A.... 2.Design assumes the top and bottom chords to be laterallybraced at =' DES. BY: BS 3.Additional temporary bracing to Insure stability during construction is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such as tivey unless braced throughout their length by continuous sheathing r l b plywood required where s or drywall(BC). 1. OREGON 4°4 DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ SEQ. : 6 2 0 3119 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1,9 V'9RV j�J 2 y� TRANS ID: 418660 design loads bes no controlhed to avy ec and assut. "dry condition"of use. 8.Design asand are sumees fug bearing at all supports shown.Shim or wedge If irk/4) A L �`� S.CompuTrus has no over and assumes no responsibility for the necessary. �'9 fabrication,handing,shipment and installation of components, 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII IIIA VIII IIII VIII VIII IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. Mack USA,Inc.lCompuTrus Software 7.6.7(1 L)-E lines coincide with joint center Hoes. 1 �6 9.Digits Indicate size of plate in Inches. 10. V For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: �2V (III IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 96'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 84 2-12=(-1300) 3100 12- 3=) 0) 273 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3577) 1483 12-13=(-1302) 3097 3-13=( -911) 308 WEBS: 2x4 KDDF STAND 3- 9=)-3097) 1389 13-14=(-1248) 3314 13- 9=( -363) 951 LOADING 4- 5=( 0) 0 14-15=( -982) 2682 13- 6=( -951) 433 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2684) 1325 15-16=( -999) 2623 14- 6=(-1290) 713 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3681) 1802 16-11=(-1230) 3013 14- 7=( -689) 1578 TOTAL LOAD = 42.0 PSF 7- 8=(-2425) 1322 7-15=(-1271) 759 8- 9=(-2471) 1251 15- 8=( -911) 1860 NOTE: 2x9 BRACING AT 24"0C UON. FOR LL = 25 PSE Ground Snow (Pg) 9-10=(-3251) 1458 15- 9=( -775) 477 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3520) 1522 9-16=( -133) 596 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-10=( -277) 350 LIVE LOAD AT LOCATION(S) SPECIFIED BY IEC 2012. OVERHANGS: 20.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -351/ 2138V -230/ 290H 5.50" 3.92 KDDF ( 625) 96'- 3.0" -279/ 1942V 0/ OH 5.50" 3.11 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.337" @ 18'- 9.9" Allowed = 2.267" MAX TL CREEP DEFL = -0.592" @ 18'- 9.9" Allowed = 3.022" 0-04-07 MAX HORIZ. LL DEFL = -0.106" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.168" @ 45'- 9.5" 13-03-11 5-06-04 7-05-01 20-00 DESIGN ASSUMES MOISTURE CONTENT DOES ( '( T T 6-10 6-01-04 5-02-12 3-11-03 3-09-07 6-06-04 6-06-04 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. T T TT 1' 1' T 1' 1' T Design conforms to main windforce-resisting 13-02-12 system and components and cladding criteria. 12 12 M-4x6 12 Wind: 190 mph, h=24,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 p 4.0" load duration factor=l.6, 8 ,e-,! End vertical(s) are exposed to wind, M-5x8(S) Truss designed for wind loads M-3x57 3 %%% %,,,,t, 1 in the plane of the truss only. M-5x6 5 9 M-5x10 \`0.25" 4 6 �o M-5x8(5) or, 0.25" +f \ l=1.5x3 3 + + + 0 . \Lk M-3x8 M A 1,..:-.7 12 1, 1 14 'f1,5 16 1ii 'o !M-3x8 M-1,5x3 u.25" M-4x6 0.25' M-3x4 0 M-5x8(S) M-5x8(S) Jr' 1, J, b .6 ,6 b 6-08-04 6-01-04 6-00-07 7-05-01 9-10-04 10-01-12 b 1-08 _ - 46 03 \��<- s's JOB NAME .• 5019 D POLYGON D2 Scale: 0.1476 zs78 '1177 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 4110,0 2,2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V �h po dy 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '7 OREGON O �„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.a<Impact bridging or lateral bracing required where shown++ 4.No bad should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7 �✓,4 �Cj SEQ. : 6203120 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, /� {� V design bads be applied to any component. and are for"dry condition"of use. '1 /jA `\ TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes all bearing at all supports shown.Shim or wedge if rry U L fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is famished subject to me imitations set forth by 8.Plates shall be':ocated on both faces of truss,and placed so their center VI 111111111111111111111111 IIII IIII TPINVECA in BCSI,copies of which will be furnished upon request. Digitsgit coincidetwithijointaIn Inches EXPIRES: "s�.31/241 9.linsIndicate eine of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1386) 3146 13- 3=( 0) 273 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3576) 1692 13-14=(-1388) 3143 3-14=( -411) 250 WEBS: 2x4 KDDF STAND 3- 4=(-3096) 1629 14-15=(-1471) 3364 14- 4=( -358) 950 LOADING 4- 5=( 0) 0 15-16=(-1133) 2719 14- 6=( -948) 439 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2684) 1512 16-17=(-1100) 2621 15- 6=(-1290) 882 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3680) 2051 17-11=(-1317) 3009 15- 7=( -873) 1610 TOTAL LOAD = 42,0 PSF 7- 8=(-2424) 1437 7-16=(-1291) 873 8- 9=(-2470) 1366 16- 8=(-1014) 1870 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-3248) 1541 16- 9=( -773) 475 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3516) 1586 9-17=( -71) 538 BOTTOM CHORD CHECKED FOR A 20 PSE LIMITED STORAGE 11-12=) 0) 84 17-10=( -273) 275 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -422/ 2133V -244/ 244H 5.50" 3.41 KDDF ( 625) 46'- 3.0" -384/ 2132V 0/ OH 5.50" 3.41 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.366" @ 18'- 9.9" Allowed = 2.267" MAX TL CREEP DEFL = -0.591" @ 18'- 9.9" Allowed = 3.022" MAX LL DEFL = 0.022" @ 47'- 11.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 47'- 11.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.113" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.168" @ 45'- 9.5" 16-07-11 2-02-04 7-05-01 20-00 DESIGN ASSUMES MOISTURE CONTENT DOES 6-10 6-01-04 ,3-08-07 -01 041-10 2 ,3-09-07 6=06=04 6-06-04 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. T f �3-08-071 3-11-03 1 T T T T Design conforms to main windforce-resisting 13-02-12 system and components and cladding criteria. I 12 12 M 4x6 12 Wind: 140 mph, h=29.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p 6.00 p 4 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A 4.0" load duration factor=1.6, 8 .or Truss designed for wind loads M-5x8(5) in the plane of the truss only. 5 M-3x57 3.1 M-Sx6� M S�x10 0 .25" 9 M-5x8(S) / 0.25"0.0.0000°./... .25" / +t ,/ + M-1.5x3 i ,_ HIHILH _ !_. _ 11 1� 13 9 '( 15 �^6 17 2 0 ip M-3x8 M-1.5x3 0.25" M-4x6 0.2�' M-3x4 M-3x8 - o M-5x8(S) M-5x8(S) / / / / / l 3, 6-08-04 6-01-04 6-00-07 7-05-01 9-10-04 10-01-12 1 / .1 1 1-08 46-03 1-08 JOB NAME : 5019-D POLYGON - D3 Scale: 0.1286 44 17 WARNINGS: GENERAL NOTES,unless otherwise noted: �8 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r✓ 4) is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). "$y OREGON DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ -V rye t( 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� 441 AY. 1(a l v SEQ. : 6203121fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used In a corrosive environment, 1 design beds be applied to any component. and are for"dry condition"of use. c1 V TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pA U 1. {- fabrication,handling,shipment and Installation of components. necessary.Design 9 P 7. laesassumes adequateaddrainage is truss,d.and This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII 11111 I III VIII 111 IIII ill TPINVECA In BCSI,copies of which will be famished upon request. Digit coincidentwith jointfate in nche. EXPIRES:12/31/2016 9.Digits Indicate size of Plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1054) 3146 3-14=(-261) 280 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3518) 1348 14-15=( -829) 2760 14- 4=( -77) 512 WEBS:.2x4 KDDF STAND 3- 4=(-3254) 1298 15-16=( -582) 2276 4-15=(-698) 433 LOADING 4- 5=(-2521) 1139 16-17=( -883) 2661 15- 5=(-317) 828 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-12=(-1127) 3079 15- 7=(-211) 147 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2177) 1109 7-16=(-197) 140 TOTAL LOAD = 42.0 PSF 7- 9=(-2184) 1109 9-16=(-318) 830 8- 9=( 0) 0 16-10=(-721) 441 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2527) 1140 10-17=( -92) 552 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3297) 1311 17-11=(-307) 301 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3576) 1368 LIVE LOAD AT LOCATION(S) SPECIFIED RI IEC 2012. 12-13=( -2) 90 OVERHANGS: 20.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -350/ 2133V -238/ 239H 5.50" 3.41 KDDF ( 625) 46'- 3.0" -341/ 2131V 0/ OH 5.50" 3.41 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.223" @ 23'- 0.5" Allowed = 2.267" MAX TL CREEP DEFL = -0.433" @ 23'- 0.5" Allowed = 3.022" MAX LL DEFL = -0.016" @ 47'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.020" @ 47'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.096" @ 45'- 9.5" 0-04-08 0-04-08 MAX HORIZ. TL DEFL = 0.158" @ 45'- 9.5" 19-11-11 6-01-10 20-01-11 DESIGN ASSUMES MOISTURE CONTENT DOES 1' T T T NOT EXCEED 19% AT TIME OF MANUFACTURE. 6-09-14 6-04-11 6-04-11 3-00-133-00-13 6-04-11 6-04-11 6-11-14 T T T TT T T' f . ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p M-4x656 M 3x4 a nt-4x6 Q 6.00 Wind: 140 mph, h=24.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, M-5x8(S) M-5x8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. 4 0 + \ _ 4. (/,1\, Art M 1.5x3 1111111111111P.M-1.5x3 3 + I m M-3x8 r-, , 1/ 14 5 '( 'f 1066 17 310 pi M-3x8 M-3x4 1.25" 0.25' M-3x4 oI M-5x8(S) M-5x8(5) ), 1, 1, > ), )' l 1 10-00-03 9-05-04 7-02-01 9-05-04 10-02-03 1 y 1-08 46-03 1-06 JOB NAME : 5019-D POLYGON - D4 eco IN ��s' Scale: 0.1425 �� R �- re WARNINGS: GENERAL NOTES,'unless otherwise noted: / +'7 E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �4 Trus S:. 0 4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2 o.c.and at 12' respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,y 11 OREGON O EGON may.�, DATE: 3/11/2015 the overai structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "4, -Y fQ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. V3, S E Q" : 6203122 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Y'9.' '�r'7 Y 5 design bads be appied to any component. and are for"dry condition"of use. n TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes hill bearing at all supports shown.Shim or wedge If PA U t- necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII III)(VIII III(IIII VIII IIII IIII TPI VVTCA In BCSI,copies of which will be famished upon request. Digit coincide with joint ate in nche. EXPIRES: �/201 II 9.Digits indicate size c1 late in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 11111 II 101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-12=(-1070) 3215 3-12=(-195) 254 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3596) 1345 12-13=( -876) 2906 12- 4=(-127) 406 WEBS: 2x9 KDDF STAND 3- 4=(-3364) 1345 13-14=) -674) 2481 4-13=(-519) 305 LOADING 4- 5=(-2826) 1251 14-15=( -713) 2351 13- 5=(-170) 717 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2178) 1112 15-16=) -910) 2725 5-14=(-937) 521 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2178) 1112 16-10=(-1115) 3034 14- 6=(-715) 1620 TOTAL LOAD = 42.0 PSF 7- 8=(-2826) 1251 14- 7=(-937) 521 OVERHANGS: 20.0" 20.0" 8- 9=(-3365) 1345 7-15=(-170) 717 LL = 25 PSF Ground Snow (Pg) 9-10=(-3546) 1345 15- 8=(-519) 305 • 10-11=( 0) 84 8-16=(-127) 406 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-195) 253 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -366/ 2133V -279/ 279H 5.50" 3.41 KDDF ( 625) 46'- 3.0" -366/ 2133V 0/ OH 5.50" 3.41 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.234" @ 23'- 1.5" Allowed = 2.267" MAX TL CREEP DEFL = -0.443" @ 23'- 1.5" Allowed = 3.022" MAX LL DEFL = 0.022" @ 47'- 11.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 47'- 11.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.096" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.158" @ 45'- 9.5" 23-01-08 23-01-08 DESIGN ASSUMES MOISTURE CONTENT DOES 6-00-14 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-07-10 6-00-14 NOT EXCEED 19% AT TIME OF MANUFACTURE. T T T T T T 1 '( l' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 I7 M-4x6 Q 6.00 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x9 7M-3x4 M-5x6(S) 5 M-5x6(5) 0.25" 0.25" 4 8 M-1.5x3 9-1.5x3 ro Af l,e ' 12 Aw 3T n 14 T 16 - 1 o o M-3x8 M-3x4 �.25 M-3x8 0.25 M-3x4 M-3x8 ' M-5x6(S) M-5x6(S) • ,0 1, /, 1 )' l 1, 8-00 7-06-12 7-06-12 7-06-12 7-06-12 8-00 1 b b ). 1-08 46-03 1-08 JOB NAME : 5019-D POLYGON - D5 ,5ROpE �� G01) P e'e,9 /0 Scale: 0.1293 �� 9 ! le WARNINGS: GENERAL NOTES,unless otherwise noted: ,>/ ::78 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: D5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. I'� _ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ~ DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "'�7A-OREGON N �„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ •Y 5, 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsiMlty of the respective contractor. -47,, p 5 �(. SEQ. : 6203123 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r7 Y TRANST design bads be applied to any component and are for"dry condition"of use. �" �,� D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.nDesign assumes full bearing at all supports shown.Shim or wedge if PA UL fabrication,handling,shipment and installation of components. Decessary. 7.Design assumes adequate drainage is truss,a. 6.This design n furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of and placed so their center IIIIIII I III VIII 11111 IIII III I III IIII IIII TPIANfCA In SCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. 9.Digits indicate size of plate in inches. EXPIRES:.12/31/2016 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-11=(-1152) 2892 3-11=(-213) 259 15- 9=( -241) 1016 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3182) 1220 11-12=) -941) 2567 11- 4=(-133) 421 9-16=(-1905) 905 WEBS: 2x4 KDDF STAND; 3- 4=(-3015) 1219 12-13=( -742) 2138 4-12=(-524) 308 16-10=( -33) 23 2x6 KDDF #2 A LOADING 4- 5=(-2463) 1106 13-14=( -619) 1788 12- 5=(-173) 721 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1790) 965 14-15=( -678) 1714 5-13=(-939) 522 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1795) 979 15-16=( -375) 741 13- 6=(-595) 1282 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2068) 993 13- 7=(-516) 358 8- 9=(-1526) 705 7-14=( 0) 196 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=( -34) 55 14- 8=( -4) 222 8-15=(-819) 329 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'- 0.0" -341/ 1960V -253/ 310H 5.50" 3.14 KDDF ( 625) 42'- 0.0" -262/ 1764V 0/ OH 5.50" 2.82 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.171" @ 15'- 6.8" Allowed = 2.054" MAX TL CREEP DEFL = -0.315" @ 15'- 6.8" Allowed = 2.739" • MAX HORIZ. LL DEFL - 0.068" @ 41'- 6.5" 1 MAX HORIZ. TL DEFL = 0.109" @ 41'- 6.5" 23-01-08 18-10-08 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 6-00-14 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-09-03 1-08- 4 T T T T T T T T ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p M-4x6 d 6.00 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4,0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 .y.r load duration factor=l.6, '` Truss designed for wind loads 3.1 in the plane of the truss only. M-3x4 M-3x4 M-5x6(S) 5 7 M-5x6(5) 0.25" 0.25" 4 8 y+. +: /1\107\00, o • M-1.5x317 9M-5x6 311/ 11-1.5x3 'i _ � A �c, t o 1 :i 11 1.2 T 3 1,4 15 1, ** -/N I IM-3x8 M-3x4 0.25" M-3x8 0.25 M-3x4 M-5x6(S) M-5x6(S) M-3x5 1, ,1 y ), ), y /' 8-00 7-06-12 7-06-12 7-06-12 7-06-12 3-09 )' 5 1' . 1-08 42-00 ����D PROFFss JOB NAME : 5019-D POLYGON - D6 Scale: 0.1456 w� , •N�'IN F'9 /0,p WARNINGS: GENERAL NOTES,unless otherwise noted: ♦78 w r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual Truss: D 6 and Warnings before construction commences. building component.Applicability of design parameters end proper _./ 4040 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. Y' r'- - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Pon riN continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,�r .,... OREGON X40 DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ley. .Yel 1 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t� �'�` SEQ. : 6203124 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 1.6s., '41 �q Y AS t� TRANS I D 418660 design loads be eppGed to any component. and are for"dry condition"of use. n f' f] • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if R U s* fabrication,handling,shipment and installation of components, necessary. P Po 7.Design assumes adequate drainage is truss,a 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 IIIIIII VIII VIII 11111 I 1111111111111 II VIII VIII IIIIIII TPI/WfCA in SCSI,copies of which will be furnished upon request. Digitsgit coincidetwith jointfplatecenterinches EXPIRES: 12/31/2016 N9. ndsize oin Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIAl This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-11=(-1951) 4547 11- 3=( -443) 1195 17- 7=( -632) 1252 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3=(-5186) 2079 11-12=(-1797) 4157 3-12=(-1090) 590 17- 8=( -512) 358 WEBS: 2x4 KDDF STAND; 3- 9=(-3976) 1355 12-19=(-1216) 3069 12- 4=( -23) 408 8-18=( 0) 198 2x6 KDDF 42 A LOADING 4- 5=(-2751) 1176 13-15=( 0) 0 4-14=( -785) 378 18- 9=( 0) 357 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2709) 1297 15-16=( -30) 76 5-14=( -293) 250 9-19=(-2249) 943 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 19.0 PSF 6- 7=(-1764) 978 16-17=) -672) 1911 15-14=( 0) 73 19-10=( -167) 203 BC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1799) 973 17-18=( -634) 1758 14- 6=( -529) 1196 8- 9=(-2055) 984 18-19=( -689) 1631 14-16=( -650) 1857 OVERHANGS: 2C.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=( -71) 125 6-16=( -197) 140 For hanger specs.acs. - See approved6-17=( -835) 524 p plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -341/ 1960V -253/ 310H 5.50" 3.14 KDDF ( 625) 42'- 0.0" -262/ 1764V 0/ OH 5.50" 2.82 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O MAX LL DEFL = 0.022" @ -1'- 8,0" Allowed - 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.260" @ 14'- 6.7" Allowed = 2.054" MAX TL CREEP DEFL = -0.462" @ 14'- 6.7" Allowed = 2.739" 23-01-08 18-10-08 MAX HORIZ. LL DEFL = -0.129" @ 41'- 6.5" f3-03-09 5-07-04 5-09 4-02-02 4-03-19 6-03-08 6-03-08 6-03-08 MAX HORIZ. TL DEFL = 0.198" @ 41'- 6.5" ' '1 T ,. ,' .' T T T DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 6.00 M-9x6 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 7 .6I M-5x6(S) Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x106 3.1 %,...4%,....44. .1 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), � 0.25" load duration factor=1,6, M-1.5x35 8 End vertical(s) are exposed to wind, Truss designed for wind loads M-5x6(5) in the plane of the truss only. 0.25" +, 9.M-3x6 4 + + M-3x63 'INN '''''_N, ,1-1.5x3 "1 M-3x10 A �CD ire_ m M-6x8 A w /��� z cry o 1 1 MSHS-5x8 M 13x9 0 13 15 7.1M-6x6 0.2�� M 6x4 M 3x819 ** --/(.1, M-1.5x4+ M-1.5x3 M-1.5x9+ M-5x8(S) <33.00 , ,, 12 L 4-10-12 9-00-06 1 b b y 2-11-12 5-07-04 1-01-12 4-05-10 9-09-06 8-06-02 f 1-09 2-11-12 10-06 y 28-06-04 b L b 19-05-12 1-00 27-06-04 1-08 42-00 /. JOB NAME •. 5019-D POLYGON - D7 �5``4�G NE' /0 CC- Scale: 0.1206 w� ppp R 1' WARNINGS: GENERAL NOTES,unless otherwise noted: e e 7E f 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss D7 and Warnings before construction commences. building component.Applicability of design parameters end proper / 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. A"e DES. BY BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v h DATE: 3/11/2015 the overall structure is the responsibility of the buildingdesigner. 2xcosheathing such lateral bracingas goe sheathing(TC)wherCsown+drywall(BC), p OREGON ,5 Po ty G 3.In Impact bridging is the prequired the whershown++ 4.No load should be appled to any component until after a6 bracing and 4.Installation of truss is the responsibility of the respectiveosi contractor. �� - Gq i rJ t�lf� SEQ. : 6203125 fasteners are complete and Cl no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9 OA V C TRANS I D: 418660 design loads be applied to any component and are for"dry condition"of use. /� 5.CompuTrus hes no cordrol over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if . 'A necessary. AUL fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII'VIII VIII VIII VIII VIII VIII IIII IIII TPIANTCA In BC81,copies of which will be fumished upon request. Digitsgit coincidewith joint tecenter lines. EXPIRES: 12/31/2016 N9. indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1985) 4543 13- 3=( -451) 1195 19-11=( -221) 227 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=(-5221) 2111 13-14=(-1829) 4154 3-14=(-1102) 612 11-20=( -411) 313 WEBS: 2x4 KDDF STAND; 3- 4=(-3497) 1364 14-16=(-1227) 3051 14- 4=) -28) 409 20-12=) -658) 1802 2x6 KDDF #2 A LOADING 4- 5=(-2778) 1199 15-17=) 0) 0 4-16=) -771) 347 12-21=(-1694) 803 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2730) 1369 17-18=( -33) 82 5-16=( -288) 340 TC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=) -613) 1827 17-16=) 0) 69 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF 6- B=(-1839) 1000 19-20=( -711) 1838 16-18=( -596) 1770 8-10=(-1712) 934 20-21=( -76) 118 16- 6=) -637) 1166 LL = 25 PSF Ground Snow (Pg) 9-10-) 0) 0 18- 6=( -120) 185 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2037) 958 18- 8=) -77) 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2117) 865 8-19=1 -343) 208 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 10-19=( -243) 580 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -327/ 1970V -212/ 271H 5.50" 3.15 KDDF ( 625) 42'- 0.0" -248/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0,222" MAX LL DEFL = 0.254" @ 14'- 6.7" Allowed = 2.054" 19-11-11 6-03-10 15-08-11 MAX TL CREEP DEFL - -0.446" @ 14'- 6.7" Allowed = 2.739" 5-07-04 4-08-04 'r3-01-13 0-0f4-07 7-09-14 MAX HORIZ. LL DEFL = -0.122" @ 41'- 9.2" f MAX HORIZ. TL DEFL = 0.187" @ 41'- 9.2" 3-03-041T 5-09 4 0-x7215 3-01 ls� 7-06-06 T T T T f T TT T DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 19-10-12 15-07-12 T T T T Design conforms to main windforce-resisting 12 M-9 10M-4x6 12 system and components and cladding criteria. 6.00 Mx9 Q 6.00 Wind: 140 mph, h=24.2ft, TCDL=9,2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-Sx6(S) s -3x4 End vertical(s) are exposed to wind, Truss designed for wind loads n 0.25 in the plane of the truss only. 4 +tA + -3x6 M-3x63 -'oM 3x10 �` �� �. 0 of 1 MSHS-5x8 M-3 x4 0 15 17ci, x8 M-18 0.25�� M 23x8 Al 21** o ia03 M-1.5x4+ M-1.5x3 M-1.5x M-1.5x4+ M-5x8(S) a 3.00 12 2-11-12y 5-07-04 4-10-12-01-12 4-10 7-04 7-08-02 7-06-06 .1 1-08y 2-11-12 10-06 y l 28-06-04 y 14-05-12 1-00 27-06-04 1 1 / 1-08 JOB NAME: 5019-D POLYGON - D80 cP. t. A? °* Scale: 0.1238 WARNINGS: Aga GENERAL NOTES,unless otherwise noted: ,t/ .1,4;78 s r ,..fi'. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ti' �� p ttY Pe continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). . ," OREGON a• Q,,, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 'y 1 L • 4.No bad should be applied to any component until after a8 bracing and 4.Installation of truss is the responsibility of the respective contractor. -9,9,,,.(i4 l�y 1 SEQ. : 6203126 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: 418660 design loads be applied to any corrponent. and are for"dry condition"of use. r' ��� • 5.CompuTrus has no control over and assumes no responsibility for the 6'Design assumes toll bearing at all supports shown.Shim or wedge If /4 fabrication,handing,shipment and installation of components. necessary. 9 P Po 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIII 11 VIII VIII I III VIII III I 111111 TPIANfCA in SCSI,copies of which will be furnished upon request. git coincideintwith Joint ain inches. EXPIRES: '12/31/2016 9.Digits ndsize of tplate ein Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-15=(-2511) 9507 15- 3=( -585) 1184 10-23=(-1034) 472 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5186) 2493 15-16=(-2311) 4120 3-16=( -987) 608 23-11=) -395) 1139 WEBS: 2x4 KDDF STAND; 3- 4=(-3579) 1672 16-17=(-1713) 3137 16- 4=( -61) 350 11-24=(-1853) 823 2x9 KDDF STUD A; LOADING 4- 5=(-2991) 1501 17-19=(-1527) 2796 4-17=) -620) 352 13-24=( -44) 151 2x6 KDDF 62 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2608) 1384 18-20=( 0) 0 17- 5=( -550) 1102 24-14=( -706) 1516 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=( -61) 117 17- 6=) -675) 399 14-25=(-1773) 852 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42,0 PSF 6- 8=(-2794) 1489 21-22=(-1270) 2719 6-19=) -42) 458 BC LATERAL, SUPPORT <= 12"OC. UON. 8- 9=(-2816) 1350 22-23=)-1044) 2277 20-19=( 0) 78 LL = 25 PSF Ground Snow (Pg) 9-10=(-2596) 1149 23-24=) -732) 1506 19- 8=( -199) 57 10-11=(-1789) 821 24-25=( -72) 83 19-21=(-1346) 2733 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-13=) -377) 291 8-21=) -314) 380 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=) 0) 0 21- 9=( -176) 154 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=) -467) 314 9-22=) -476) 397 22-10-) -287) 684 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hunger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -382/ 1970V -126/ 251H 5.50" 3.15 KDDF ( 625) 42'- 0.0" -329/ 1754V 0/ OH 5.50" 2.81 RODE ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.315" @ 14'- 7.5" Allowed = 2.054" MAX TL CREEP DEFL = -0.505" @ 19'- 7.0" Allowed = 2.739" 16-07-11 21-07-10 3-08-11 T .( �( MAX HORIZ. LL DEFL = -0.159" @ 41'- 9.2" 4-10 1-06-08 -11-05 5-01-10 2-11-19 1-06- 4 MAX HORIZ. TL DEFL = 0.210" @ 41'- 9.2" 3-03-04T T 4-10 T 2101-f5 T 5-05-02 T T 5-01-10 f 201-f3 T DESIGN ASSUMES MOISTURE CONTENT DOES 1' ' 1' 1' 1' '( i' T '( '0 '( '( NOT EXCEED 19% AT TIME OF MANUFACTURE. 13-02-12 1-09 Design conforms to main windforce-resisting T T T T system and components and cladding criteria. 12 M-5x6(S) 12 6.00 p M-3x4 7 12 Q 10.00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x65 M- x4 0 25" M qqx4 M-33x5 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), M-Sx6(S) 4 f0 I1 \ load duration factor=l.6, M-3x6 End vertical(s) are exposed to wind, 0.25" Truss designed for wind loads in the plane of the truss only. M-3x5 0-) 3 ` rr- co M-3x10 I u,rn1 i� ., 16rl7 ,0.-�-2w. ,. ..I/MI 9 � MSHS-5x8 M-3x4 0 18 20 r M-/x8 0.2 M x5 M-3x1025 ** o M-1.5x4+ M-3x80 M-5x8 M-1.5x3 M-1.5x4+ M-1.5x3 -n 3.00 M-5x6(S) 12 0-0k8-04 5-01-04 y 2-11-12 4-10 4-11-12 1-u1-12 6-11-15 6-10-03 6-11-15 1-05-02 b 1-08 2-11-12 10-06 1 b 28-06-04 y 14-05-12 1-00 27-06-04 b b b 1-08 42-00 �0 PRQpF JOB NAME : 5019-D POLYGON - D9 c; NGtNe IS-i Scale: 0.1179 �� �` � WARNINGS: GENERAL NOTES,unless otherwise noted: s s C �' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1- Truss: D9 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web brad �- y ng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. `" r._ ..... ..ate.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of - ti' continuous Impact sheathingr suchr las bracing esrdhwhere sown+drywall(BC). "j/ OREGON '� DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bradng required where shown++ 4. O SEQ. 6203127 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. 2GAlgY ,AS �lcQ• �"' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, x.(71 design loads be appled to any component. and are for"dry condition"of use. fr lc., TRANS I D: 418660 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if -A t'L fabrication,handing,shipment and installation of components. nesessary. V 6.This design Is furnished subject to the Imitations set forth by7.Designlatesassumes adequateadobothdrafacesae Iso provided.us,a IIIIII VIII VIII VIII VIII VIII IIII III 9 1r 8,Plates coincide be located on ter of truss,and placed so their center TPINVTCA In BCSI,copies of which will.be furnished upon request. Digit cndcat with jointcenterIn Inche. EXPIRES:12/31/2016 9.Digits Indicate size p plate sInches. MiTek USA,IDC./COmpUTrun Software 7.6.7(1 L)-E 10.For basic connectorplate design values see ESR-1311,ESR-1988(MiTek) 'I1111IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-2313) 4507 14- 3=( -536) 1184 21-10=( -214) 676 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5186) 2213 14-15=(-2129) 4120 3-15=( -987) 579 10-22=(-1034) 387 WEBS: 2x4 KDDF STAND; 3- 4=(-3578) 1445 15-16=(-1560) 3137 15- 4=( -55) 350 22-11=( -268) 1127 2x4 KOH STUD A; LOADING 4- 5=(-2991) 1252 16-18=(-1271) 2796 4-16=( -620) 411 11-23=(-1853) 772 2x6 KDDF #2 B LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-19=) 0) 0 16- 5=( -380) 1102 12-23=( -28) 217 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2608) 1188 19-20=( -51) 117 16- 7=( -675) 238 23-13=) -732) 1516 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2794) 1235 20-21=(-1134) 2719 7-18=( -74) 450 13-24=(-1773) 882 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2816) 1155 21-22=1 -959) 2277 19-18=( 0) 78 LL = 25 PSF Ground Snow (Pg) 9-10=(-2596) 1030 22-23=( -707) 1506 18- 8=( -178) 80 10-11=1-1789) 745 23-24-) -73) 83 18-20=(-1155) 2733 NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -374) 253 8-20=( -314) 284 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-13=( -464) 271 20- 9=) -83) 154 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9-21=( -476) 281 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -292/ 1970V -127/ 249H 5.50" 3.15 KDDF ( 625) 42'- 0.0" -217/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.287" @ 14'- 7.5" Allowed = 2.054" MAX IL CREEP DEFL = -0.505" @ 19'- 7.0" Allowed = 2.739" 13-03-11 26-11-10 1-08-11 MAX HORIZ. LL DEFL = -0.149" @ 41'- 9.2" 9-10 0-041'07 5-01-04 5-01-10 9-11-19 MAX HORIZ. TL DEFL = 0.210" @ 41'- 9.2" 3-03-094 4 9-10 11'62.101 4 5-05-02 4 4 5-01-10 4 1108-11 DESIGN ASSUMES MOISTURE CONTENT DOES 4 4 4 414 4 4 4 4 4 4 NOT EXCEED 19% AT TIME OF MANUFACTURE. 13-02-12 Design conforms to main windforce-resisting 4 4 system and components and cladding criteria. 12 M-5x6(5) 12 6.00 Q 10.00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x6 M-3x9 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), 56 7 M- x9 Og 25" M 13�t9 M-131x5 2 load duration factor=l.6, 1 3x10 End vertical(s) are exposed to wind, Truss designed for wind loads M 3x4isl: in the plane of the truss only. 4 di ril N + O M-3x53 `� 0 M 3x10 I 1:141= 2;_'- u o1 � 14 3x4 c, 1617 11,y '".,0 22 z 24 ** -- I MSHS-5x8 ' M-Sx8 M-�ix8 0.2�i M-:1x5 M-3x10 M-1.5x4+ M-3x8 M-1.5x3 M-1.5x3 M-1,5x9+ M-5x6(S) a 3.00 J, 12 b y 0-r 8=01 5-01-04 b b b y y 2-11-12 9-10 9-11-12 141-12 6-11-15 6-10-03 6-11-15 1-05-02 1-08 2-11-12 10-06 y b 28-06-04 b 19-05-12 1-00 27-06-04 y y y ��1 ..O PRQpF 1-08 92-00 JOB NAME : 5019-D POLYGON - D10 �� ��,GtN4-�, �°29 Scale: 0.1224 WARNINGS: GENERAL NOTES,unless otherwise noted: Q • ip/v tr E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Trus s: D10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web braang must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by q�OREGON O�� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O fL!�� 4.No bad should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'QRY AS ' SEQ. : 6203128 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L design beds be applied to any component and are for"dry condition"of use. `l pA Gt.0 TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8 ec Design assumes full bearing at all supports shown.Shim or wedge If A fabrication,handling,shipment and installation of components. ry• 9 p 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center n! 'III'I IIII VIII VIII VIII VIII 11111111111 III IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center Anes. ExpiREs:1 31/2x16 9.Digits indicate size of plate In inches. MiTek USA,1SC./Co pies of s Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-13=(-3078) 9292 13- 3=( -318) 1060 18-10=) -470) 1592 2x4 KDDF #1&BTR T1 2- 3=(-10564) 3326 13-14=(-2504) 7052 13- 4=( -566) 2360 10-19=(-2508) 1142 BC: 2x6 KDDF 91&BTR LOADING 3- 9=( -9946) 3158 14-16=(-3338) 8534 4-14=( -582) 360 19-11=( -718) 2444 WEBS: 2x4 KDDF STAND; LL = 25 HE Ground Snow (Pg) 4- 5=( -7290) 2626 15-17=) -112) 284 14- 5=) -640) 2156 11-20=(-4978) 2062 2x9 KDDF #1&BTR A TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=) 0) 0 17-18=(-3188) 7864 14- 7=(-2546) 1238 20-12=( -330) 240 TC UNIF LL( 100.0)+DL( 2®.0)= 128.0 PLF 10'- 0,0" TO 42'- 0.0" V 5- 7=( -6512) 2382 18-19=(-2656) 6456 7-16=( -284) 906 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 42'- 0.0" V 7- 8=( -8522) 3338 19-20=(-1642) 3892 15-16=( 0) 64 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -8010) 3166 16- 8=( -240) 690 TC CONC LL( 416.7)+DL( 116.7)- 533.3 LBS @ 10'- 0.0" 9-10=( -7482) 2984 16-17=(-3090) 7864 10-11=( -4890) 1944 8-17=(-1124) 628 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( -68) 76 17- 9=( -24) 186 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9-18=( -984) 592 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1109/ 3581V -90/ 187H 5,50" 5.73 KDDF ( 625) ( 2 ) complete trusses required. 42'- 0.0" -1499/ 3569V 0/ OH 5.50" 5.70 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN _,, nails staggered: 9" oc in 1 row(s) throughout 2x4 top chords, KOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" * For hon ger s acs. - See a MAX LL DEFL = 0.294" @ 18'- 4.3" Allowed = 2.054" j g p pproved plans MAX TL CREEP DEFL = -0.575" @ 18'- 4.3" Allowed = 2.739" + Laterally brace to roof diaphragm. MAX HORIZ. LL DEFL = -0.114" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.187" @ 41'- 8.5" 0-06-07 DESIGN ASSUMES MOISTURE CONTENT DOES 9-11-11 l'f 32-00-05 NOT EXCEED 19% AT TIME OF MANUFACTURE. T T Design conforms to main windforce-resisting 3-01-08 3-01 3-02-12 4-06-01 3-10-08 6-00-11 5-09-03 5-09-03 6-00-11 system and components and cladding criteria. 9-10-12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 4533,308 M-7x8(S) load duration factor=l.6, M-4x8End vertical(s) are exposed to wind, 6.00P 5 6 M.- x4 M-#3x4 0 25" M-10x9 M-3x8 M-1125x3 Truss designed for wind loads ) __ in the plane of the truss only. �M-9x4 e 4 0, M-1:5x3 +.. .41.....41/AIL/A, o 01 M-3x10 _ o .., , _ .._ _ 11 1 1M-7x10 M-3x8 15 17 �� 19 20 ** 0 M-1.5x3 0.2 5 M-3x5 M-3x8 M-3x6+ M-7x8 M18HS-3x18 M-7x8(5) M-3x6+ -3.00 1' 121' J. b 1' J. J. 1' b y- 11-1 y 6-03-12 5-04 y 3-10-08 7-10 7-08-04 7-11-12 y 1-08 2-11-12 10-06 y b 28-06-04 y 14-05-12 1-00 27-06-04 ), ). 3 1-08 92-00 \�� �rime JOB NAME : 5019-D POLYGON - 011 co Scale: 0.1372 �Crr 1' WARNINGS: GENERAL NOTES,unless otherwise noted: •'�' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D l 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of congruous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,y If-Y OREGON N �y„ DATE: 3/11/2015 the overall structure Is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ [y 0 4SEQ. : 6203129 .No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .,� �,q �a 2 , non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, F1 Y t design loads be appied to any component. and are for"dry condition"of use. 91f(' ���1 TRANS I D: 418660 5.CompuTrus has no control war and assumes no responsibility for the 8.Design assumes Poll bearing at all supports shown.Shim or wedge if RA U L F ,shipmentnecessary. fabrication,handing, and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 VII1 VIII VIII II II Alli III VIII IIII IIIITPIAMTCA In BCSI,copies of which will be furnished upon request. plate Ones coincide with joint center plias. 9.Digits indicate size of In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2016 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC Refer to CompuTrus rafter detail for complete specifications. HIP CORNER RAFTER TO 11-06-07 FOR 8-01-14 SETBACK LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSE PROVIDE 12-01-19 2X4 DF SUPPORT #1kBTR T T PROVIDE SUPPORT 12 5.14 p PROVIDE SUPPORT M-3x6(5) 2)64 DF M-5x8 0 #16BTR �' PROVIDE M-3x6 SUPPORT 0 M-3x6 0 M-3x6 r M-3x8 Zk o NOM o I 11-09-15 b b b y .1 2-02-08 11-06-07 5-07-19 5-07-19 1 b 29-00-14 •\(<- P R np�6'6, JOB NAME : 5019—D POLYGON — DR sale: 0.300D is, 0/, WARNINGS: GENERAL NOTES,unless otherwise noted: .1-.78 ....w �. 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: DR and Warnings before construction commences. building component.Applicability of design parameters and proper _/I y w 2.204 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. ir- `-4`' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �, - DES. BY• BS Is the responsibilityof Me erector Additional ertnanent b aci of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t.- h P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). qA' -OREGON '"' DATE•" 3/11/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ ?y "YG ZO Q"' 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. 4 ,,Q �.:,� SEQ. : 6203130 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, i TRANS I D• 418660 design bads be applied to any component. and are for"dry condition"of use. t ON • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if p L C` fabrication,handling,shipment and installation of components. nesessary. 9. P Po 7.Plates assumes adequateadodrainage face iso truss,and This design is furnished subject to the irritations set forth by 8.Plates shell be located on both faces of truss,and placed so their center (IIII VIII VIII VIII VIII VIII VIII IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. lin.Digit coincide with jointcenterte I lines. 9.Digits o dt size ofpco inches. MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Wei) EXPIRES:12/31/2016 IIIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 6-09-13 FOR 4-09-19 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE SUPPORT PROVIDE SUPPORT 2X9 DF #16BTR 8-05-13 PROVIDE ,r 1 SUPPORT 12 5.14 17 M-3x6(5) PROVIDE SUPPORT 4 M-5x8 Ae #1&BTR2xDe M-3x6 0 PROV M-3x6 SUPPORTIDE M-3x6 0 rn M-3x8 o t WA 0 J.• b y ), 6-08-05 1, b b 1, 2-02-08 6-09-13 5-07-14 5-07-14 5-07-14 JOB NAME •. 5019-D POLYGON - DR2 29-00-14 \ca G• INS �/0 Scale: 0.3000 �� q WARNINGS: GENERAL NOTES,unless otherwise noted: ::7 8- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: DR2 and Warnings before construction commences. building component.Applicability of design parameters and proper / } 2.204 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. I"' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at T DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v.. 40 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as ptywootl meed in ere s and/or drywall(BC). 'j7 OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer, 3.2z Impact bridging or lateral bradng required where shown++ �, /�``.. �(y ‘- 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. V . S EQ. : 6203131 fasteners are complete and at no time should any loads greater than b.Design assumes trusses are to be used in a non-corrosive environment, Qr7 -1 design loads be appied to any component. and are for"dry condition"of use. �7L n V TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If " pA UL om` fabrication,handing,shipment and installation of components. ecessary. 6.This design is furnished to the imitations set forth by7.Designlatesassumes adequateadon drainage is ftruss,provided. IIIIII IIIA IIII VIII I III I 9 subjectrequest, 8.Plates shall be located both faces of and placed so their center EXPIRES:c IIII VIII I II III TPIAITCA in BCSI,copies of which will be furnished upon lines coincide with Jointcenter lines. EXf RES: Z/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus us Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1110 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF 01&BTR SPACED 24.0" 0.C. 2-3=(-43) 15 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -55/ 262V -7/ 45H 24.00" 0.42 KDDF ( 625) 1'- 11.2" -21/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -6/ 20V 0/ OH 0.00" 0.00 KDDF ( 625) 12 6.00 p LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, n0Truss designed for wind loads oin the plane of the truss only. 0 eligiF,4/A4 , rn/- 0 o M-3x4 .1 ,1 ). 1-00 2-00 <(, l PROs `c� C�GIN � ts'/p JOB NAME : 5019-D POLYGON - El ��� is, y� Scale: 0.9533 WARNINGS: GENERAL NOTES,unless otherwise noted: '78 s 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper +�w. = a 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to Be laterally braced at DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v✓. 4) po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ... OREGON N. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /4/ (3 �N' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. n SEQ. : 6203132 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 99 xi R y 15 -L design bads be applied to any component. and are for"dry condition"of use. �1�t TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Pull beefing at all supports shown.Shim or wedge if AA U L C v` fabrication,handling,shipment and installation of components. necessary. p Po 7.Designlaesassumes adequateadrainagecisprovided.truss, a. 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 VIII IIII(IIII IIII IIIIIIIII VIII IIII IIIITPIANfCA in BCSI,copies of which will be furnished upon request Digs coincidewithjoint center lines. EXPIRES:12/31/2016 9.Digits indicate size offpplatate in inches. Walt USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) IIIIIIIIIIIll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 50 2-5=(-58) 77 3-5=(-185) 176 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-128) 107 WEBS: 2x4 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" -73/ 395V -94/ 116H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -34/ 299V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "ocspacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.092" @ 3'- 0.4" Allowed = 0.372" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.096" @ 3'- 0.5" Allowed = 0.559" T 12 MAX HORIZ. LL DEFL = 0.001" @ 5'- 8.2" 6.00 MAX HORIZ. TL DEFL = 0.001" @ 5'- 8.2" M-1.5x3 4 DESIGN ASSUMES MOISTURE CONTENT DOES 3 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads t in the plane of the truss only. 0 i m rn/ 11. o o m o,-. l ►15 -/ M-3x4 M-1.5x3 1, 1, )- 5-08-04 0-03-12 ,1 1, .1 1-00 6-00 JOB NAME : 5019-D POLYGON - E2 �c,�.�GIN4. 00 , Scale: 0.5503 wC? C� /�i� WARNINGS: GENERAL NOTES,unless otherwise noted: �` ::78 y r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. r..„ „ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the of the erector.Additional permanent bracing of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by 43 continuoussheathing suchr las bracing required where s or drywall(BC). .. OREGON Off. T DATE: 3/11/2015 the overall responsibilityure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor. ,A /.A �y, S E Q. : 6203133 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7(� v 1�Y j�J 2 X TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. �. �V S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if do !L '. fabrication,handling,shipment and installation of components. necessary. -AUL d. 6.This design is furnished subject to the limitations set forth by7.Designlatesassumes adequate drainageciso truss,a 111111 VIII VIII IIIII 111111111 VIII IIII IIII 8.Plates shall be located on both faces of truss,and placed so their center b 7PINVECA in BCSI,copies of which wig be furnished upon request lines coincide with joint center inches.late in r(REJ: �✓.1�2Q�6 MiTek USA,Inc./Cs puTfus Software 7.6.6(1 L)-E 10.agribasic i onnectoroplate design values see ESR-1311,ESR-1988(MiTek) IIIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 29.0" 0.0. NOT EXCEED 19% AT TIME OF MANUFACTURE. WEBS: 2x9 KDDF STAND LOADING Design conforms to main windforce-resistirg LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, vertical members (uon). End vertical(s) are exposed to wind, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 3-08-04 0-03-12 T T T Refer to CompuTrus standard 12 gable end detail for complete 6.00(7' specifications. M-1.5x3 4 3 0 llill: -/....,, 0 CuRI 2 _Aiiiii rY cp I A co Pli 0 i _ o/ I M-3x4 M-155x36 ,1 b l 1-00 4-00 ���cO PRQFFss_ JOB NAME : 5019-D POLYGON - E3 Scale: 0.6377 t�GIN X09,, `•/ WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of a0 General Notes 1.This design is based only upon the parameters shown and is for an Individual / Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,►, .« 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by tV �s p ty continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). .4 -vi-OREGON �„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging o:lateral bracing required where shown++ L+y Y/, G rL 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'q ..q 7 SEQ. : 6203134 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosNe environment, V design loads be applied to any component. and are for"dry condition"of use. t P P�� TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design enoe sa sumac fun bearing at all supports shown.Shim or wedge If A U L fabrication,handin,shipment and installation of components. ry. 0 P 7.Design assumes adequate drainage Is provided. 8.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center EXPIRES: IIIIIII VIII IIID VIII IIII 11111 VIII IN IIII TPIhYTCA in BCSI,copies of which wit be famished upon request. git coincidenitwiz Joint tecenter Ones. 12/31/2016 9.Digitssndte size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(Wok) IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=(-11) 50 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-55) 24 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -84/ 331V -5/ 37H 5.50" 0.53 KDDF ( 625) 1'- 3.2" -66/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 6.0" -25/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.001" @ 0'- 9.9" Allowed = 0.061" MAX TC PANEL TL DEFL = 0.001" @ 0'- 9.9" Allowed = 0.091" MAX HORIZ, LL DEFL = -0.000" @ 1'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 5.2" 12 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=l.6, o /, Truss designed for wind loads M 3x9 o in the plane of the truss only. i c.),.,- N O OAr o� 1 2! 4►� ., ), b 1-00 1-06 PROVIDE FULL BEARING;Jts:2,4,3' OF `C+3 t4G,1 F fisd/0 JOB NAME : 5019-D POLYGON - EJ Scale: 1.0142 �cz 'Q , WARNINGS: GENERAL NOTES,unless otherwise noted: +J w Er 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: E J and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. A'T "` WMA 3.Additional temporary bracing to Insure stability during construction dion 2.Design assumes the top and bottom chords to be laterally braced at R DES. BY: B S 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of v s continuoussheathingsuch plywgoe red where sown drywall(BC). ,•)7 OREGON O� DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 150+ S EQ 6203135 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. , xi oY 15 2 t Q' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �L71 V TRANS I D: 418660 design loads be appoed to any component. 8.Des assumand are for e:fulldbeadn of at supports /�' 5.CompuTrus has no control over end assumes no responsibility for the g 9 shown.Shim or wedge If PAUL. fabrication,handing,shipment and installation of components. eessary. 7.Designassumes adequateaddtae is grossed. B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIII I VIII IIID IIII'I III VIII VIII IIII IIIITPIM/TCA in BCSI,copies of which will be fumished upon request. lines coincidewith Joint center lines. EXPIRES: �2Q16 9.Digits indicate size of plate in Inches. MiTek USA,Ino./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111101111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-410) 380 3-4=(-190) 138 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -54) 28 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 3555 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 6BV 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO TOE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -136/ 193V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.1" -29/ 97V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 5 -,, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" 4 MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.4" MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.4" 0 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads 1 1 in the plane of the truss only. i o rn , - to _ 6 o M-3x4 l l l l 1-00 6-00 5-11-02 PROVIDE FULL BEARING;Jts:2,6,3,4,5I .0 ) PRQp JOB NAME : 5019-D POLYGON - CJ10 ��� `IN4.• S4°� Scale: 0.3213 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual / Truss• C J10 and Warnings before construction commences. building component.Applicability of design parameters and proper /" ' 2.204 compression web bradng must be Installed where shown+• incorporation or component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by tt O*� Po continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I OREGON DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown+. •yf tL 4No bad should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 9 'SAY �t Y, .SEQ. : 6203136 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,. TRANS I D 418 6 6 0 design bads be appied to any component. and are for"dry condieon"of use. c� • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes'till bearing at all supports shown.Shim or wedge if PA U I- Ll` fabrication,handing,shipment and Installation of components. necessary. 9 P Po 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111 VTPI WfCA in SCSI,copies of which w 11 be furnished upon request. Dsigs with centere lines. EXPIRES: 2I31I2 1 9.Digitsn coincidenicdtsize of joint plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.16 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-333) 305 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = :i2.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -112/ 297H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5,50" 0.11 KDDF ( 625) 5'- 11.2" -263/ 393V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -75/ 100V 0/ OH 1.50" 0.13 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" 0 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" I. MAX TC PANEL LL DEFL = 0,064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0,072" @ 3'- 2,4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0,005" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 3 system and components and cladding criteria. y( o Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,--, load duration factor=l.6, Truss designed for wind loads om in the plane of the truss only. co N 1 <- RIA O M-3x4 r .6 b )- 1-00 6-00 4-02-12 PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 5019-D POLYGON - CJ11 ����o P�a�Fs �� .. IMSF \_\/ Scale: 0.3643 �c..;.. 9 WARNINGS: GENERAL NOTES,unless otherwise noted: Q ee78 . � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual Truss: CJ11 and Warnings before construction commences. building component Applicability of design parameters and proper ,/ �,,, 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. A"� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: B S2'o.c.and at 10'o.c.respectively unless braced throughout their length by t,,. is the responsibility of the erector.Additional permanent bracing of continuousImpactsheathingngr suchr l plywood quead where shown drywall(BC). "}rA-OREGON �,,, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ .Y 2� SE 6203137 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. t/ 4• • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, R}� As t design bads be applied to any component. and are for"dry condition"of use. i'• VI' l TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Poll beating at all supports shown.Shim or wedge if -AUL C- fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth 7.Designlaesassumes adequatedon bothdrafacesace Is provided. a I II II VIII VIII II II II I III IIID IIIIIII 9 1 by 8.Plates shall be located of truss,and placed so their center 7PINVTCA In BCSI,copies of which will be famished upon request. dawithzjointcenterIn lines. EXPI RES:.1� � 2016 9.Digits indicate size of plate In inches. M MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 810BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF %1&BTR SPACED 24.0" O.C. 2-3=(-337) 305 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG - REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -111/ 297H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -262/ 393V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" �) MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" 1 MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. 3 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ',, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, jl coTruss designed for wind loads I in the plane of the truss only. co 0 m • oo N I /-- CAMIIIIM o,- 5►� -f M-3x4 ,1 ). ). 1-00 6-00 4-00 PROVIDE FULL BEARING;Jto:2,5,3,4 ��v, PR op JOB NAME : 5019-D POLYGON - CJ12 �� c�GINFE,� s/0 Scale: 0.3624 w� ,q. WARNINGS: GENERAL NOTES,unless otherwise noted: i'78 w E T'' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 44041, Truss: CJ12 and Warnings before construction commences. Incorporation of ect Applicaponent bility f responsibilityignparameters of band prong deslgner. +er R 2.2n4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY• BS 3.Additional temporary bracing to Insure stability during construction 2�o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1' OREGON °" DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ .';' ', f) 1" 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. v ! ` SEQ. : 6203138 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9lpk'9 ry AS ,_{'r. TRANS I D" 418660 design bads be appoed to any component and are for"dry condition"of use. A t' �l • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes funon bearing at all supports shown.Shim or wedge if PAUL necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 ITPI WfCA in SCSI,copies of which will be famished upon request Digs coincide with jointaenr lines. 9.Digits ndtsize ofplate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2016 IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.11 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-180) 152 TC LATERAL:SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 477V -88/ 236H 5.50" 0.76 KDDF ( 625) 7'- 8.2" 0/ 181V 0/ OH 5.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -143/ 231V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.525" @ 4'- 8.5" Allowed = 0.647" /-=-.014r1 MAX TC PANEL TL DEFL = -0.513" @ 4'- 5.7" Allowed = 0.970" MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Lc, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,-r load duration factor=l.6, I Truss designed for wind loads in the plane of the truss only. rn s1 l ), .> 1-00 7-10-15 PROVIDE FULL BEARING;Jts:2,4,3' 90 PROFF(9s JOB NAME : 5019-D POLYGON - CJ13 �5 t�'��" F>Q �o Scale: 0.4556 �� 78 y� WARNINGS: GENERAL NOTES,unless otherwise noted: / s 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: CJ13 and Warnings before construction commences. building component.Applicability of design parameters and proper / w 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ,/ r- - • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by u,.+ h is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '7 OREGON '^ DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ', - • 2� N 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. V'9N t� non-corrosiveSEQ. : 6203139fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a environment, 9,q- Y 5 ,t design Weds be applied to any component. and are for"dry condition"of use. n V TRANS 1 D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If PA U L C s necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII II VIII IIII VIII IIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. Digit coincidewith joint ate in nche. EXPIRES: 2 3112016 9.Digits indicate size of plate in inches. M)Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(diTek) IIII 110 II) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-136) 114 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 400V -66/ 183H 5.50" 0.64 KDDF ( 625) 5'- 8.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -105/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -, MAX TC PANEL LL DEFL = 0.155" @ 3'- 6.8" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.138" @ 3'- 4.4" Allowed = 0.710" 6 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.2" 12 ' MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.2" 10.00 7 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, ,n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=l.6, co Truss designed for wind loads o in the plane of the truss only. in M O o/- 111.- 1142� -f M-3x4 ,1 y J, 1-00 5-10-15 PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5019-D POLYGON - CJ14 .5� �G'I ass% Scale: 0.5231 �� �7 WARNINGS: GENERAL NOTES,unless otherwise noted: Q' e s 78 ' {- 1.Builder and erection contractor should be advised of all General Notes t This design is based only upon the parameters shown and is for an individual Truss: CJ14 and Warnings before construction commences. building component.Applicability of design parameters and proper 40410 2.204 compression web bracing must be installed where shown f. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes Be top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byconv. 'r' the overall structure Is the responsibility of the buildingdesigner. 3.2z Impact bridginguous or lateral bsuch as racing reqood uired where showno`dryweN(BC). '$+OREGON ,S, 4„ DATE: 3/11/2015Po ty g2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. G h SEQ. : 6203140 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corroslve environment, 11,9 '41,l V A 5 1� design bads be applied to any component and are for"dry condition"of use. 7 ti TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if -A U 1_ T. fabrication,handing,shipment and installation of components. necessary. 7.Designlatesassumes adequateatedon dr"dryprovided.faces of truss,and placed so their center VIII VIII I II illll HUH III I III TPI WTCA in BCSI,copies of which will be famished upon request Digit coincide with jointf ain nche. EXPIRES: 12/31/2016 9.Digits Indicate size ofplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF )1&BTR SPACED 24.0" 0.C. 2-3=(-351) 305 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -24) 0 BC LATERAL SUPPOPT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 4.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -114/ 311H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 6BV 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 393V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -90/ 133V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 10'- 4.0" Allowed = 0.033" 0 MAX TL CREEP DEFL = -0.000" @ 10'- 4.0" Allowed = 0.044" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 7NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 I Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, m Truss designed for wind loads in the plane of the truss only. rh cf 0 1 M-3x9 1, ), 1, y 1-00 6-00 9-04 6)0 !PROVIDE FULL BEARING;Jts:2,6,3,41 JOB NAME •. 5019-D POLYGON - DJ13 ��I3 IRF Scale: 0.3596 '� t, 'l✓ WARNINGS: GENERAL NOTES,unless otherwise noted: 78 r �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: DJ13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. ,. �'" 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at k. DES. BY: BS 2'o.c.and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of <.�' h continuousxIpactsheathinggsuer l plywoodrquired s and/ordrywall(BC), "j► OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /, 0 4.No load should bee Ned to anycomponent until after all bracingand 4.Installation of truss Is the responsibility of the respective contractor. �1v S EQ 6203141 fasteners are complete and at no time should any loads greater than B Design assumes trusses are to be used in a non-corrosive environment, �I ..4qV '\ 14‹. TRANS I D: 418660 design loads be applied to any component 9,and dsare n assumes fuldbeadof at use. supports �� 5.CompuTrus hes no control over and assumes no responsibility for the 9 9 shown.Shim or wedge if pA A. fabrication,handling,shipment and installation of components. nece 7.Pesegsary.n assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located onan both faces of truss,s,and placed so their center VIII'VIII VIII VIII III VIII VIII IIII IIII TPIIIRfCA in BCSI,copies of which will be furnished upon request. lines coincide with jointcenternche. EXPIRES: 12/31/2016 9.Digits indicate size platedin n inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" . IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&M SPACED 24.0" O.C. 2-3=(-333) 301 3-4=(-108) 54 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS:• 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -110/ 2940 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -259/ 390V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -62/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 . MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.065" @ 3'- 4.9" Allowed = 0.481" 'I MAX TC PANEL TL DEFL = -0.073" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 10.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 10,2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 10.00 V system and components and cladding criteria. 3 Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, iLri Truss designed for wind loads 1 in the plane of the truss only. r- 0 I , w rn I teAIIIIIIIIIM o M-3x4 b l b 1, 1-00 6-00 3-10-15 PROVIDE FULL BEARING;Jts:2,5,3,4I ���,,�D PRQ��is,, JOB NAME : 5019-D POLYGON - DJ14 ti�GIN` q /0 Scale: 0.3666 7 WARNINGS: GENERAL NOTES,unless otherwise noted: w` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss• DJ14 and Warnings before construction commences. building component.Applicability of design parameters and proper 400 • 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary Oradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by v h Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •,�1 OREGON mss• Q„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4/ 2 • 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1,9 „t�t�N. a L� /*C SEQ. : 6203142 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r'i �'G� TRANS ID: 418660 design beds be appied to any component. end are for"dry condition"g use. ,t n • 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes fug bearing et all supports shown.Shim or wedge if pry U L C`` necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111011111111111111111111111 TPIMlfCA In BCSI,copies of which will be famished upon request. git coincide withzjoint centerIn Ines. EXPIRES:j �/2 1 9.Digitssone de size oplate to Inness. MiTek USA,Ino./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-247) 220 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4=( -91) 37 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -88/ 236H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -224/ 357V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ 6V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 q MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.093" @ 2'- 11.8" Allowed = 0.481" i MAX TC PANEL TL DEFL = -0.081" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 12 3 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 7 NOT EXCEED 19% AT TIME OF MANUFACTURE. I I( Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, in (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m PAillIMINIIIMMINIMEMIEMEI 5=� -' 1 M-3x4 ), b y y 1-00 6-00 1-10-15 PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 5019-D POLYGON - DJ15 �����.GP e . /Q Scale: 0.4306 k, 78 9 /jib WARNINGS: GENERAL NOTES,unless otherwise noted: w• 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual Truss: DJ15 and Wamings before construction commences. building component.Applicability of design parameters and proper / 40140 2.2u4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ;�"'+r „, ,"y.,."....,, y, 1 r 2.Design assumes the top and bottom chords to be laterallybraced at DES. BY' BS 3.Additional temporary bracing to insure stability during construction h Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c. astivey unless braced throughout their length by continuoussheathing such lcing required s drywall(BC). �A-OREGON DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -Y 4.No load should be applied to anycomponent until after a8 bracingand 4.Installation of truss is the res onsibiF of the respective contractor. SEQ. : 62 0 314 3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .191 �OTRANS ID• 418660 design bads be applied to any component. and are for"dry condition"of use. I�(^ ^ 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If ` A 1 j L ��� fabrication,handling,shipment and installation of components. 7.necessary. provided. V 8.This design is furnished subject to the limitations set forth by 8.Plates shall be locaten assumes d uoneboth faces drainage i of trs,and placed so their center lines coincide with IIIIII VIII(IIII VIII(IIII(IIII VIII IIII 111TPI/WTCA in BCSI,copies of which will be furnished upon MiTek USA,InO/CompuTrus Softw are 7.6.6(1 E request. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2016 9.Digits indicate size of late in inches. IIIIIIIIIIIH This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-71) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1.50" 0.21 KDDF' ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.7" Allowed = 0.059" 1-02 MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed = 0.089" f f MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.3" 10.007 MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.3" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 " Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, cp : Truss designed for wind loads 0in the plane of the truss only.. 0 rn 'II N C O to �� Mira 4 M-3x4 1 ,1 ,1 y 1-00 1PROVIDE FULL BEARING;Jts:2,3,41 6-00 ����D PROF �.s� JOB NAME : 5019-D POLYGON - J1 �cNGINE-FR 0 Scale: 0.7025 :'7 8 r WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of a6 General Notes 1.This design is based only upon the parameters shown and is for an individualAP Trus s• J1 and Warnings before construction commences. building component.Applicability of design parameters and proper .,,r( 400P 1, 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. r' V- y 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atto DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively as unless braced throughout their length by 7 OREGON ONs �, P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown*+ rL 4.No bad should be rippled to any component until atter all bradng and 4.Installation of truss Is the responsibility of the respective contractor. 9 +qq Y 1 , SEQ. : 6203144 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L V design beds be rippled to any conponent, and are for"dry condition"of use. i P 0 TRANS 1 D: 418 6 6 0 5.CompuTrus has no control over and assumes no responsibility for the 8. and lareassumes full bearing at all supports shown.Shim or wedge If ry V L fabrication,handing,shipment and installation of components. necessary. 9 P 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III Ill VIII 11 VIII VIII IIII IIII TPI1WfCA In BCSI,copies of which will be furnished upon request. git coincideindictwith joint tecenter lines. EXPIRES.12/31/201.6 9.Digits Indicate size of plate in inches. MiTek USA,Inc./Co s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) 11111101111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-60) 58 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50" 0.49 KDDF ( 625) 2'- 3.6" -124/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" '1 T MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.165" MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.6" Allowed = 0.247" 12 MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" 10.00 MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6" MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.6" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 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, r- o (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), d. load duration factor=l.6, c, Truss designed for wind loads N in the plane of the truss only. ti/- o IA_ 1 M-3x4 1' ). 1, 1-00 PROVIDE FULL BEARING;Jts:2,3,41 6-00 to PROP JOB NAME : 5019-D POLYGON - J2 ����v,GI e fts, o s Scale: 0.6775 4., 9 - WARNINGS: GENERAL NOTES,unless otherwise noted: •a 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper '( 411. Incorporation of component Aie •-' `" 2.art compression web bradng must be Installed where shown+. P ponent is the responsibility of the building designer. w- - w...4a...... 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at A DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t",. h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -7 OREGON ti DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bradng required where shown++ 4 vr 4.Na load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /. n SEQ. : 6203145 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non corrosive environment, 11,9) 4 R Y 6 2'` .,.C4'‘. design loads be appied to any component. and are for"dry condition"of use. `/�" y TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pAUL R fabrication,handing,shipment and installation of components. Dnecessary. 7.Passumes adequate drhiface Isprovided.truss, 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center r+' I Dill VIII VIII III 0111 VIII VIII 101 ill TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center12/31/2016 9.Digits indicate size of plate In inches. MiTek USA,InC./COmpuTTus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(Wok) EXPIRES: IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-82) 76 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 335V -90/ 122H 5.50" 0.54 KDDF ( 625) 3'- 6.0" -127/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 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 LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" 3-06-12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.132" f f MAX TC PANEL LL DEFL = 0.017" @ 1'- 11.7" Allowed = 0.269" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 10.00V 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.0" MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.0" � DESIGN ASSUMES MOISTURE CONTENT DOES ' t NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, c, Truss designed for wind loads r1 in the plane of the truss only. ro O M-3x4 ,1 b b 1-00 IPROVIDE FULL BEARING;Jts:2,3,4I 6-00 Pct) PRQ1 JOB NAME : 5019-D POLYGON - J3 Scale: 0.6006 � t��'NeE L/O 44 17 WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. e it:.:78 •E [' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss• J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. sr- `:« 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at +, DES. BY: BS is the responsibility of the erector.Additional rtnanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t,.. h Po ty Pe 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -74,OREGON '' DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •[i, 4. , (f) �C^ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .•S'/ .41 ply {a SEQ. : 6203146fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, -V design beds be eppNed to any component. and are for"dry condition"g use. n TRANS I D: 418660 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If PA a I.. R` necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII III I VIII III IIII TPI WfCA in SCSI,copies of which will be furnished upon request. Digit coincide with joint ate in nche. EXPIRES:12/31/2016 9.Digits Indicate size of plate in inches. MITek USA,IEC./COmpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(A4iTek) IIIIIIIIIIII'I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-109) 95 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) 4'- 8.4" -118/ 148V 0/ OH 1.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 4-09-03 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" T T MAX TC PANEL LL DEFL = 0.054" @ 2'- 8.9" Allowed = 0.374" 3 MAX TC PANEL TL DEFL = -0.052" @ 2'- 7.0" Allowed = 0.561" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.4" 10.00 0MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.4" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r--- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir); o ii load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. M ti/ O PjlrllIllMIIIIIIIIIIIIIIMIII 1 M-3x4 b ), 1, 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5019-D POLYGON - J4 ���4�n Paofiss t. �IN�� /(.2Scale: 0.5434 9Z 78 p� WARNINGS: GENERAL NOTES,unless otherwise noted: 40 •"J 1.Builder end erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper / w 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. :�►"f rte- `m 't', 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at =" DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4" 40 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '$yA-OREGON �," , DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ -Y SZ 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibigty of the respective contractor. ��_Gq 5 SEQ. : 6203147 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r7 Y 1 ,t design loads be eppie0 to any component. and are for"dry condition"of use. V TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if AA AUL R` cessary. fabrication,handIng,shipment and installation of components. Dnesign assumes 7.Plates assadequateadodrainagehfcisprovided.truss, a. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 11111 1E111 11111111111111111111111 TPIVlfCA In SCSI,copies of which will be furnished upon request. ling it coincide with joint center does. . 9.Digits indicate size of plate In inches. 10. MiTel USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES: 12/31/2016 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BPR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3-(-137) 115 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11,6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.159" @ 3'- 7.1" Allowed = 0.478" 5-11-09 MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.717" - 1' 3 ,' MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.8" I' DESIGN ASSUMES MOISTURE CONTENT DOES 12 '� NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads Io in the plane of the truss only. o 0 en ti/- oo/- ►- 4►/ 0 1 M-3x4 .1 ) ), 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,31 cO PROF JOB NAME : 5019-D POLYGON - J5 Scale: 0.4864 t.3 i9 %,� ir WARNINGS: GENERAL NOTES,unless otherwise noted: * /8 w E r- 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss• J5 and Warnings before construction commences. building component.Applicability of design parameters and proper C w 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. t'. 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 1 c.c.respectively unless braced throughout their length by e,r !p P ty continuous sheathing such as plywood sheathing(TC)and/or d ywell(BC). I OREGON '' DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown+a -9. 1V , 1 VtZ" 4.No Mad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. � . SEQ. : 6203148fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9 Al'4 A Y 1 design Mads be applied to any component. nand are for"dry condition"of use. n TRANS I D' 418660 5.CompuTrus has no control over end assumes no responsibility for the 8.Designeceassumss full bearing at ail supports shown.Shim or wedge if PA U L F?, " fabrication,handling,shipment and installation of components. 7Desissary. ,Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111110 I III VIII VIII III IIII TPINVECA In BCSI,copies of which will be tarnished upon request, git coincidentwith jointcenternInes. EXr' RES: 2/ I/2016 9.Digits 4th c?date In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connrctar?late design values see ESR-1311,ESR-1988(MiTek) IIII II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-217) 192 3-9=(-115) 66 TC LATERAL SUPPORT <= 12"01. ION. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -10B/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ''' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.074" @ 2'- 9.2" Allowed = 0.981" wI MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" 3 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" 0.1 : MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 12 10.007 0 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, o Truss designed for wind loads 1 in the plane of the truss only. V) M I s- ►' 5►. -/ 0 1 M-3x4 1 ), b 3, 1-00 6-00 1-02 PROVIDE FULL BEARING;Jts:2,5,3,91 JOB NAME •. 5019-D 5019-D POLYGON - J6 90 PNo.F � LJGI N � 6', Scale: 0.4593 � p R 9 � '0� 'Ct.GENERAL NOTES,unless otherwise noted: ' " e e 782•E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+• Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at + DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t,,. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1r OREGON '-- DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I. .Qtt 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor.SEQ. : 6203149 '7 �,4�Y j lSfasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, TRANS I D; 418660 design loads be tippled to any component. and are for"dry condition"of use. ia. VI •k\4 CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if -A U L T a, fabrication,handling,shipment and Installation of components. necessary. Po 8.Design assumes adequate drainage Iprovided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of of truss,and placed so their center 111111111111111111111111111101 TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint centerEXPIREs.1 ��2Q L6 9.Digits indicate size of plate in inches. 10. TPI/WTCA USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) . 111111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3-(-266) 237 3-4=( -90) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -93/ 249H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4" -14/ 21V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP COND. 2: Desi•n checked for net(-5 •sf) u•lift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 --' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.118" @ 2'- 11.7" Allowed = 0.481" ') MAX TC PANEL TL DEFL = 0.104" @ 2'- 11.7" Allowed = 0.722" 1 MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.6" MAX HORIZ. TL DEFL = -0.003" @ 8'- 3.6" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 7 3 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. r r- rn I PAIIIIII 1 M-3x4 J. ). l J. 1-00 6-00 2-09-06 PROVIDE FULL BEARING;Jts:2,5,3,4' <�,��,0 PRQ1 so JOB NAME •. 5019-D POLYGON - J7 Scale: 0.4136 tiNGINE �0 WARNINGS: GENERAL NOTES,finless otherwise noted: 4 ke 17J 1.Builder and erection contractor should be advised of all General Notes 1.This design Is eased only upon the parameters shown and is for an individual r Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 1"* ,,, 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. - - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ti' Po continuous sheathing such as plywood in ere and/or drywall(BC). -v OREGON '• DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /, /Leyd �T 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1:0,, V SEQ. : 6203150 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '��Y -t design loads be applied to any component. and are for"dry condition"of use. t�`wl TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes Aril bearing at all supports shown.Shim or wedge if P,4 U L C 1, necessary. fabrication,handling,shipment and installation of components, 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center NI 11 IIII 1IIII 11111111111 II VIII VIII IIII IIII TPIANfCA in BCSI,copies of which will be Pomished upon request. lines coincide with joint ate In nche. EXPIRES: 2/31/2016 I! 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connetor plate design values see ESR-1311,ESR-1966(MITek) 111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-318) 286 3-4=(-102) 45 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = .32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0,0" -23/ 376V -106/ 284H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 6BV 0/ OH 5.50" 0,11 KDDF ( 625) 5'- 11.2" -249/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TC THE SPATIAL 9'- 6.8" -52/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -s MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0,100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" �) MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.0" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.0" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 7 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, til r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. do co N I PAMIlmiumimmmiimiO I ►� 5►� -f O M-3x9 /, b )' k 1-00 6-00 3-06-12 'PROVIDE FULL BEARING;Jts:2,5,3,41 R�0 Opt. JOB NAME : 5019-D POLYGON - J8 ca• NG,IN4 `-� Scale: 0.3838 44, 17 ? Io FR ©,p WARNINGS: GENERAL NOTES,unless otherwise noted: •l LJ E r 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4.441, Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t/ 40 continuous sheathing such as plywood sheathing(TC)and/or drywall BC. ( ) 'S OREGON �� DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 62031514.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. it, /3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a corrosive environment, 9 'l 4 ii y i t`i 'C TRANS I D• 418660 design loads be applied to any component. and are for"dry condition"of use. k S.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if p AUL ik fabrication,handing,shipment and installation of components. necessary. 7.Passumes adequatedodras ns imitationsPlates faces of truss,and placed so their center I IIIIII I III VIII VIII I III VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Woes. EXPIRES: 12I31I2�1 9.Digits indicate size of plate in inches. Mitek USA,Isc./CompUTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) k.... IIIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-373) 304 3-4=(-142) 57 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -55) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 9.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -128/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. _, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.2" Allowed = 0.077" MAX TL CREEP DEFL = -0.001" @ 10'- 9.2" Allowed = 0.102" 10 MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 7 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 3 system and components and cladding criteria. o Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o, Truss designed for wind loads in the plane of the truss only. ro i t o 6► ,, o M-3x9 J' b ), > 1-00 6-00 4-09-03 PROVIDE FULL BEARING;Jts:2,6,3,41 ���.O PROF. JOB NAME : 5019-D POLYGON - J9c. t`Gi"� Q�9 Scale: 0.3535 WARNINGS: GENERAL NOTES,unless otherwise noted: / 14041:61 e 78 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss• J9 and Warnings before construction commences. building component.Applicability of design parameters and proper �,,r(C 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. #• - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at + DES. BY• BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'c.c.respectively unless braced throughout their length by V �� po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "V OREGON �„ DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ •Y,• �. 4.Na load should be appied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. G.q `,...1 Cj 2 SEQ. : 6 2 0 3 155 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L.. ! V TRANS ID: 418 6 6 0 design beds be appied to anyassncomponent. and are for"dry condition"of ata. 1 �j L ��� • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fug bearing u all supports shown.Shim or wedge If A U necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center nter lines. I IIIIII IIIA IIIA IIIA I III IIIA IIIA III11 MiTe SAnlnc.S /Co copies of which will wae hrmis6(1 L Ehed upon request. 10.For basic connectorde with oplate eint edesign values see ESR-1311,ESR-1066 gdiTek) EXPIRES:1213iJ20.16 B.Digits Indicate size of In inches. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-DC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2-( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-411) 381 3-4=(-191) 139 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -55) 29 BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.6" -30/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" y MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007" @ 11'- 10,8" it MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.8" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 I load duration factor=l.6, o Truss designed for wind loads t 0 in the plane of the truss only. ti rn I 0 M-3x4 1-00 6-00 5-11-09 PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5019-D POLYGON - J10 �5�``0 F<s p Scale: 0.3200 wCti � 7 '`� 0. WARNINGS: GENERAL NOTES,unless otherwise noted: Q :1' / sE ♦✓ 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J10 and Warnings before construction commences, building component.Applicability of design parameters and properAippir 2.2z4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �' DES. BY: BS isA thedresponsibility temporary o bracing erector.iAnsure Isonal permanent duribracing of 2'o.c.and at 10''o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 OREGON rs" DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ S E Q. : 6203153 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. <Z." fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, "I9 G", n Y I�J 2 4 TRANS I D: 418660 design bads be appoed to any component. and are for"dry condition"of use. h" 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PA U L 1.01 6. handing,shipment and Installation of components. Designe 6.This design Is furnished subject to the!irritations set forth by7. latesassumes adequateadodrainagecis provided. a I!IIIA 1111111111111111111111011111111111111 r 8.Plates so ncil be with joint center nfaess of truss,and placed so thalr center TPINVTCA In BCS!,copies of which will be famished upon request. Digit cndcat with Inche. EXPIRES: .3�/2Q1 9.Digits cicon sizectof plate s n Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1866(MITek) 11 III1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #10BTR SPACED 24.0" O.C. 2-3=(-455) 428 3-4=(-247) 190 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -78) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 3938 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -170/ 240V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 2.0" -61/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008" @ 13'- 1.3" 4 MAX HORIZ. TL DEFL = -0.008" @ 13'- 1.3" DESIGN ASSUMES MOISTURE CONTENT DOES I 0NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, COD D (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 1 load duration factor=l.6, o Truss designed for wind loads 3 1 in the plane of the truss only. rn )'`� -/ 1 I 14-3x46. 1, 1, ), b 1-00 6-00 7-02 PROVIDE FULL BEARING;Jts:2,6,3,4,51 „io PR()Fe, JOB NAME : 5019-D POLYGON - J11 ����0,GINEE. s/°�9 Scale: 0.3060 WARNiNeS: GENERAL NOTES,unless otherwise noted: 4. / *'78. "E r'" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: J 1 1 and Warnings before construction commences. building component.Applicability of design parameters and proper Api 40t., 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y. DES. BY: BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by c �� po ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'SFj�OREGON O ,�, DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L 2 /y 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor. "q ,4 Y {j !'C SEQ. : 6203154 fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used in a noncorroslve environment, , �V design beds be applied to any component. and are for"dry condition"g use. "+ A) c) TRANS I D: 418660 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes fug beefing et e.supports shown.Shim or wedge If AUL necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III Ill VIII fill VIII IIII IIII TPI/W1 CA in BCSI,cop es of which will be furnished upon request. bines coincide with joint center tines. EXPIRES:12/31/2016 s.Digits Indicate size of plate In Inches. MiTek USA,Inc./Comppies of s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wel() IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.6" TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-IBC 2012 MAX MEMBER- ) FORCES 72 2-6=0) BC: 2x9 KDDF #1OBTR SPACED 24.0" O.C. 2-3=(-480) 452 3-4=(-274) 21B TC LATERAL SUPPORT <= 12"0C. UON, LOADING 4-5=( -94) 68 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSE Ground Snow (Pg) 0'- 0.0" -24/ 378V -156/ 41311 5,50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -192/ 271V 0/ OH 1.50" 0.35 KDDF ( 625) 13'- 9.6" -75/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.070" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0,079" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.009" @ 13'- 8.9" MAX HORIZ. TL DEFL = -0.009" @ 13'- 8.9" DESIGN ASSUMES MOISTURE CONTENT DOES 4 NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 0 Design conforms to main windforce-resisting system and components and cladding criteria. 10.00 7 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I Truss designed for wind loads in the plane of the truss only. 3 ti ti M c MIIIIMINIIIMINIIo i 1 6 o M-3x4 1, b * l 1-00 6-00 7-09-10 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 Fi `�V GP e�t�./ JOB NAME : 5019-D POLYGON - J12 Scale: 0.287744, 7p '4 WARNINGS: GENERAL NOTES,unless otherwise noted: i/8 w 9T;, 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: J12 and Warnings before construction commences, building component.Applicability of design parameters end proper 2.2z4 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. �" ..,,. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '"' .. DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by L„ i ... continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). "f' OREGON mss• DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ SEQ. : 6203155 4.No load should be applied to any component until after all b acing and 4.Installation of truss Is the responsib ity of the respect ve contractor. I^ 10. ll�jq Y 1cr ,1 !] fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, V `C TRANS I D: 418660 design loads be appied to any component and are for"dry condition"of use. qr.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if PA 1 t L 1� fabrication,handing,shipment and installation of components. 7.Decessary.esis provided. 6.This design is furnished subject to the imitations set forth by 8.Plates adequaten assumes shag be locatedon both faces e iof truss,and placed so their center 1111111 VIII ILII VIII VIII VIII VIII IIII(IIITPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide wth jclnt tamerInes. EXPIRES: /31/ZO16 9.Digits Indicate size of plate in inches. Mitek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIII IIill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ff16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-21) 39 6-5=( 0) 17 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-108) 0 6-7=( 0) 0 5-3=( 0) 54 WEBS: 2x4 KDDF STAND 3-4=) -20) 33 5-8=(-35) 59 3-8=(-61) 36 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" -45/ 300V -27/ 91H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -123/ 91V 0/ OH 1.50" 0.14 KDDF ( 625) 6'- 0.0" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 2-04-06 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T '(AND.BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" • 12 MAX LL DEFL = -0.002" @ 1'- 7.4" Allowed = 0.089" 10.00MAX LL DEFL = 0.000" @ 5'- 4.8" Allowed = 0.159" 7MAX TC PANEL TL DEFL = 0.003" @ 0'- 11.3" Allowed = 0.140" MAX BC PANEL TL DEFL = -0.011" @ 3'- 4.1" Allowed = 0.206" 4 -/ MAX HORIZ. LL DEFL = 0.002" @ 5'- 4.8" M-9X63 0MAX HORIZ. TL DEFL = 0.003" @ 5'- 4.8" , DESIGN ASSUMES MOISTURE CONTENT DOES i NOT EXCEED 19% AT TIME OF MANUFACTURE. o Design conforms to main windforce-resisting ,� system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 ► M o load duration factor-1.6, ,+� m M 3x4 8�M-3x9 M-3x9 o End vertical(s) are exposed to wind, t Truss designed for wind loads oof i f in the plane of the truss only. 0 I• 6 7 M-3x5 1 1' /, 1-06-12 9-05-04 1-00 1-08-08 4-03-08 J' .1 /' 1-03-09 3-00-09 .1 1, 6-00 PROVIDE FULL BEARING;Jts:2,4,8I Pip PROre S 5� GENE si JOB NAME : 5 019-D POLYGON - J2 C Scale: 0.5754 Q` `,`�7$ °�-7 WARNINGS: GENERAL NOTES,s unlssuponotherwise hnoted: 1.Builder and erection contractor should be advised of e9 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: J2 C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t- �� po ry P continuous sheathing such as plywood sheathing(TC)and/or drywa0(BC). 'A-OREGON O �, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.Dr Impact bridging or lateral bracing required where shown++ -Y 4.No bad should be spoked to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'Q^ �+q Y 1�j 1... S E Q. : 6 2 0 315 6 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,`j' n f1 JV design beds be appked to any component. and are for"dry condition"of use. l`"A c a, TRANS I D: 418660 5.CompuTrus has no control over end assumes no responsibikty for the 8'aDeceassumes full bearing at all supports shown.Shim or wedge if r f fabrication,handling,shipment and installation of components. ry• g, p po 7.Designcassumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111110. IIIIII VIII VIII VIII VIII VIII VIII)III)IIITPIM7iCA In BCSI,copies of which will be furnished upon request. Tangs coincidewith joint center Ines. EXPIRES:12)31/2016 9.Digits indicate size of platateIn inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) .411111 IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-97) 77 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-162) 33 5-7=(-65) 103 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -8) 35 3-7=(-123) 77 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"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" -97/ 399V -40/ 122H 5.50" 0.55 ODE ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -89/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) 6'- 0.0" 0/ 96V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-06-12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.004" @ 2'- 10.0" Allowed = 0.149" 12 MAX TL CREEP DEFL = -0.006" @ 2'- 10.0" Allowed = 0.199" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" 10.00 7 4 -, MAX BC PANEL TL DEFL = -0.010" @ 3'- 9.5" Allowed = 0.163" M-4x63 0MAX HORIZ. LL DEFL = -0.006" @ 5'- 8.5" MAX HORIZ. IL DEFL = 0.008" @ 5'- 8.5" 4i$ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. hilliklhlh. i Design conforms to main windforce-resisting o system and components and cladding criteria. 1 `� Wind: 140 mph, h=20.7ft, TC DL=9.2,BC DL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-3x4 Truss designed for wind loads in the plane of the truss only. � t7 -/rn -/ ti� o m M-3x4 M-1.5x3 r� IC 0 0 1 M-3x5 'PROVIDE FULL BEARING;Jts:2,4,71 J' > y 2-10 3-02 1-00 2-11-12 3-00-04 1 y 6-00 JOB NAME : 5019-D POLYGON - J3C S� .4,GI eF`�s/0 Scale: 0.5868 4G OOO 9 ' WARNINGS: GENERAL NOTES,unless otherwise noted: Q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4014110 Truss: J3 C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. Pi " 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �' DES. BY: BS 2'o.c.and at la'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing ofV 41, ,, continuous sheathing such las cing required where sheathing(TC)and/or drywall(BC). "17 OREGON 4'� DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1 �4`V a IS iL1�(3. S E Q. : 6203157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 'l"T! V TRANS 1 D" 418660 design bads be appced to any component and are for"dry condition"of use, k �; S.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if AA 1.t L fabrication,handling,shipment and Installation of components. eessary. V 7.Designlaesassumes adequate both drainagecis psa. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on born faces of truss,and placed so their center 11111111111111111111111111111111111111111111 IIIA''IIIIIIII'IIIII III'IIIIIIIIIIIIIIII TPIANICA In SCSI,copies of which will be furnished upon request. lunges coincidedicatwith Joint center lines. ExPLRES: I2I3i IZ016 9. its Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6-( -75) 112 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-204) 39 5-7=(-102) 149 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -42) 40 3-7=(-178) 122 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 378V -53/ 153H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.4" -74/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 6'- 0.0" -10/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-09-03 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.007" @ 2'- 10.0" Allowed = 0.209" MAX TL CREEP DEFL = -0.009" @ 2'- 10.0" Allowed = 0.279" 4 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" 10.007 0 MAX HORIZ. LL DEFL = -0.010" @ 5'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 5'- 8.5" M-4x6 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 , Design conforms to main windforce-resisting 411 system and components and cladding criteria. co0 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. V. M-3x4 illi ~ en 111.--- 4 7 �o m M 3x4 M-1.5x3 0 0 0 -/O 0 6 M-3x5 PROVIDE FULL BEARING;Jts:2,4,71 3, J' y 2-10 3-02 * * b 1 1-00 b 2-11-12 3-00-04 b 6-00 �00 PR©FFss JOB NAME : 5019-D POLYGON - J4C ,:....w ��`G�"��� ,f Scale: 0.5258 WARNINGS: GENERAL NOTES,unless otherwise noted: 78 w 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J4C and Warnings before construction commences. building component.Applicability of design parameters and proper 4 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 40 ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaH(BC). -7 -OFIEGON 0''` �;, DATE: 3/11/2015 the overall structure Is the responslbIlity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ e, 2 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1,9 Al Cs`r AS /y� SEQ. : 6203158 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r7 i << design beds be applied to any component. and are for"dry condition"of use. ir P �,�, TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if A U 1_ necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Nnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIMyfCA in BCSI,copies of which will be furnished upon request. Digit cindicae with joint center nche. 9.Riess o ndt size oplatein inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES: 12/31/2016 11111011 IIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-111) 145 6-5=( 0) 23 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-237) 53 5-7=(-151) 194 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -72) 56 3-7=(-232) 180 LOADING TC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 399V -66/ 184N 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 8.5" -30/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) 5'- 11.6" -60/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-11-09 MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" T T MAX LL DEFL = 0.009" @ 2'- 10.0" Allowed = 0.254" 4 -, MAX TL CREEP DEFL = -0.012" @ 2'- 10.0" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.014" @ 5'- 8.5" 12 0 MAX HORIZ. TL DEFL = 0.015" @ 5'- 8.5" 10.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 0 load duration factor-1.6, 4. End vertical(s) are exposed to wind, Ip Truss designed for wind loads in the plane of the truss only. 11111 A,ro All 7 11.."---41. rn d 1m M-3x4 M-1.5x3 0 I ►� 6 �o 0 1 M-3x4 M-3x5 PROVIDE FULL BEARING;Jts:2,7,41 ,1 ,1 y 2-10 3-02 1-00 2-11-12 3-00-04 .1 )' 6-00 JOB NAME : 5019-D POLYGON - J5C .�•<`1�a P F �.ss% Scale: 0.4668 4G' �7 WARNINGS: GENERAL NOTES,unless otherwise noted: •s 7 8 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper / ,w 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. A"� w, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS continuous and st 1a'h.n such as y dss braced throughout their length by y -y7A.OREGON is the responsibility of the erector.Additional pannanent bracing of 2'o.c.ad sat 10'o.c.g such as plywood sheathing(TC)and/orhrywength). t e �43 DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibiRy of the respective contractor. p SEQ. : 6203159 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive rosive environment, IA, .41 pi,Y A S �1�4' TRANS I D: 418660 design loads be appled to any component 8.and gre for assumescfulldition"of all supportsn 5.CompuTrus has no control war and assumes no responsibility for the Designbearing shown.Shim or wedge if PA U L `', fabrication,handing,shipment and installation of components. necessary. 7.Designlatesassumes adeqone drainage e i o provided. and This design is famished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center IIIIII II II ILII VIII IIII VIII VIII IIII III TPI/WfCA in SCSI,copies of which will be famished upon request. Digit coincide with joint aIn nche. EXPIRES: 12/31/201.6 9.For Digits indicate size ofplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.Fbasic connector plate design values see ESR-1311,ESR-1988(MITA) 1E111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=( -93) 136 7-6=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2-3=(-223) 56 6-8=(-126) 182 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-151) 114 3-8=(-217) 150 LOADING 4-5=( -54) 22 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10,0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 390V -79/ 216H 5.50" 0.62 KOH ( 625) 5'- 8.5" -26/ 145V 0/ OH 5.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -125/ 198V 0/ OH 1.50" 0.25 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 7'- 2.0" -6/ 1V 0/ OH 1.50" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, 7-02 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' T MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 10.0" Allowed = 0.254" ') MAX TL CREEP DEFL = -0.011" @ 2'- 10.0" Allowed = 0.339" 4 MAX HORIZ. LL DEFL = -0.012" @ 5'- 8.5" 12 MAX HORIZ. TL DEFL = 0.014" @ 5'- 8.5" 10.00[270 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. t m Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 of (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), 3 load duration factor=l.6, � End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Milliliii... ... mn 111 CL 1 fiM r' o m O M-1.5x3 7,-- ' M13x4 0 c' 1 M-3X4 M-3x5 1, y 1, 2-10 3-02 1, )' ), ), 1-00 , 2-11-12 4-02-04 , b 6-00 1-02 I PROVIDE FULL BEARING:Jts:2,8,4,5' ����O PRQPF. SO JOB NAME •. 5019-D POLYGON - J6C Scale: 0.4028 �� t, ,9 /04. WARNINGS: GENERAL NOTES,unless otherwise noted: Q i s . x--. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual j APO Truss• J6C and Warnings before construction commences. building component.AppllcaNlity of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 40. a .'+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v �� ad ty continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). l' OREGON DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ -9 lij� �� Q` 4.No load should be appled to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. t✓ C� 1 SEQ. : 6203160 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r7 �V TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. .n {� • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at a8 supports shown.Shim or wedge if a"'A-AUL T al necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII Ill VIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. Digit coincidentwith jointain Ones. EXPIRES: 2/ l/2016 9.Digits ndsit'.oplate to Inches. MiTek USA,Inc./COrnpuTrus Software 7.6.7(1 L)-E 10.For basic connector Nate design values see ESR-1311,ESR-1988(MITek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER. SPECIFICATIONS TRUSS SPAN B'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= l2"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d windforce-resisting ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. , TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall DON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 12 complete specifications. 4.00 v 3 i 0111.1111r141111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 to 0 in -idtillgillgillIllIllgllIllIlIl t 2 -,,,- I 1 _� M 0 1 o M-3x9 4 1 1, 1-00 8-06 1 JOB NAME : 5019-D POLYGON — P1 �`����GP E �Ss0 Scale: 0.6490 wc? pp ' /li WARNINGS: GENERAL NOTES,unless otherwise noted: 7C7: E �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is Eased only upon the parameters shown and Is for an Individual APO Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper j ��//�� 2.21(4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 1"+r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4 such a continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC). "fr OREGON 4''* DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown++ SEQ. : 6203161 4.No loadcti should be applied to any component until after all bracing and 4.installation of truss Is the responsibility of the respective contractor. �t1 /ytw+ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i9 G'l�Y j�j 2!�C` TRANS 1 D: 418660 design loads be applied to any component and are for"dry condition"of use. �. A aV S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '1 Pit ; necessary. L i fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lines incide with int center lines. ling VIII pIp VIII VIII VIII IIII IIII MiTek USA,InC./CnmpUTrus Softw a 7.6.6(1 L)E request 10.For basic connector oplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2016 9.Digits Indicate size of plate In Inches. IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF fl1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 36 2-5=1-53) 69 3-5=1-266) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-109) 91 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .(SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 493V -34/ 10111 5.50" 0.79 KDDF 1 625) LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF 1 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.355" @ 4'- 3.7" Allowed = 0.508" 8_02_09 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed= 0.762" ,( T T MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" 4.00 v DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 4 NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting if system and components and cladding criteria. ill Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads , in the plane of the truss only. 1 0 un � � 1 z X5 ' M-3x4 M-1.5x3 8-02-04 0-03-12 l b b 1-00 8-06 ���,..O PROpt6, JOB NAME : 5019-D POLYGON - P2 � 0�GiN�FR <0 Scale: 0.5990 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 .R/7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss• P2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.284 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'c.c.respectively unless braced throughout their length by v *4) po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). N "$A OREGON i �, DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 7r 4, 4} 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'T 4t, ,1: Fi Y AS�i SEQ. : 6203162 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,L V design loads be applied to any component and are for"dry condition"g use. p n TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6'and are assumes Cull bearing at all supports shown.Shim or wedge If A U fabrication,handling,shipment and installation of components. ry. g. P Pa 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be I•ncated on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII VIII IIII IIIITPIiWFCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. EXPIRES: 12/31/2016 9.Digits indicate size or plate in inches. MiTek USA,Ina./COmpuTfus Software 7.6.6(1 L)-E 10.For basic connector data design values see ESR-1311,ESR-1986(MITek) IIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-69) 26 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -132/ 979V -12/ 83H 5.50" 0.77 KDDE ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.205" MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.4" Allowed = 0.307" 12 6.00 2 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 3.1" MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.1" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 0 Design conforms to main windforce-resisting system and components and cladding criteria. -, Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, t c, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), c) load duration factor=1.6, 1 N Truss designed for wind loads M-3x4 in the plane of the truss only. M f ,-1 O o 2111.0..- 11 4 1 - / y y 1-08 2-00 1-03-13 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-D POLYGON - SJ1 �0, MAGI �`�s% Scale: 0.8274 ��? 2 WARNINGS: GENERAL NOTES, miens otherwise noted: C v782" 17_,.. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: S Jl and Warnings before construction commences. building component.Applicability of design parameters and proper AN s 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. o.- `.. 2.Design assumes the top and bottom chords to be laterallybraced at " DES.. BY' B S ` 3.Additional temporary bracing to Insure stability during construction h is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). le.14.OREGON Q,� DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ce SEQ. : 6203163 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �L1 �'9 V '1{J TRANSl I D: 418660 design bads be appied to any component. and are for"dry condition"of use. 7/�j^ V 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ` fJ„ �` necessary. �'S U fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center 1111111111111111111111111111111111111111H110.TPI/WTCA in BCSI,copies of which will be furnished upon request. goes coincide with joint center foes. EXPIRES: 12/3j�2�16 9.Digits indicate size of plate In inches. Malek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111111 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-117) 53 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -97/ 461V -25/ 134H 5.50" 0.74 KDDF ( 625) 1'- 9.2" -65/ 199V 0/ OH 5.50" 0.31 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 7.8" -75/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TOTHESPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0,001" @ 6'- 7.1" MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.1" 12 3 -/ DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 p NOT EXCEED 19% AT TIME OF MANUFACTURE. �' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20,9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, .-, Truss designed for wind loads 1 in the plane of the truss only. co 0 m M-3x9 M of O I - 2► 4� 0 111 ,1 ), y y 1-08 2-00 9-07-13 PROVIDE FULL BEARING;Jts:2,9,31 6.61i JOB NAME : 5019-D POLYGON - SJ2 �� t���NE�q !o,.� Scale: 0.5726 4t" s e 78 c� WARNINGS: GENERAL NOTES,unless otherwise noted: w t'' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss• SJ2 and Warnings before construction commences. building component.ApplIcabllity of design parameters and proper 4810.10 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l/ �4) p ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), if _OREGON O �„ DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ YG 2 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. 'q .,� � 1 SEQ. : 6203164 fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used in a non-corrosive environment, n design loads be applied to any component. and are for"dry condition"of use. /r fb `,�. T RAN S 1 D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary. assumes full bearing M all supports shown.Shim or wedge If AUL fabrication,handin,shipment and Installation of components. ry g P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111111 TPIhVECA in BCSI,copies of which will be furnished upon request. git coincide with Joint ainr Ones. EXPIRES �/.�1/Z01 9.Digitssoncide size of tplate ein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1E1 11 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1 15 1-2=) 0) 72 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = _2.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE 'i0 THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ, LL DEFL = 0.000" @ 1'- 10.9" 10.00 7MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. 0 N co i c, PAVIIIIIIIIMIIIM c, Illia 4 11111.-- M-3x4 b y i' 1-00 2-00 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-D POLYGON - SJ3 .1 � 4. .-, Scale: 0.6926 Gi`G�N�`� /qp WARNINGS GENERAL NOTES,unless otherwise noted: Q •e 7 8 ki qty 1.Bulkier end erection contractor should Be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: SJ3 and Warnings before construction commences. building component Applicability of design parameters and proper / 40110 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,I'e -t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS and at 10'o.c.such respectively ds braced and their length. 1' OREGON '� is the responsibility of the erector.Additional permanent bracing of 2'o.c.continuous and sheathing o ng such as plywood sheathing(TC)throughout and/orulheir en th). v 4) DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ () 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. S E Q 6203165 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t q Rj 15 design bads be appfed to any component and are for"dry condition"of use. (/,"' `� TRANS 1 D: 418660 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if /�A U L fabrication,handling,shipment and installation of components. necessary. 7.Designlasassumes adequate both faces of truss,and placed SS their center IIIIII VIII VIII VIII I III VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. EXPIRES: I ZI31IZOi6 9.Digits indicate size of plate in inches.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MlTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Den checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 3 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 10.00 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" '' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" ' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20,9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, co Truss designed for wind loads in the plane of the truss only. M-3x9 r, t • 1 o� ►1 4►1 1 b i )' 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,31 pRop JOB NAME : 5019-D POLYGON - SJ4 w <<- .,\GINEF� �/ Scale: 0.6431 17 WARNINGS: GENERAL NOTES,unless otherwise noted: .1'78 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual APO Truss• SJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V cif) po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1' OREGON] DATE• 3/11/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ . , 'it, 9,C) �Q" 4.No load should be appied to any component until after all bracing and 4.Installation of buss Is the responsibiity of the respective contractor. V 1 SEQ• : 6203166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: 418660 design bads be eppied to any anent. and are for"dry condition"of use. hh t1 • 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full bearing at at supports shown.Shim or wedge if f`%�U�, i'` necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Ilill IIII VIII VIII I III VIII VIII IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center nche. EXPIRES: �✓.�1 fZ016 9.Digits Indicate size offplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIII IIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-48) 41 1-3=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. I TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC, UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = - 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -18/ 92H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.09 KDDF ( 625) 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1-11-1 1 ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1' -(LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.131" 10.00 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 2 -/ Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, '' Truss designed for wind loads in the plane of the truss only. rn 0 0 0 EN rn,..-- ,-1 I c 0 PIIIAIIIIIt 0 1� 31111110.- M-3x4 y y 2-00 PROVIDE FULL BEARING;Jts:1,3,21 JOB NAME : 5019-D POLYGON - SJ5 �``�� ss�p Scale: 0.7796 ��? TopYY 78 130 PI E'4 ?ice 1-- WARNINGS:uO. hRAe NOTES,unlss only up nWhe noted: - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: SJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 400 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4) continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). I' OREGON �"s DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ. : 6 2 0 316 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .A , 4/3}, 1 S �i 13� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 79 'C TRANS I D" 418660 design bads be appied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if /SA UL vc4 fabrication,handing,shipment and installation of components. necessary. A 6.This design is furnished subject to the imitations set forth byg,Designassumes locatedadeqone drainage is truss,and Vr 8.Platesec mail bewith joint both lines.of truss,and placed so their center TPI/WfCA in BCSI,copies of which will be famished upon request. Tangs cits oincide size e with ate In In inches. nche. EXPIRES:.12/31/2016 MiTek USA,Inc./Compulrus Software 7.6.6(1 L)-E 10.FFar basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=(-90) 74 1-3=(0) Q BC: 2x4 RODE #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 129V -39/ 93H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -32/ 75V 0/ OH 5,50" 0.12 KDDF ( 625) 3'- 11.7" -72/ 102V 0/ OH 1.50" 0.16 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 10.00 7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 -/ MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES ,, NOT EXCEED 19% AT TIME OF MANUFACTURE. ' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, a, Truss designed for wind loads 1 in the plane of the truss only. co 0 m M-3x4 r, t 0 o� 1►/ 3.1 * Y / 2-00 1-11-11 PROVIDE FULL BEARING;Jts:1,3,2' ...,t0 PROr4. JOB NAME : 5019-D POLYGON - SJ6sale: 0.6361 <782�E °?< WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual4111. Truss• SJ6 and Warnings before construction commences. building component.Applicability of design parameters end proper �- 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.0.such asrespectivey unless braced throughout their length). V X6) p ty 9 continuous sheathing such plywood sheathing(TC)and/or drywall(BC). '9A-OREGON „ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -Y 4.No bad should be appled to any component until after all bracing and 4.Installation of truss is the responsibllly of the respective contractor. '9 GAIR y A 5 1.;. SEQ. : 6203168 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4 n V design beds be applied to any component and are for"dry condition"of use. -l p `\ TRANS 1 D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.andnecare for "nes full bearing at at supports shown.Shim or wedge if A U fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111111111 TPINV7CA in BCSI,copies of which will be furnished upon request. git coincide with joint centerinches. EXPIRES:12/31/2016 9.Digits indicate size of plateaIn Inches. MiTek USA,Inc./CompuTrus mpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)