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Plans (115) Job Truss Truss Type Qty Ply POLYGON R45755177 PL15-354UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co.,- Beaverton,Oregon -7.530 s Jul 11 2014 MiTek.Industries,Inc Tue OQ 27 13:50:54 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-J81COfhJDwxCLbLMojVx_Zvm WjHeA9GkRQnxjIyPA3F p-10-01, 0 11-0-12 1 1 2-6-0 1 2-4-9 I 1�2 0 1 1-9-11 I Wo Scale=1:40.1 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 II 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 N e\�/ \ a o / \ e / \ 'I/ a 15,, r0- e e e 8 24 23 22 21 20 19 18 17 16 15 1.5x3 I I 1.5x3 II 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 I 9-8-5 y-3-51 I 19.6-8 1 22-11-8 1 3-6-12 5-1-9 7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X.Y)— F2:0-1-8,Edoel,13:0-1.8,Edge1,118:0-1-8.Edael,119:0-1-8,Edciel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 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 6-0-0 oc bracing. REACTIONS. (lb/size) 15=377/Mechanical,21=950/0-7-0,24=15/0-1-12,16=1450/0-5-8 Max Uplift 15=480(LC 6),24=121(LC 6) Max Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=-1478/0,6-7=-1478/0,7-8=-1478/0,8-9=-1051/0, 9-10=-1051/0,10-11=1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=-812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 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. ��D PROFFS 87022PE / Ul CV 5.-y SAT OREGO qo 1ti 'AO AMBER N1 �� OS A. HER'OP EXPIRES:06/30/2017 October 27,2015 4 .. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/032015 BEFORE USE s . Design valid for use only with MiFekm connectors.This design is based only upon parameters shown,and is for an individual buildigncomponent.not a truss system:8efore use,the butding,designer must verify the applicability of design parameters and properly incorporate this design into the overall . bulding°design Bracing indicated is to prevent buckling:of individual truss web and/or chord members only.Additional temporary and permanent bracing• - Mitek• <. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSI-89 and/CSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 __ Job Truss Truss Type Qty Ply POLYGON R45755178 PL15-354_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber 6 Truss Co., Beaverton,Oregon - - - .._._ -. - -. 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:56 2015 Page-1 ID:53c ybS_6sJgMSM2Sm Dy9giZ-GWtypIOZIXBvbvUkv8XP3_43Xt0e5r0ukG2oByPA3D X000 0-m0 Scale=1:40.5 4x4= 2x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 /A e�s\ej• e/•N5 = /•Ne/ N;/h\_e e � ;j. �, 5 l" Sr. 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4= 4x6 = 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4 = 4x4= 3x6= 4x6= 3x4 = 1.5x4 SP= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND 3x5= /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESIGNER IS REQUIRED. 17-7-2 16-5-2 11I7-0-71 I 23-9-0 16-5-2 b-7-o 6-1-14 0-7-0 Plate Offsets(X,Y)- 118:0-1-8,Edgel,129:0-1-8,Edgel,130:0-1-8,Edoel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 26 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 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-0=1608/0,4-5=-2891/0,5-6=-2891/0,6-7=-3859/0,7-8=-3859/0, 8-9=-4510/0,9-10=4510/0,10-11=-4847/0,11-12=4847/0,12-13=-4859/0, 13-14=-4859/0,14-15=4583/0,15-16=-4583/0,16-17=-4583/0,17-18=3948/0, 18-19=3948/0,19-20=3948/0,20-21=2879/0,21-22=-2879/0,22-23=1613/0, 23-24=-1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=1183/0,2-38=0/1068,4-38=952/0,4-37=0/846, 6-37=-730/0,6-35=0/625,8-35=-508/0,8-34=0/403,10-34=-288/0,14-31=-305/21, 17-31=0/551,17-30=-991/0,24-26=-1187/0,24-27=0/1072,22-27=-931/0,22-28=0/841, 20-28=768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. <� EO PR QF 3)Refer to girder(s)for truss to truss connections. Q� F 4)Required 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 Gj GINEF9 .. attached to walls at their outer ends or restrained by other means. �C? ?i 870 2PE y c‘-‘Aj, OREGO ti At/ 9�, F�jBER � OS A- HVik EXPIRES:06/30/2017 October 27,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirekv connectors.This design is based only upon parameters shown,and is for an individual building coponent,not -- .-a truss system.Before use,the building designer must verify the applicability of design parameters and.properly incorporatethirdesim gn into-the.overall - - T building design,.'Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanenWel(' racing '-"1 ' ek9 is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755179 PL15-354_UPPER F03 Floor 5 1 , Job Reference(optional) Pacific Lumber 3 Truss Co., Beaverton,Oregon 7 63 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:57 2015 Page 1 ID:s3crybS_65JgMSM2Sm_Dy9giZ-kJQLOgj C WrJmD23xTs2ecBXGtwBFNZIA700cKdyPA3C 11-°° I °I ro-�1 1-2-0 1 X41 Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 >°N 11 12 13 14 15 16 17 18 19 -J1 \ • /°� /��e4/ N° e/_ ` �•� � N � • i � o e/ • ee e 3P' 29 28 27 26 25 24 a 22 21 ZO 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5= 3x4= 12-10-10 I 11.8-10 1j2-3-101 1 19-0-8 I 11-8-10 0-7.0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edae1,123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress Ina YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 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) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1508/0,3-4=-1508/0,4-5=2627/0,5-6=-2627/0,6-7=-3368/0,7-8=3368/0, 8-9=-3726/0,9-10=3726/0,10-11o_3737/0,11-12=3737/0,12-13=3422/0, 13-14=-3422/0,14-15=2618/0,15-16=2618/0,16-17=1511/0,17-18=1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 1 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=-429/0,2-30=1125/0,2-29=0/987,4-29=-847/0,4-28=0/720,6-28=582/0, 6-27=0/456,8-27=-313/0,12-25=-60/615,18-20=-1127/0,18-21=0/989,16-21=832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 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. \( cJ. PRoFFs k1ANG'NEAR s/o29_ 8 • 2PE / y NEAT OREGO icy Qzu 90 �MBEFt \ ps A- HO; EXPIRES:06/30/2017 October 27,2015 4 d ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not x_. a truss syslenBefore use,the bulding designer must verify the applicability of design parameters and properly incorporate this design;into:the overall..:.. .,- ■.� J r ;u- building design.-Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ...^.,-,.. .. -iYlr It ,- 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 Quail*Criteria,DSI-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 I Job Truss Truss Type Qty Ply POLYGON R45755180 PL15-354_UPPER F04 FLOOR 3 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon - - - - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:58 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-CvjE0kgH8RdgCe71ZZt8P3VCKfG62BJM219s3yPA3B 1 0-10-0 I I 1-2-0 1 0-1_5_1-0 9-3-1 3 I 2.6.0 I 1 1-2-0 I I 1-3-7 I Scale=1:19.8 1.5x3 II 3x4= 3x4 II 4x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 7 8 3x4= 9 • • •- e e o e • e 4 e e o \ — , / o re O 9 e O -a O • 17 16 15 13 12 11 10 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1.5x3 II 3x4 = 4x6= 3x4= I 3-0-0 I 8-8-5 1 9-3-5 1 9-10-5 1 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— f2:0-1-8,Edge1,13:0-1-8,Edge1,17:0-1-8,Edoe1,18:0-1-8,Edciel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0,08 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 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 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift17=72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6=570/0,6-7=-570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,514=508/0,8-10=-610/0 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. 4)CAUTION,Do not erect truss backwards. _,D PROPeo cc •.,, F- �' �, 2 4c 8 • 2PE ��1 N� tiQH7 A, OREGO M 96 0 cctijBER -0 S A- HO; EXPIRES:06/30/2017 October 27,2015 4 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ..Design valid for use only with Mitek®connectors.This design is based onlym upon parameters shown,and is for an individual building coponent,not w -a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate the design into.the overall . - building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. permanent-Additional temporary and bracing Mi lT ek' is always required for stability and to prevent collapse with possible personal injury and property damage-For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality CrBeria,DSB-89 and SCSI Building Component 7777 e Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755181 PL15-354_UPPER F08 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - - - .`: ` - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:50:59 2015 Page 1 .ID:s3crybS_6sJgMSM2Sm_Dy9giZ-g5Y5RMkS2SaUSMDJbG46hcx fFkymrQETaiViPVyPA3A 0-'1_ 0-0 i 1 1-2-0 ii 1-0-12 1 1 2-3-1 I I 2-6-0 I I 1-2-0 I I 2-33 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4 3x8= 5 6 7 8 9 10 e • • ° a e e e _ _ - --- -_ O - N N q_ e e a e • - o 19' 18 17 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= 1 3-6-12 I 8-8-5 19-3-5 10-51 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— f2:0-1-8.Edoe1,13:0-1-8,Edael.[4:0-3-0,Edue1,16:0-1-8,Edael,f7:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress Ina YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 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 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=-1/0-1-12,11=571/Mechanical Max Uplift 19=105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=-805/0,5-6=805/0,6-7=1681/0,7-8=1777/0,8-9=1777/0 BOT CHORD 15-16=-499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 4-16=-668/0,2-19=-61/296,3-16=-465/0,6-15=-959/0,4-15=0/1367,9-11=-1257/0, 9-12=0/661,7-12=177/271 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)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 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. �.N., NG'NER `r�0 2 87022PE 91' N N -7,,SAT OREG N rte O� 0 EMBER 1� OS A. HO; EXPIRES:06/30/2017 October 27,2015 II .r ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE.PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with M1eke connectors.This design is based onlyupon 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 - 11111 ,, . . t .building design.=Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and pennanent bracing on.r'v ,- 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/Tell Qualify Criteria,DOS-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755182 PL15-354_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon _. - 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:00 2015 Page 1 - I D:s3crybS6sJgM SM2Sm_Dy9giZ-8H6T914pmiL4 Wo W 8_cLEg9oj8DGawecpM EGxyyPA39 1160 I X11 1-2-0 17-14 Scale:3/8"=1' 4x4= 3x4= 3x4= 384= 384= 384= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e 30 29 28 27 26 25 24 23 22 21 3U 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4 = 3x5= 4x5= 3x4= 12-6-14 I 11-4-14 11-11-10-7-0, 1 10-8-12 11-4-14 0-7-0 6-1-14 1 Plate Offsets(X,Y)- 112:0-1-8,Edoel,123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:95 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) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1480/0,3-4=-1480/0,4-5=2571/0,5-6=-2571/0,6-7=3284/0,7-8=3284/0, 8-9=3615/0,9-10=3615/0,10-11=3587/0,11-12=3587/0,12-13=3327/0, 13-14=3327/0,14-15=2563/0,15-16=2563/0,16-17=1483/0,17-18=1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=282/0,13-23=406/0,2-30=1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=562/0,6-27=0/437,8-27=294/0,11-25=-265/0,12-25=-58/649,18-20=1107/0, 18-21=0/970,16-21=814/0,16-22=0/698,14-22=586/0,14-23=0/723 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)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. 870 2PE 9f yN rN �-0j, OREG N rPAV/V ''PO ccMBER N\ P7 �S A. HE EXPIRES:06/30/2017 October 27,2015 4 I 14.4 mit A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIL7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bolding designer must verify the applicability of design parometeraand,properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual trussweb,and/orchout mNmbers-Fxdy.Addltiortal temporary and permanent bracing - Mitek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qualify Criteria 058-89 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 R45755183 PL15-354_UPPER F08 FLOOR 7 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon - - r- - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue OP 2713:51:00 2015 Page 1 � ID:s3crybS 6sJgMSM2Sm_Dy9giZ 8H6Tfi14pmiL4WoW8_cLEg9ok8JOas4cpMEGxyyPA39 I 2-3-0 I 2-3-0 I �g�1 1-2-0 I I 1-9-11 1 2-6-0 I lam Scale=1:34.2 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 3x4 II 3x8= 1.5x3 I I 1 2 3 45 e 6 7 8 9 10 11 �• e sr ill1 18 17 16 15 14 13 12 3x4= 1.5x3 II 3x4= 3x8= 3x8= 3x5= 3x5= I 16-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(X,Y)- 14:0-1-8,Edgel.f15:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Ina YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:90 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 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=412/Mechanical,13=1537/0-5-8 Max Uplift12=512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1736/0,34=1736/0,4-5=1867/0,5-6=1867/0,6-7=1190/0,7-8=1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=1313/0 WEBS 2-18=1218/0,2-17=0/687,8-13=1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=851/0,417=-462/88 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. 4)CAUTION,Do not erect truss backwards. <(:(% PROFFss c23 NGINEE9 Wo29 87022PE r- CV � N yA�, OREGOti41., gFM1O OOSER \ S A. 1 c# EXPIRES:06/30/2017 October 27,2015 I ag ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. " `e Design valid for use only with M1ek®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 the applicability of design.parameters-,and.propertr incorporate.this design into the overall + kx. .s. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord rrtarobers'only.Additionol•ternperary and pemtianentbracing - 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/l111 Quality7777 Greenback Lane Criteria,DSB-89 and BCSI Building Component 7777 e 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 R45755184 PL15-354_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co„ Beaverton,Oregon `` - -: ' . - 7.530 s Jul 11 2014 MFTek Industries,lnc..Tue Oc12713:51:01 2015 Page 1- - - - ID:s3crybS_6sJgMSM2S��m77_��144Dy9giZcUgrs2mia3gChgNiih7aml hyl YZHJNnm20_pTOyPA38 �-I 1 0-9-2 II 1-2-0 1 r--� Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 12 e ' 29 28 27 26 3s 25 24 23 22 21 3x4= 4x5 = 3x5 = 3x5= 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-9-10 I 11-7-10 112-2-101 1 18-11-8 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- (12:0-1-8,Edael,123:0-1-8,Edael LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (be) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.28 25-26 >817 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.43 25-26 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 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) 30=828/0-2-12,20=828/0 -4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=-1500/0,4-5=2612/0,5-6=2612/0,6-7=-3346/0,7-8=3346/0, 8-9=3697/0,9-10=3697/0,10-11=3697/0,11-12=3697/0,12-13=-3396/0, 13-14=3396/0,14-15=2603/0,15-16=2603/0,16-17=1504/0,17-18=1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=-841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=-827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 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. <c\a' P R opFss (. t�NGINEF'Q w� �, 2 ` - 87022PE 9r' / N cv 7 c<NAj, OREGO eP Ati -PO $'44 ''s;-\\ �a ®s A. He'e% EXPIRES:06/30/2017 October 27,2015 1 I MIMI ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M#-7473 rev.70/03/2015 BEFORE USE , Design valid for use only with Mifek®.connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not a truss system.Before use,the bulding designer must verifytbeapplcability of design parameters-and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling^of-individudftrass,weband/archord mambem only.Additional temporary and permanent bracing Mire ° 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 ANSIR111 Quality Criteria,056.89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755185 PL15-354_UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon _.. _ ' - - 7.530 s Jul 11 2014 MiTek..Industries.Inc.Tue Oct 27-13:51:02.2015 Page 1 I D s3crybS6sJgMSM2Sm_DyagiZ-4gEE3OnKLNy3JgyuGPepJ F EEKx4H2x6vGgj NOgy PA37 3x4= I o-11-11 I I 1-2-0 I I 0-10-1 I 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 J 0 N 1.5x3 II 1.5x3 II 8 7 6 3x4= 3x4 = I 3-5-12 I 3-5-12 Plate Offsets(X,Y)— 12:0-1-8,Edael.r3:0-1-8.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 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) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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)8,5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��EO PROFFS cy kJ 87022PE f / cv y �-OT OREGO (y'QIt/ 8A. Ec,t0. EXPIRES:06/30/2017 October 27,2015 I , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. k* ' Design valid for use only with Waal 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.Thu design into the overall building design.Bracing indicated is to prevent buckling of indviduaI russweband/onehordJuembers only.Additional temporary and permanent bracing Mite is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Mil Qually Cdteda,DSS-119 and SCSI Building Component Suite109 Gre Safety Information available from Truss Rate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 1 Job Truss Truss Type Qty Ply POLYGON R45755186 PL15-354_UPPER F11 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Cu.; :Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.'rue Ott 2'-43:51:03 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-ZsocHkoy6h4wx X5g692rSnG?LDthBy2VKTwYHyPA36 0��1 1-2-0 111-0-12 1 t 1-0-0 0,7i 1 1-2-0 1 ps.flAH Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 344= 3x4= 3x4= 3x4= 3x4= 3x4= 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e e e e o e a e WI . e 1'13' -O 12�IX(f 3 31 30 29 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5= 3x5= 3x6= 3x5= 3x5= 4x8= 3x4 = 1 1-1-0 I1 8 0 i2-3-0 1 3 6 12 i 8-8-5 9-3-5 -10.51 19-6-8 1-1-0 0.7-0 0.7-0 1-3-12 5-1-9 b-7-0 0.7-0 9-8-3 Plate Offsets(X,Y)- 12:0-1-8,Edgel.13:0-1-8,Edoel.x9:0.1-8,Edge1,110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 99 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 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=164/0-1-12,20=1315/0-2-12 Max Uplift32=269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=610/0,6-7=-610/0,7-8=-1756/0, 8-9=-1756/0,9-10=2370/0,10-11=2900/0,11-12=-2900/0,12-13=3113/0, 13-14=3113/0,14-15=-2995/0,15-16=-2995/0,16-17=-2480/0,17-18=2480/0 BOT CHORD 31-32=-450/0,30-31=-450/0,29-30=-450/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 WEBS 2-31=252/0,9-26=0/410,10-25=331/0,2-32=0/665,3-29=-917/0,5-29=-1249/0, 5-28=0/1047,7-28=-898/0,7-27=0/716,8-27=11/251,9-27=1122/0,18-20=1819/0, 18-21=0/1654,17-21=839/0,16-21=-438/0,16-22=0/283,11-24=266/0,10-24=0/844 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)32,20. 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 "\� PR QF . be attached to walls at their outer ends or restrained by other means. Q.o) 5)CAUTION,Do not erect truss backwards. Gj NGI GINE- - , , 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. C? 9 * The design/selection of such connection device(s)is the responsibility of others. ?� $7022 P C '9(- 7)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=1.00U) CV Uniform Loads(plf) ?! C(l + /\f Vert: 1-19=-8020-32=-8, y '3j, OREG•N tic, Concentrated Loads(Ib) l' Fj(,/ R \'� �O Vert:17=791(F) E OSA. HE?' EXPIRES:06/30/2017 October 27,2015 I ®WARNING-:Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.10/03/2015 BEFORE USE. x>z __ Design valid for use only with Mitek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not re_ a truss system.Befouse,the bolding;designer-must-verity.the applicability of,design parameters and properly incorporate this design into the overall building design.',Bracing indicated isto.prevent buckling of ind'Nidual truss web and/or chord members only.Additional temporary and permanent bracing "MITek +t, ..,-.,..•,-..„.„,.. , ,..., is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM1 Quality Criteria,0311-897777 Greenback Lane -89 and BCSI Building Component Suite Greenback Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755187 PL15-354_UPPER F12 FLOOR 1 1 Job Reference rotational) • Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:04 2015:Page 1 - ID:s3crybS_6sJgMSM2Sm_D_I9giZ-13L_U4obt CnY76HNg9HOgJTJIdIWioCk_CT4jyPA35 0�0-0�1 1-2-0 11 1-0-12 I I 2-6-0 I 2-4-9 11 1-2-0 11 1-9-7 1 Scale=1:34.0 1.5x3 I1 3x4= 3x4= 3x4 II 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 a` 6 7 8 9 10 11 f2e IA e e ! e ./."-.- _/ '.............. 1 19 18 17 16 15 14 13 12 3x4=1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = 3-6-12 8-8-5 93-59-10.51 19-6-4 I 3-6-12 1 5-1-9 b-i-0 b-7-0 9-7-15 Plate Offsets(X,Y)• 12:0-1-8,Edael.13:0-1-8,Edael,f14:0-1-8,Edael,115:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 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 6-0-0 oc bradng. REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Uplift 19—I66(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=18/294,34=0/714,4-5=0/720,5-6=1980/0,6-7=-1980/0,7-8=-1980/0, 8-9=2148/0,9-10=2148/0 BOT CHORD 18-19=294/18,17-18=294/18,16-17=-294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=-345/0,2-19=-27/435,3-16=-616/0,5-16=1682/0,5-15=0/1201,10-12=1470/0, 10-13=0/849,8-14=512/54 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)19,12. 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. CSC' c3 N4- SAO 2 �� 870 2PE /9r N y (c`-OT OREGON cy, <v�' �O c�1'IBER \\ \O �s A. HO; EXPIRES:06/30/2017 October 27,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE/011.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual bung coponent.not a truss system.Before use,the budding designer must verity the app5cability:of.design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling:oFindividual tun Web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSS-89 and SCSI Guiding 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 R45755188 PL15-354_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber:&Truss Co., -Beaverton,Oregon - - 7.530 s Jut 11 2014 MiTektndustdes,Inc.ToeOct 27 13:51:05 2015 Page 1 IDa3crybS_6sJgMSM2Sm_Dy9g1Z-VFvMiPpDdIKeAHgTxXBWxtskh966F1?Lzey1 c9yPA34 3x4 = I 0-11-11 I I 1-2-0 I I 0-9-5 I 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 II II II mi INN 111 0 • N I N II Ian M1.5x3 II 1.5x3 II B M 7 6 5 3x4= 3x4= I 3-5-0 3-5-0 Plate Offsets(X,Y)— f2:0-1-8,Edgel,f3:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 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=145/0-2-12,5=145/Mechanical FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 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. �ti\NE° PROFFss 5 �NGI NFFR /� 4 2-v 870 2PE 2' �Al, OREGO ry O1H y 116,--, A6 ctijE3ER 1\ OSA. HE % EXPIRES:06/30/2017 October 27,2015 z .rAWARN/NG-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE W7473 rev.10/03/2015 BEFORE USE Design valid for use only with MIIek®connectors.This design is based only upon parameters shown,and is for an individual-Bbuilding component,.not .,a truss.system. efore use-Me bulding.designer must,verify the applicability of design parameters and properly incorporate this design into the overall -- - , .ter. rbuldingclesIgn,Bracingisdtcated as to prevent bueklingoFindividual truss web and/or chord members only.Additional temporary and pemianentbbrociag:?r,,nm.�dr,, kt. is always required for stability and to prevent collapse with M1. Y g Ty P p 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/aQuality Criteria,DSIS-89 and SCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,,VA VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION " Centerplate joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/g onI I (Drawings not to scale)offsets are indicated. Damage or Personal Injury rami= Dimensions are in ft-in-sixteenths. 121464„ Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. 1 TOP CHORDS 2 3 diagonal orX-bracing,is always required. See BCSI, MIIEBEINMINIIMMEEMMMtees 2. Truss bracing must be designed by an engineer.For 1/164 wide truss spacing,individual lateral braces themselvars may require bracing,or alternative Tor I AllirlEM .. p bracing should be considered. O 3. Never exceed the design loading shown and never INMAN* U lLilliplite, � U stack materials on inadequately braced trusses. a Provide copies of his truss dign to the O C7-8 C6-7 C5-6 �O 4. designer,erection tsupervisorr,,sproperty owners lding For 4 x 2 orientation,locate and plates 0-'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. SOfiWare or upon request. 8. Unlessti not exceed 19%at time of fabricationure content .lumber shall PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,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 / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ff.spacing, section 6.3 These truss designs rely on lumber values or less,If no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. iii reaction section indicates joint 17.Install and load vertically unless indicated otherwise. ® number where bearings occur. r Min size shown is for crushing only. Mir 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with " project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.andis not Review all portions of thisuse.design(frReviewing ontpictures alone,back,words Plate Connected Wood Truss Construction. pictures)sufficientbefore i, CDesign Standard for Bracing. BMiTek6 CSI:SI: 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 lot MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-A 10-22-15 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: K1487122 thru K1487139 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. ,W) PR°Fe, �NGINEF /0 cc, 2 89782PE 17"- t.- 1:1,. 7rY1 ,4114Y 15'2 tiQ Ir 'AUL X2S - -31:11"..:1614°11421:11-6 October 26,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 RODE' #18BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designeforwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0-102 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 9-03 9-03 4 1 T lz 12 I IM-4x4 14.00 P 2 N 14.00 DESIGN ASSUMES SHEATHING TO ONE FACE. 0 0 I o0 1 0 f i 4 5 PRope U.d' y 1-00 y 8-06 y 1-00 b c;: '4NGINEE- ' 89782PE , JOB NAME : POLYGON 3410-A NH - Al ' • Scale: 0.3929 .,-4 ..--., WARNINGS: GENERAL NOTES, unless otherwise noted. E../a'y (y / /yp 4) I.Builder and erection contractor should be advised of ell General Notes 1.This design is nosed only upon the parameters shorn and N for en bdvldual 7 OREGON�S S" ir Truss: A 1 and Wanting*before conatnmtion commences. Medina component.Applicability of design parameters and proper .° O 2.204 compression arab bradng mud be Installed where shown.. Incorporation of component Is the roeponsibllly of the building designer. v { 3.Additional temporary bracing to Insure stately during condruction 2 Design assumes the tap and bottom chords to he rough braced at r f -{ Is the responsibility of the erector.Additional permanent bracing of 2 o.a end et t0 ons.reepedNely unless braced throughout their length by `'tel continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). PA 1 I 1 i DATE: 10/26/2015 the overall druelure is the responsibility of the building designer. 3.2e Impact bridging or lateral bradng required where shown.. �/4 SEQ.: K 14 8 7 12 2 4.No reed should be applied to any component anti ager ail bradng and 4.Installation of truss le roapoonabsty f tonon-corrosiveaspeN nn rnm.nt. fadenemare complete and at no time should any leads greater than ensign ssumefor"drycondition'trusses are lob e used TRANS I D: LINK design bads be applied to any component. 8.Design assumefull bearing at all supports shown.Shim or sedge If 5.CompuTrnehas nocontrol over and assumes noresponsibigytor the ce.sery. EXPIRES: 12/3.1/2016. fabrication,handling.shipment and hesitation of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design it furnished subject to the limitations set forth by 8.Plates shag be located on both fans of trues,and placed so their center TPIWTCA In BCSI,copies of which will be furnished upon request. Ines oolndde with joint center liner 9.Diggs indices We of plate In Inches. MTek USA,Ina./CompuTrus Software 7.6.7(1 L)-E 1o.For basic connector plate design values sea ESR-7311,ESR•1988(MIMI() This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DOF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=(-210) 121 5-6=(-182) 181 5-1=(-292) 162 3-7=(-975) 192 BC: 2x9 KDDF (t1seTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-245) 133 6-7=( -29) 41 1-6=( -53) 156 3-4=( -6) 146 6-2=( -66) 99 LOADING 6-3=( -73) 153 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 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -46/ 317V -219/ 195H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 6.0" -66/ 512V 0/ OH 5.50" 0.82 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 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 = -0.001" @ 8'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 8'- 6.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.095" @ 5'- 3.3" Allowed = 0.380" MAX TC PANEL TL DEFL = 0.152" @ 5'- 1.7" Allowed = 0.570" 3-03 I ` 4-03 'f I MAX HORIZ. LL DEFL = 0.001" @ 7'- 4.3" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 4.3" M-4x6 12 14.00 7 N 14.00 2 4.On Design conforms to main windforce-resisting �AKsystem and components and cladding criteria. 1$ Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1,6, '" End Ve rtical(s) are exposed to wind, Truss designed for wind loads 114P4111111111S 1 h h 1 I in the plane of the truss only, M-3x4 M-3x4 to o I Nlkill111011 6,,..,Anallgill O rl 5 Pz.. 6 ...... M-1.5x3 M-3x8 M-1.5x3 l y y 3-03 4-03 y y 01 t R OF�c6'.0 7-06 1-00 N ��GIN kR /p 444 ' ': 9782pE <' JOB NAME : POLYGON 3410-A NH - A2 .r 4000°Scale: 0.3413 WARNINGS: GENERAL NOTE8, uMessothenMee noted: f.'", Truss: A2 47 I.Builder anderedlon contractor should be advised of al General Notes 1.This design I.based only upon the parameters shown and is for an individual 1'' OREGONZo"h and Warnings before consbuctbn commences. building component.Applkabllity of design parameters and proper 7-vV 1-7 v I V 2.2,4 compression web bracing moat be msialbtl where shown 5. Design assuIncorporatiomes a component I°the responsibility a the Wendy bra designer. -9,5,/r. � �� +a 3.AddRvnsl temporary brsekg to Insure stability during construction 2.Design assumes ms rep end bottom chords to he letogh Graced at S�� Is the responsibility of the erector.Additional permanent bracing of 7 title and al ea10 o c,respectively a.sty unless braced throughout(heir length by DATE: 10/26/2015 the overall drudure Is the responsibility of the building designer. 2v Impact sheathing etchsapyvg re aired here save«dryw.g(Bc). �y � (j S E Q.: K 14 8 712 3 4.No load should be applied to any component untl after all bracing and 4.Instal tion oftrruss i.the relwo.mlhry required where pedi a contractor. /•" `e (°tenors are complete and at no time Mould any loads greater than 6.Design assumes trusses are to be used m a non<orrosve environment, TRANS ID: LINK deign loads be applied to any component. end are for'dry condition.of use. 5.CornpuTnue has no control over and assumes no responsibility forme 5.Deign assumes lull bearing at all suppons Mown.Shim or wedge II fabrication handling,shipment end Installation ofcomponents. ^°c°°°°ry. EXPIRES: 12/3112016 6.This design Is furnished subject to the limitations set forth by 8.Designassumesbeesaded on bath facesge oftuss,a. October 26,2015 8.Plates shall a located on both taws of truss,and placed w their center TP WyrCA In BCS,copies of which WI be furnished upon request. lines coincide with joint center thea MRek USA,Inc./CompuTrue Software 7.6.7(10-Ee.Digits Indicate she of Aids m Inches. 10.For basic connector pieta design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF p14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6=(-201) 259 BC: 2x9 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-113) 180 6-3=(-441) 292 3-4=(-165) 87 3-7=(-341) 344 WEBS: 2x9 KDDF STAND LOADING 4-5=( -52) 8 7-4=(-147) 189 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 3.0" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 939V -196/ 390H 5.50" 0.70 KDDF ( 625) 7'- 6.0" -317/ 963V 0/ OH 5.50" 0.79 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M-1.5x4 or equal at non-structural LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. vertical members (uon). THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = -0.001" @ -1'- 0.0" Allowed = 0.100" 4-01-12 A 4'3-04-04 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" / 1 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" 1 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" 12 MAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" -7 M-1.5X3 5 MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.438" 14.00 / MAX HORI Z. LL DEFL = -0.001" @ 7'- 2.5" M-3x5 MAX HORIZ. TL DEFL = -0.001" @ 7'- 2.5" Design conforms to main windforce-resisting 41 M-1.5x4 system and components and cladding criteria. ,, Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 Only left end vertical is exposed to wind, Truss designed for wind loads 3 ��( in the plane of the truss only. c 'j M-2.5x4 or equal at non-structural diagonal inlets. 1 o Truss designed for 4x2 outlookers. 2x4 let-ins 0 of the same size and grade as structural top ti chord. Insure tight fit at each and of lot-in. outlookers must be cut with care and are permissible at inlet board areas only. M-1.5x3 1 co 1 0 ligi M-3x4 M-3x4 ��0 PROptc. y ), co �NG1NEF� /0 1-00 7-06 0-0-0 3 89782 f E le x' JOB NAME : POLYGON 3410-A NH - A3 Scale: D.2880 ,• 1�rG' '. WARNINGS GENERAL NOTES, union othsnvhe noted le,5r OFIEGION q'4)�,.... I.Builder and erection controdor should be advised 0(.1 General Notes 1.This design Is based only upon the parameters shown and Is for an IndividualO. Truss: A3 and Wemings before conetrudion commences. building component.Applicability of design parameter.and properr 2.244 compression web bracing must b Installed where shown�. incorporation of component Is me responsibility of the buldng designer. '"� .4 1f J p 2.Design assumes the lop end bottom dards to b Merely braced at r !� 3.Additional temporary bredng to mere.1 bony during aondructlon 7 o.c.and al 1U o.c.respectively unless braced throughout their length by /��+•�v/�,+1 4 Is Bre responsibility of the eroder.Addional permanent bracing of continuous Meathbp such as plywood sbelhing(TC)and/or drywel(BC). �'1 U s•"' e DATE: 10/26/2015 the overall dfuclure is the responsibility of the building designer. 3.2.!mead bridging or lateral bracing required where Mown,• S E K 14 8 712 4 4.No load should be applied to any componen unt1 alar al bracing and 4.Inatalation of buss Is the responsibility of the raeped9e coMmdor. Q•: fasteners are complete and at no Lane Mould any loads greater than S.Design assumes trusses are to be used Ins non-corrosive environment, design loads be applied to any component. andare(or"dry fullben"ofoee. TRANS ID: LINKB.Deassary.ammo.dlb.Bngat.gwpwnMaw.snmarwedg.0 EXPIRES: 12/31/2016 S.CompuTM has no control over an assumes no responsibility ler ms necessary. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. October 26,2015 6.This design Is furnished subject to the Ibitenn set fndh by 8.Plate.sod be located on both faces of truss,and placed so their conte( TPINVFCA In SCSI,copies of which x111 be furnished upon request. Inas coincide vdth)et center 9.Digits indicate s9eof plate In inches. MITek USA,Inc./CompvTrus Software 7.6.7(1L)-E 10.For basic connector plata design values nee ESR.131 I,ESR-1088(blTek) AdIMEMME This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2012 MAX MEMBER FORCES 9 /C1=1.00 TC: 2x4 KDDF #16B2-6=(- TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 6-7=(-152) 151 2-6=(-201) 259 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3= 113(- ) 180 6-3=(-941) 292 WEBS: 2x4 KDDF STAND 3-4=(-165) 87 3-7=(-341) 344 LOADING 4-5=( -52) B 7-4=(-197) 184 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 439V -196/ 390H 5.50" 0.70 KDDF ( 625) 7'- 6.0" -317/ 463V 0/ OH 5.50" 0.74 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-01-12 3-04-04 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" ,r MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.025" 12 5 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" M-1.5x3 MAX BC PANEL LL DEFL = -0.091" @ 3'- 9.0" Allowed = 0.329" 14.00 MAX BC PANEL TL DEFL = -0.213" @ 3'- 9.0" Allowed = 0.438" MAX HORIZ. LL DEFL = -0.001" @ 7'- 2.5" MAX HORIZ. TL DEFL = -0.001" @ 7'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Only left end vertical is exposed to wind, Truss designed for wind loads I in the plane of the truss only. ti 1 N O I O M-1.5x3 f co f 6 ...7 -/ M-3x4 M-3x4 �y 0.0) r OP y1-00 7-06 0-03 �e,Cj 4GINEE-R ,/0 .. :97$2PE -57 r" JOB NAME : POLYGON 3410-A NH - A4 • _i�r Scale: 0.2951 '197. ,(7..")'' WARNINGS, GENERAL NOTES, unlaw othendse noted. Cr." / / Truss: A4 1.Bulde,and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameter.shown and Is for an Individual 17 !REG ON N. and Warnings hetero construction commences. building component.Applicability of design parameters and proper Q 2.2a4 compression web bradrq must a Instal ed ohs,,strewn., incorporation of component is the responsibility of the building designer. 4. �j 3.Additional temporary bracing to Insure debility during construction 2 Design assumes the top end bottom chords b a laterally braced at G�sl Y -( ,r Is the responsibility of the erector.Additional permanent bracing of continuo.o c.arb e11 V o.c.rsa h cc ppi unties bread through dl melt langlh by V DATE: 10/26/2015 the overall structure la the responsiblity of the bulding designer. tMginge,athing such aired ldrsra sand/or drywaA(SC). !1� [3� 3.2s Impact bridging or the re brodn9 required when sirovn., P `` SEQ.: K 19 B 7 I2 5 4.No load should be applied to any component anti after all bracing and 4.Installation of truss la the responsibility or the respective contractoh fasteners are complete and at no time Mould any bads greater than 5.Design assumes trusses ere to be used Ina noncorrssve environment. TRANS ID: LINK design loads be applied to any component. end ere for"dry condftion^of use. 5.CompuTrus has no control over and assumes no roaponsibllfty for me 6.Design 6 asewmes hll bearing at el supports shown.Shim or wedge if EXPIRES: /201 hbrice9on,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject tome limitations sat forth by S.Plates shallbe bated on both faces of trust,and plead so their anter October 26,2015 TPIMTCA in SCSI.copies of vddoh MI be furnished upon request. Anes coincide with Joint center Anes. MITek USA,Inc./CompuTrus Software 7.6,7(1L}E 9.Digits indicate sine of plata In inches. 10.Fm basic connector plate design valas sea ES11•1311,ESR-19ee(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 14'— 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF #lc$TR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PIF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-04-08 7-04-08 f .f T 1212 HM-4x4 14.00 7 ie \14.00 02 I' L,, r ,,y —/p I I O O M-3x4 M-3x4 p ROp y . y y y rco L o I N e.k,- � .E© 1-00 14-09 1-00 w� '�i ' 19 4" 89782PE r JOB NAME : POLYGON 3410-A NH - BlScale: 0.2919 )�y��L�/ NOW GENERAL NOTESARNIN , urlessetherwse noted. .,a� p ( ( �I Y1.Boidaerr and erection contractor should be advised of an General Notaa 1.This design h based only upon me parameters Shown end b for an individual ✓s OREGON () Truss: B1 and Warnings before consinmtlon commences bolding component.Applicability of design parameters and proper eite / 2.2c4 cempressbn web bracing mug b installed where shown+, Incorporation of component Is the responsibility of the building designer. .4 R Y 15 _1Xy' 3.Additional temporary bracing to insure stability during construction 2 Geeslin assumes the tap and bottom chords to b latently braced at is the responsibility I the erector.Additional permanent bracing of 7 o.c.and at ID o.c.respectively unless braced throughout their length by t [� apo ity o continuous sheathing such as plywood sheathing(TC)andtor drywal(BC). r-A U L ``� DATE: 10/26/2015 the overall dnmture lathe responsibility of the building designer. 3.24 Impact bridging or lateral baring required where shown SE : K 14 8 7 12 6 4.Na bad should be applied to any component antl after al bracing and 4.mataadlon of truss Is the responsibility of me respective contractor. Q• fasteners are complete and at no time should any bads greater than 6.Desiassumes trusses are to be used Ina noncorrosive environment, design loads to any component. and are for•dry condition.'of use. �/�']{ f])�j.l)Y] .l y+ TRANS ID: LINK 8.Design assumes full bearing at as supporta shown.shim or wedge if EXPIRES:S: �G/W7 II6O IV 5.CompuTnro has no control over and assumes no responsibility for the necessary. fabrication,handling.shipment and Inalalbtlon of components. 7.Design assumes adequate drainage la provided. October 26,201 5 8.This design b furnished subject to the Imitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center TPNNICA in BCSI,copies of which vile be furnished upon request. 9.InDies coincide Indicate sin of pieta teint rinenes. MRek USA,Inc./CompuTfue Software 7.6.6(1L)-E to.For basic connector plata design values see ESR-1311,ENR-7988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #15 BTR 1- 2=( 0) 86 2- 8=(-73) 926 3- 8=(-235) 254 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2- 3=(-620) 187 8- 6=(-62) 335 8- 9=(-235) 456 3- 4=(-481) 247 8- 5=(-235) 259 LOADING 4- 5=(-481) 247 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP 5- 6=(-620) 187 BC LATERAL SUPPORT <= 12"0C. 0081. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 OVERHANGS: 12.0" 12.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -134/ 739V -261/ 261H 5.50" 1.17 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14'- 9.0" -139/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-04-08 7-04-08 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f T f MAX LL DEFL = 0.010" @ 7'- 4.5" Allowed = 0.692" MAX LL DEFL = -0.002" @ 15'- 9.0" Allowed = 0.100" 3-08-12 3-07-12 3-07-12 3-08-12 f f f ,( ,rMAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" 12 MAX BC PANEL TL DEFL = -0.028" @ 11'- 4.9" Allowed = 0.439" M-4x6 12 7 19.00 \14.00 MAX HORIZ. TL DEFL = 0.007" @ 14'= 3.5" 44.0" Pq Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 Alliik 0 0 o +1 o M-3x4 M-3x8 M-3x4 0 y yy p 7-04-08 7-04-08 PROF, i-oo 14-09 ).• 00 s ; ,3G`IN' `S/0 w .17 8.782PE <' JOB NAME : POLYGON 3410-A NH - B2 • Scale: 0.2539 / • d./ WARNINGS: GENERAL NOTES, unless otherwise noted V, ry[�Ij•� /`� --� Truss: B2 Bulseerection contractor ncontractor ehoJe be advisedof.1 General Notes p This design la based upon parameters shown end la form individual ' GVN end Warnings before construction commences. bultlhp component.Applleeblllty of design peremeters end proper I OR tn., 2.244 compression web bracing muse be Ingle/led where Mown e. Incorporation of component is Me responsibility of the building designer, _..e. G4 ii . , "ii 3.Additional temporary brecing to Insure stability during cenwudlen 2.Design assumes the tap and bottom s b to he hterelty braced et '��// 'eC Ia the responsibility of the credor.Additional permanent bracing of ?'o.c.end at td o c.rsepedwstyreeda braced through dl their length by /� DATE: 10/26/2015 the overel structure is the responsibility of building designer. continuousridgingng such as plywood required ing(TC)and/or dryvn8(BO). `, /y UL (� 4.No load should be applied to s 3.2a Impact brlegmg or literal bracing where Mown+e /" `s SEQ.: K 14 8 712 7 ppany component until after al bredng and 4.InMelhilon of inns la the responablWly Sr the respedNe contractor. fasteners are complete and at no time should any hada greater than 5.Design assumes trusses ere to be used In.non-corrosive environment, TRANS ID: LINK design loads beapplied teenycomponent. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NI hearing at el supports shown.Shim or wedge If sy !� / j� fabrication,handling,shipment end InMMlslbn of components. 7.Design assumes adequate drainage Is provided EXP.RES' 1213.1.201 V 8.This design Is furnished subject to the limitations set forth by S.plates than be located on both faces of hap,and plead so their center October 26,2015 TPIIWICA In SCSI,copies of which will be furnished upon request. knee windde with Joint center lines. Wok USA,Inc./CompuTrue Software 7.6.6(114-E 9.Digits indimte size of pate In Inches IN,For basic connector plate design values see ESR-1317,ESR-19138(MITek) This FIC designLUMBER-BC prepared from computer input by PACI LUMBER SPECIFICATIONS 14-09-00 GIRDER SUPPORTING 39-05-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #163TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6010) 1344 1- 6=(-834) 3572 1- 2=(-6010) 1394 4- 8=( -624) 2930 2- 3=(-3959) 1006 6- 7=(-830) 3550 6- 2=( -626) 2930 4- 5=(-6010) 1394 BC: 2x6 KDDF STANDR 3- 4=(-3954) 1006 7- 8=(-746) 3550 2- 7=(-1718) 520 2x6 KDDF # WEBS: 2x9 KDDF #2 A LL STAND; LOADING 25 PSF Ground Snow ( 4- 5=(-6010) 1349 8- 5=(-750) 3572 7- 3=(-1454) 5668 TC UNIF LL( 50.0)+DL( 19.0)= 69.0 PLF 0'.-- 0.0" TO 14'- 9.0" V 7- 9=(-1718) 520 TC LATERAL SUPPORT <= 12"OC. DON. BC UNIF LL( 467.7)+DL( 338.0)= 805.8 PLF 0'- 0.0" TO 14'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1497/ 6419V -228/ 228H 5.50" 10.26 KDDF ( 625) 14'- 9.0" -1447/ 6914V 0/ OH 5.50" 10.26 KDDF ( 625) J� ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: 99" coc in 1 row(s) throughout 2x4 top chords, XX 0c in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-5 lief) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x9 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9^ oc in 2 row(s) throughout 2x6 webs. MAX LI, DEFL = -0.035" @ 7'- 4.5" Allowed = 0.692" MAX TL CREEP DEFL = -0.071" @ 7'- 4.5" Allowed = 0.922" 7-04-08 7-04-08 MAX HORIZ. LL DEFL = 0.012" @ 14'- 3.5" f 1' 1' MAX HORIZ. TL DEFL = 0.020" @ 19'- 3.5" 3-10-08 3-06 3-04-04 4-00-04 I 1' 1 { Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 14-4x6 14.00 7 N14.00 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, // 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, 8 I Truss designed for wind loads in the plane of the truss only. M-4x12 M-4x12 z M-1.5x3 4-1.5x3 11, R COLO V AV �o 0 1 6 .o, 7 8 1 o f M-4x10 M-3x8 M-7x10 M-3x8 M-4x10 o y y y y y 5,��D ��PR4SS 3-10-08 3-06 3-06 3-10-08 y �G1N4. / y 14-09 ,...rGtr17 'z' 89782PE c"• JOB NAME : POLYGON 3410-A NH - B3 Scale: 0.2641 ,. • r',/� \' WARNINGS: GENERAL NOTES, unless anemlss noted 'J OREGON 1C1 Ef"tO/"h M1 1fy( 1.Mulder and erection oontrador should be advissd of al General Notes 1.This design la based only upon the parameters alone end lot for an individual V I M ; Truss: B 3 and Warnings before construction commences. building eomponen Applbebllly or design Parameters and proper 2.2x4 compression web bradng must be installed where shown*. incorporation of component Is the responsibility of the building �' a 4 ding designer. l y b 3.Additional temporary bracing to insure abbNiry danIel construction2 Design assumes the lop and bottom dards to be'Morally braeed at al - N the respontlbilly of the erector.Additional permanent bradngof 2 ntin and at 10'cin.rsuch as ply unless braced throughout their al(Bngth).by PA U L �‘ continuous sheathing each as plywood ehsathing(TC)end/or drywal(Bc). `+ DATE; 10/26/2015 the overall structure Is the responsibility of the bulling dealgner. 3.2,Imped bridging or lateral bredng required when shown a* SE K 14 8 712 8 4.No bad Ghoul be applied to any component until after al bradng and 4.Installation of truss la the responsibility of the respective contractor. 4• fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, design beds itse pled to any component. and are tar%try condition'.of use. TRANS ID: LINK 6.Design assumes Ml bearing at all supports shown.Shim or wedge if EXPIRES. �JV /201 5.CompuTrua hes no control over and sesames no responsibility lir the ...-ry, G.ta11- f1GW7 ,r,-/ fabrication,handling,shipment and installedon of components. 7.Design assumes adequate drainage Is provided. October 26,2015 6.This design Is furnished.ubled to the limitations set forth by 8.Plates anal be located on both faces of truss,and placed so their center TPVWICA in 8051.copies of 06kl will be furnished upon request. linea coincide with Joint center linea 9.Digits indicate size of piste In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 10.For basic connector plate design values see 658.1 311,608-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" .OND. 2: Design checked for net(-5 upliftc spacing. TC: 2x9 KDDF #1aBTR LOAD DURATION INCREASE = 1.15 ICOND. psf) at 24 "o BC: 2x4 KDDF 01&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PIF Wind: 190 mph, h=29.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIE' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 1-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 19-08-08 19-08-08 T T 13-01-12 6-06-12 6-06-12 13-01-12 4 1 1 T q 12 IIM-4x4 12 7.00 3 Q 7.00 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOPU M-3x5 Is) OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION M_3x5(s) POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE iiiiáiiilll o 11111 .I/I N v ��ca MF 111111111O o M-3x4 M-3x5(S) +` o AyM--3x4 ♦ A�C ), ,L 19-08-08 19-08-08 q .. OINK . 63' 1-00 39-05 ¢ 1-00 17n 8•7821E re JOB NAME : POLYGON 3410—A NH — Clz. Scale: 0.2151 - v • a. -- WARNINGS: GENERAL NOTES, unless otherwise noted: e+'�p }1 Truss Cl 1.Balder and erection contractor should be advised of all General Notes 1.Title destgn is bided only upon the parameters shown and la for an individual -5 OR EGO N h'� and Warnings before construction commences. building componentApplicability of design parameters and proper Y Q'` 2.2r4 compression web bracing mak be Installed where shown* Incorporofbn of component h the responsibility of the building designer. �y �p r �` 3.AddSonal temporary bracing to Insure stability during conetnxtlen 2.Design assumes me top end bottom chords to M latenly braced at T Is the responsibility of the erector.Additional permanent brodng a/ 2 Data and at 1P o e.reepectsely unless braced throughout their length by T` DATE: 10/26/2015 the overall structure Is the responsibility 25 Imp continuous sheathing such as plywood required sheathing(TC)a and/or drywaq(BCj. '1. ,a UL Q�� sponsiblity of the building designer. 3.2i Impact bridging or lateral bradng where shown a a f,' SEQ.: Ki4 8 7 12 9 4.Na load should be applied to any component until after el bracing and 4.Installation of truss Is the responsibility of the respective contractor.fasteners are complete and at no time should any loads greater then 5.Design assumes trusses ere to M used in a nomcormstve environment. TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use. 5.DompuTnn has no control over and assumes no responsibility ler the N.Design assumes not bearing at all supports strewn.Shim or wedge If EXPIRES: P' E / 1 fabrication,handling.shipment and Inatalletbn of components. na es sty ass umes 8.71111 design is furnished subject to the limitations set fonh by 8.Design l�es shall be located provided.uate drainage is an both fees of truss, placed o their center October 26,2015 TPIPWTGA In BD81,copies of which will be furnished upon request. Ines coincide with joint center line. Wel(USA,Inc./CompuTrus Software 7.6.6(114-E9.Dylis indicate ales of piste In Inches. 10,For basic connector plate design values dee ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-373) 2318 3-10=(-291) 218 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-2655) 598 10-11=(-230) 1927 10- 4=( -39) 557 WEBS: 2x4 KDDF STAND 3- 4=(-2398) 595 11-12=(-235) 1806 4-11=(-745) 289 LOADING 4- 5=(-1698) 498 12- 8=(-383) 2168 11- 5=(-312) 1306 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1698) 498 11- 6=(-795) 284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2398) 545 6-12=( -39) 558 TOTAL LOAD = 42.0 PSF 7- 8=(-2655) 548 12- 7=(-291) 218 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 57 LL = 25 POE' Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -293/ 1769V -276/ 2768 5.50" 2.83 KDDF ( 625) 39'- 5.0" -293/ 1770V 0/ OH 5.50" 2.83 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.128" @ 19'- 8.5" Allowed = 1.925" MAX TL CREEP DEFL = -0.260" @ 19'- 8.5" Allowed = 2.567" MAX LL DEFL = -0.002" @ 40'- 5.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 40'- 5.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.060" @ 38'- 11.5" MAX HORIZ. TL DEFL = 0.099" @ 38'- 11.5" 19-08-08 19-08-08 6-10-09 6-05 6-05 6-05 6-05 6-10-09 f Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 Q 7 OO (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 .hf in the plane of the truss only. M-5x6(5) \1 M-5x6(5) 0.25" 0.25" 4 6 1 te +1 M-1.5x3 \11000!-1.5x3 + + N N p 4, (I c Ali '\ -/V, f''s - 10 11.25" M-3x9 M-3x6 B of c,O PROpCA: o -3x6 M-3x9 e.„ y y M-5x8(5) y y �c AGINS�C� `/O 10-01-01 9-07-07 9-07-07 10-01-01 y y 4451 X1" 1-00 39-05 1-00 89782PE t'' JOB NAME : POLYGON 3410-A NH - C2sale: 0.1401 •• ....- 0,-."-..� `100, WARNINGS: GENERAL NOTES, uNen otherwise noted .A.OREGON©IY� �J 1.Budder and erection centrador should be advised of el General Notes 1.This design Is based on*upon the parameters shovel and h for an Individual I v V GOI Y t��"` Truss: C2 and Wamhpa before construction commences. building component.Applicability of design parameters and proper .,�rJf J 2.2i4 comprenlon web bracing must be Installed where eho/n i. incorporation of component b the reyronsibllty of the balding designer. T�. V.4j A f� 3.Additional temporary bracing to Insure stability during contraction T.Dasipn assumes the lop.et bottom chards is a eterely bated at 4 Yf lathe responsibility 1 the erector.Additional permanent bradng of T c.c.end at 10'o.e respectively uNess braced throughout their length by /jy By o continuous siwetmng such as plywood Meathlng(TC)and/or drywaRBC) PAUL I 1 '' DATE: 10/26/2015 the overal structure is the responsibility of the building designer. a 20 Impact bndging or lateral bradng required where shown*• 1„/1.. SEQ.: K 14 8 713 0 4.No had should be applied to any component until after al bradng and 4.histalation of Was is the responsibility of the respective contractor. fasteners are compete and at no tkne should any Wads greeter than 5.Design assumes trusese are to be used in a noncorrosive environment, TRANS ID: LINK design Wads be applied to any component andassu are for ry full of use. EXPIRES: 5.CompuTrus as no control over and mums no reeponslbilty for the 8.Design coaasumea NN beannS al a8 supports eFwwn.Shim or Hodge If EXI-I R ES: 12/3112016 ry ebrketlon,handling,ehipment and install/tion of components. 7.Design assumes adequate drainage Is provided. October 26,2015 8.This design Is furnished subject to the limitation set forth by 8.plates shall be located on both faces of truss,and placed so their center TPUWTCA in SCSI,copies of whish nil be furnished upon request. 9.Digits coincide niae johl center lines. of pieta inl inches MITek USA,Ina./CompuTrus Software 7.6,6(1L)-E 10.For basic connector plate design values sea EBR4311,ESR-:988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39r- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-11=(-692) 3903 11- 3=(-173) 1251 7-16=( -89) 664 BC: 2x9 KDDF 1116BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-4596) 859 11-12=(-619) 3999 3-12=(-990) 280 16- 8=(-390) 247 3- 9=(-2929) 569 12-13=(-360) 2470 12- 9=( 0) 365 LOADING 9- 5=(-2366) 551 14-15=( -10) 75 4-13=(-612) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2404) 711 15-16=(-223) 1731 5-13=(-431) 295 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE' 6- 7=(-1682) 508 16- 9=(-376) 2167 14-13=( 0) 94 TOTAL LOAD = 42.0 PSF 7- 13=(-2416) 570 13-15=(-139) 1299 OVERHANGS: 12.0" 12.0" 8- 9=(-2655) 545 13- 6=(-385) 1177 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 57 15- 6=(-132) 773 15- 7=(-730) 287 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" -293/ 1769V -276/ 276H 5.50" 2.83 RIDE' ( 625) 39'- 5.0" -293/ 1770V 0/ OH 5.50" 2.83 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.182" @ 13'- 0.4" Allowed= 1.925" MAX TL CREEP DEFL = -0.362" @ 13'- 0.4" Allowed = 2.567" MAX LL DEFL = -0.002" @ 40'- 5.0" Allowed = 0.100" 19-08-08 19-08-08 MAX TL CREEP DEFL = -0.003" @ 40'- 5.0" Allowed = 0.133" 2-09 5-01-04 5-03 6-05-08 5-06-12 6-11 7-04-09 MAX HORIZ. LL DEFL = 0.101" @ 38'- 11.5" f f f f f f MAX HORIZ. TL DEFL = 0.169" @ 38'- 11.5" 12 Q 7.00 M-6x8 12 7.00 Design conforms to main windforce-resisting 6.0" and c stem s 6 4c-", y omponents and cladding criteria. Y M-5X6(5) Wind: 140 mph, h=24,9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5.7 load duration factor=1.6, 0`25" Truss designed for wind loads M-1.5x3 `` in the plane of the truss only. M-5x6(5) 0.25" 4 5 M-1.5x3 M-3x6 ,r, M-3 x8 �� o ( 0 n 4 /-. 11 12 135 __ LTA ._ O o M-5x8 M-3x4 0 14 15 16 "'.\044 1 , M-6x8 0.25" M-3x4 M-3x6 of ..c3 3.75 M-1.5x3 M-6x8(5) o 12 l l l l 1 l lc) PFZQF�s y y OS-0� 5-01-04 5-06-08 6-07-04 9-08-05 10-00-03 1-025-05-08 10-06 y 26-05-08 1-00 � �yG�1JF�r� �`� l W t�7 r� 39-05 .<- 89782PE pr JOB NAME : POLYGON 3410-A NH - C3 ,/ ,,,a• • Scale: 0.1400 NW WARNINGS: GENERAL NOTES, uMess otherwise noted )"„ Truss: C 3 1.Bolder and erection contractor Would be advised of at General Notes 1.This design is based only upon the parameters shown and h for en individual ? OREGON }ti=J and Warnings before conetrudbn eommencee. bolding component.Applkedllty of design parameters and proper41. Z.9x4 compression web bracing mud be Metalled where shown v. incorporation of component is the responsibility of the bulking deelgner. .'4 y 3.Additional temporary bating to Insure stability during construction 2.Design wanes the tap and bottom drone to be laterally braced at la the responsibility of the erector,Additional permanent bracing ofcontinu7 o.c.and al esIS o e.respectively a.sty plywood a braced throughout(heir length by (,n �,t DATE: 10/26/2015 the owerot structure is mereDolepe us sheaming such as e vire share shown rdrywap(BC), r'. Lab �� (� v. responsibility of the building designer. 3.2a Impact bridging or Neral bracing required where shown++ /"` `` SEQ.: K 14 8 7131 4.No load should be applied to any component mitt after al bracing end 4.Installation of truss Is the responsibbty of the respective coMndor. fasteners aro complete and at no Ilene should any keds greeter than 5.Design assumes trusses aro to be used In a non-corrosive environment, TRANS I D: LINK design keds be applied to any component. and are for"dry cundllon"of use. 5.Compulnu has no control over and assumes no reeponelbildy kr the 8 nI ecessa saunas lull bearing at all supports shown.Shim or wedge It EXPIRES '. 12/3112016 11 fabrication handing,shipment and InatalMllon of components. 7.Desigry' 8.This design le furnished subject to the limletbne set forth by 8.Plaesnshall be booted onassumeseboth facesdrainagelof trues,ed.and placed so their center October 26,2015 furnishedpro TPNA?CA In BC51,copies of which will be tmished upon request. lines coincide with Joint center heft MRek USA,Inc./CompuTrue Software 7.6.6(1 L)-E 9.Digits Indicate We of plate In Inches, t0,For bash connector plate design values we ESR-1311,ESR-1988(Web) y This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2-10=(-751) 3890 10- 3=(-192) 1247 14- 7=(-732) 286 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4597) 893 10-11=(-672) 3437 3-11=(-987) 293 7-15=(-101) 670 3- 4=(-2930) 569 11-12=1-384) 2468 11- 4=( 0) 365 15- 8=(-345) 264 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-2366) 551 13-19=( -10) 75 9-12=(-611) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE' 5- 6=(-2405) 717 14-15=(-224) 1732 5-12=(-431) 295 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1682) 513 15- 9=(-395) 2171 13-12=( 0) 94 TOTAL LOAD = 42.0 PIP 7- 8=(-2419) 589 12-14=(-139) 1292 OVERHANGS: 12.0" 0.0" 8- 9=(-2657) 564 12- 6=(-390) 1177 LL = 25 PSF Ground Snow (Pg) 19- 6=(-131) 774 ** For hangerspecs. - See rovedplans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA app LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -295/ 1773V -266/ 273H 5.50" 2.84 KDDF ( 625) 39'- 5.0" -250/ 1655V 0/ 0H 5.50" 2.65 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003^ @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.182" @ 13'- 0.4" Allowed = 1.925" MAX TL CREEP DEFL = -0.362" @ 13'- 0.4" Allowed= 2.567" MAX HORIZ. LL DEFL = 0.102" @ 38'- 11.5" 19-08-08 19-08-08 MAX HORIZ. TL DEFL = 0.169" @ 38'- 11.5" f2-09 5-01-04 5-03 6-05-08 5-06-12 6-11 7-04-09 f f 1' ' f .1 1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. M-6x8 Q 7.00 7.00 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 ,f-( load duration factor=l.6, Truss designed for wind loads -P M-Sx6(S) in the plane of the truss only. 5.7' 0.25" M-1.5x3 7 M-5x6(5) 0.25" AM15x3 4 M-3x6 3 to M-3x8 %^ . a o o v ,F-. 1 is 11 ,� 12e ,n o i- M-5x8 M-3x4 0 13 I4 I5 *g o i o ho-6x8 0.25" M-3x9 M-3x6 0l o M-1.5x3 M-6x8(S) ...,::13.75 y y y ` �� PROF � 2-05-08 5-01-04 5-06-08 6-07-04 9-08-05 10-00-03 4\ - �/ y y y 04 O 1-03-05-08 10-06 26-05-08 y y 39-05 :9782PE r JOB NAME : POLYGON 3410-A NH - C4 Scale: 0.1330Vir WARNINGS: GENERAL NOTES, unless otherwise noted M' (1p /'�/A�/s i }4'J 1.Snider and erection contractor should be advised of al General Notes 1.This design h based only upon the parameters shown end Is Mr en Individual !. OREGON V htr Truss: C4 and Wammgs before construction commence.. building component.Applicability of design parameters and proper i/ V 2.2n4 compression web bredng must be InstaWd where shown.. incorporation of component N the respondbAlty of the bolding designer. '1. u41 Y 4(5 3.Additional temporary bracing io insure debility during consbudbn 2.Design assumes the top and bottom dame la dt labrely bated at 1 _4 Is me rsepontlbillly of the arodsr.Additional permanent brodng or 2'o.c.and at 10 c.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheething(TC)anti/or drywel(BC). PA, I 'L. I'`' DATE: 10/26/2015 the eversl structure is the rsspondbllty of the balding designer. 3.2t Impact bridging or lateral bredng required where shown e e v SE : K 14 8 713 2 4.No toad should be applied to any component until after all beading and 4.Inatstion Mims Is the feapendbRty of the respective contractor. Q• fasteners Cr.complete and at no time should any pads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design loads be applied m any component end ars for dry condition"of me. TRANS I D: LINK 8.Dellen wanes5.CompuCrue has no control over end assumes rn respondblllly forms full bearing al el supports drown.shim or wedge if EXPIRES: 12/31/2016 neseary. rabrlution,handling,shipment and installation or components. 7.Design assumes adequate drainage Is provided. October 26,2015 6.Thio design Is furnished aided b the limitations set forth by e.Plates shall be located on both/aces of truss,and planed so their center TPWVICA In SCSI.copies of winch wit be furnished upon request. g,Ins.Digitinsidote with Je ic oof plate te Bins, MITek USA,IRC./ComlpuTrue Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF I116BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 57 2- 9=1-391) 2311 3- 9=1-291) 218 BC; 2x4 KDDF 416BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-2656) 548 9-10=(-243) 1920 9- 4=1 -39) 557 3- 4=(-2399) 545 10-11=(-239) 1807 4-10=(-745) 289 LOADING 9- 5=(-1699) 998 11- 8=(-404) 2172 10- 5=1-317) 1307 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1699) 503 10- 6=(-747) 289 BC LATERAL SUPPORT <= 12"OC. MI. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2401) 565 6-11=1 -55) 563 TOTAL LOAD = 42.0 PSF 7- 8=1-2658) 570 11- 7=1-294) 238 OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. I'- 0.0" -294/ 1773V -266/ 27318 5.50" 2.89 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 5.0" -250/ 1655V 0/ OH 5.50" 2.65 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.128" @. 19'- 8.5" Allowed = 1.925" MAX TL CREEP DEFL = -0.260" @ 19'- 8.5" Allowed = 2.567" MAX HORIZ. LL DEFL = 0.060" @ 38'- 11.5" MAX HORIZ. TL DEFL= 0.099" @ 38'- 11.5" 19-08-08 19-08-08 f f Design conforms to main windforce-resisting 6-10-09 6-05 6-05 6-05 6-05 6-10-09 system and components and cladding criteria. T T T f T T T Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 7.00 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '':Q7.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 'f^ in the plane of the truss only. M-5x6(5) -.1 M-5x6(5) 0.25" 0.25" +1 )0 M-1.5x3 M-1.5x3 3 + + Lo \ / O N o of iT M-3x6 M-3x4 .25" 0 1 9 M-5x8(S) M-3x9 M-3x6 ..g o 0 y - rnl©Pr y y y � ` 1 w; t ' C10-01-01 9-07-07 9-07-07 10-01-01 C~ '9. ,y 17 1-00 39-05 :972PE r" JOB NAME : POLYGON 3410-A NH - C5 ..../Scale: 0.1580 WARNINGS: GENERAL NOTES, unless otheneae noted ,� / /_,,. Truss: C5 1.Builder and erection contractor should be advised ofallGeneral Notes 1.This design isbased only upon the pommeled shown and is for anIndividual 17 OREGON�4N. and Warnings before construction commences. building component.Applicability of design parameters end proper46 2.2e4 compression web bradng must be Installed Where shown*. incorporation of component Is the responabAlry of the building designer. 3 Adtlhbnal temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced al 19.,_ 4R V A 6 la the responsibility of the erector.Addmenal permanent bracing of T o e.end at sheathing a.c.respectively unless braced throughout their length byI T UL DATE: 10/26/2015 the Quem structure le the re continuous Mging en such as plywood Mealhlnp(TC)and/or dryvnA(BC). A Fe responsibility of the be gens designer. 3.In Impact bridging or lateral bracing required where Mown♦♦ f., `! SEQ.: Ki4 8 713 3 4.No load should be applied to any component until alter ell bradrg and 4.Inslalletlon of tons Is the roeponsiblely of the respective contractor. fasteners are complete end al no time should any pads greater than 5.Design assumes busses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied teeny component. end are for drycondtllnn of use. 5.CanpuTrus has rIo control over end assumes no reapomlMlny for the 6.Design assumes NH bearing at all euppons Mown.Shim or wedge if EXPIRES: 12/31/2016 fabriutbn,handling,shipment and installation of components. neresssry. 7.Peagn assumes aced en botdraih is provided. October 26,2015 6.This design is furnished subject to the limitations eat forth by S.Plates shall be bated on both faces of Wee,and placed w their center TPUWfCA M SCSI,copies of which w1A be furnished upon request. lines coincide with lolnt center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1 L}E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1371,ESR-1988(MITek) ) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 57 2-11=(-371) 2281 3-11=1 -293) 219 BC: 2x4 KDDF STkNTR SPACED 24.0" O.C. 2- 3=1-2610) 540 11-12=(-225) 1889 11- 4-1 -40) 558 WEBS: 2x4 KDDF STAND 3- 5=(-1652) 537 13-19=(-334) 1733 2-15=( -745) 285 LOADING 4- 5=(-1652) 489 13- 9=(-339) 1892 12- 5=( -307) 1274 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-1658) 491 12- 6=1 -696) 278 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2201) 508 6-13=( -1) 375 TOTAL LOAD = 42.0 PSF 7- 8=1-2334) 507 13- 7=( -134) 166 8- 9=1 -24) 298 8- 9=(-2661) 509 LETINS: 0-00-00 3-00-00 LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 57 OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR A 20 PIE 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" -290/ 1745V -274/ 274H 5.50" 2.79 KDDF ( 625) 38'- 10.0" -284/ 1745V 0/ OH 5.50" 2.79 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.158" @ 26'- 2.4" Allowed = 1.896" MAX TL CREEP DEFL = -0.326" @ 26'- 2.4" Allowed = 2.528" MAX LL DEFL = -0.002" @ 39'- 10.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 39'- 10.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.057" @ 38'- 4.5" MAX HORIZ. TL DEFL= 0.093" @ 38'- 4.5" 19-08-08 19-01-08 6-10-09 6-05 6-05 6-05 6-05 3-07-15 2-07-10 Design conforms to main windforce-resisting 'r 12 system and components and cladding criteria. 12 M-4x6 7.00 '<:17.00 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 .fi load duration factor=l.6, End vertical(s) are exposed to wind, Tr M-5x6(S) \1 M-S:8(S) inuthedplaneeoffthetruss wind loads 0.7. 0.25" 0.25" +1 M-1.5x3M-1.5x3 3 {. + 7 M-3x6 . N 4. 1 D y 1 11 12 13 0 o 'M-3x6 M-3x4 M-5 8.(3)" M-3x4 M-4x6 to {{�� PROP 061 l l 1 l y ,` ,�Co �G 116 E.Q. /,A� 10-01-01 9-07-07 9-07-07 9-06-01 - �. i 00 38-10 1-00 9782PE c` JOB NAME : POLYGON 3410-A NH - C6 ., �" -der Scale: 0.1432 AM WARNINGS: GENERAL NOTES, unless otherwbe noted: p/ (�( QA'd 1.Bunn and erection contractor should be advised of all General Notes 1.This design h based only upon the paremeers shown and is let an individual $ SQA-/OREGON a �}. Truss: C 6 ash Warnings before construction commencss component. designproperbuildingpen YV 2.2e4 eomprenion web bndrp must be installed where Mown•, Inmrporotion of component Is the responsibility of IM building designer. • '4 Pi),. 15 _+ , 3.Additional temporary bracing to inane aabftly during construction 2 Ossign and the lop and bottom dame to be hfanity Oncad e V is the responsibility of the endor.Addlllonsl permanent bracing of 7 o.e.and at 10'o.c.such as plywood sheathing(TG)end/or drywd(BC). PA UL l' L... DATE: 10/26/2015 the overall structure Is the reaponstblty ohhe bidding designer. 3.2x impact bridging or Were!bradng required when Mown•• v S E K 14 8 7 13 4 4.No load should be applied to any component toll after all bredng and 4.Installation of truss Is the responsibility of the respective contractor. 4• fasteners are complete and at no time Mould any loads greater than 5.Design assumes trusses era to be used In a non-corrosive environment, design loads he applied to any component. and an for"dry condition"of use. yy (� !'�!� /ry(� w TRANS ID: LINK 5.CompuTruehas mmmrolover end assumes no responsibility for the 6.Desgnaewmeshdlbearingetaflwpportsshown.Sh rorwedgeIt EXPIRES: 12/471/20161 fabrication,handing,shipment end maalletlon of components. 7.Design assumes adequate drainage is prodded. October 26,2015 6.This design is furnished abject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed no their comer TPW6TCA h BCSI.copies of which will be furnished upon request, 9.In..DigitIndicate seise of phis center Ion n Ins.. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design value•see ESR-7371,ESR-1898(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 38'— 10.0" }COND. 2: Design checked for net(-5 psf) at 24 "oc uplift TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 P spacing. BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PIF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP #1-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 19-08-08 19-01-08 '1 q T 13-01-12 6-06-12 6-06-12 12-06-12 1 1 1' 1 1 12 IIM-4x4 12 7.00 p 3 Q 7.00 M-3x5(5) M-3x5(5) 44, u, c0 gi" \O 0 I 1� 1 ® 4 m 7 o M-3x5(S) 6 0 M-3x4 t� C1 J• 19-08-08 L `q„0 PR°Fes 1-00 38-10 t 19-01-08 1NE 6' '` to 17 89782PE rr JOB NAME : POLYGON 3410-A NH - C7 ..--A, ,�,,: • Scale: 0.2057 WARNINGS: GENERAL NOTES, unless otherwise noted40 41111 Truss: C 7 I.Builder and erection coded.should be advised of all General Notes 1.This destgn is basad only upon the parameters shown and is hr an individual 9 f�R EGON qI S and warnings before construction commences. balding component Applicability of design parameters and proper 2.De4 compression web bracing must M installed where shown•, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability dunng construction 2•lestpn and t ID ms top and bottom chords to be throughout braced et ��V 5 t; Is the responsibility of the erector.Additional permanent bracing of 2'o.c.antl at iP o c respectively unless bncotl ihrauph 4)their length by ! Xy� DATE: 10/26/2015 tMavenustructure isthe ro Seope)b,tdigcontinuous orwena•prywgoduiredwg(rc).c,n5erywan(Bc). PA'.+� � responsibility of IM building designer. 3.2a Impact bridging or lateral bracing required where Mown t♦ V SEQ.: K 14 8 7 13 5 4.Na load should be applied to any component mil after ail bracing and 4.Installation of tons Is the responsibility of me respective contractor. fasteners are compete end at no time should any loads greater than 5.Design assumes trusses aro to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condglon"of use. 5.CompuTrus Ms no control over and assumes no responsibility kr the 6.Design assumes fall beefing al all supports strewn.Shim or wetlpe If EXPIRES: ES` 2/ / 0 fabrication,handling,shipment end InaNlkikn of components. 7.mummy.nassumes d. S.This de•ignIsfuriehadsubject tothe limiationsset forth by 8.PlatesshaBMkp� uedoneboth facesdrainage lofbus vsss,and placed satheir center October 26,2015 TPlWICA In BIN,copies of which will be famished upon request, lines coincide with Joint canter lines. MRek USA,Inc./Com uTrus Software 1 L 7,6.7 9.Digits Indicate sin of plate in hods.( )-E 10.For baste connector plate design values see ESR-1311,ESR-1988(MITek) I This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F LOAD DURATION INCREASE = 1.15 1-2=( 0) 40 2-5=(-27) 30 3-5=(-120) 106 BC: 2x4 DF 2400F SPACED 24.0" O.C. 2-3=(- 9)59) 41 1 WEBS: 2x4 DF 2400F LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -69/ 325V -17/ 58H 5.50" 0.49 DF ( 670) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -18/ 159V 0/ OH 5.50" 0.24 DF ( 670) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (uon). ICOND. 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 = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.013" @ 2'- 3.3" Allowed = 0.199" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.013" @ 2'- 1.9" Allowed = 0.298" f f f 12 MAX HORIZ. LL DEFL= 0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 4.50 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 -/ load duration factor=1.6, 3 End vertical(s) are exposed to wind, irTruss designed for wind loads If in the plane of the truss only. a, 0 I H H 111111111111111111111 rn I 1 2►11 -/ ►�5 o M-3x4 M-1.5x3 y l ) 3-08-04 0-03-12 1 •1 l 1-00 4-00 r �5c D P R OpCC6st 89782PE r JOB NAME : POLYGON 3410-A NH - D1 Scale: 0.6177 `, �,� ' ' WARNINGS: GENERAL NOTES, udaasotMrntes noted. 5" 1.Bulkier and erection contractor should be advised of al General Notes 1.building log design Is a Anl d only upon the of drape paramrameters en and Is for an ters and proper individual 7A OREGON�.�/ '}4s. Truss: D 1 and Warnings before construclbn commences. Incorporation of component Is the n.pentlbllty of the building designer. Y^ t� /' 2.lot compression web bradng mea be mulled where show)*. 2.Design assumes me top and sono)dome b w laterally braced at Pi Y 5 _`r„r 3.Additional temporary bracing to insure stability during construction 2 o.c.end at 10 os respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywal(BC). -q U L ��V DATE: 10/26/2015 the overal structure Is the reeponeblIty of the building designer. 3.20 Impact bridging or laterel bradng required where Mown** S E 14 8 713 6 4.Na bed should be applied to any component until after al bradng end 4.Installation of trues la the reapontlblty of the respective contractor. CrQ•: fasteners are template and at no time should any loads greater than 5.Design assumes trusses are to be used in a non•corneiva environment, d to any component. and are for"dry condition"of use. design bade be applied TRANS ID: LINK 8.De.gnasumesM lbearingtalluppartsaoatShimorwedgeif EXPIRES: 2/ 1/20I� 5.CompuTrus Ms no control over ashassumesw responsibility ler me .-.,, I,, �+ fabrication.hendling,shipment and lutalistbn of components. 7.Design assumes adequate damage Is prodded. October ober 26,2015 8.This design Is furnished subject to the Ilmt.tbm set forth by 8.Plates Mag be located en both fess of truss and plead so their under TINANTCA In SCSI,copies of which wig be furnished upon request. 9,Ines s�dlwde tewith joiplatent center Inches. MITek USA Inc.ICompuTrus Software 7.6.7(1L)-E 10.Forbetic connector plate design values see ESR•1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x4 OF 2900E LOAD DURATION INCREASE = 1.15 1-2=( O) 90 2-9=(0) 0 BC: 2x9 OF 2900F SPACED 29.0" O.C. 2-3=(-59) 25 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 HONE 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" -65/ 333V 0/ 57H 5.50" 0.50 DF ( 670) 3'- 9.2" 0/ 47V 0/ OH 5.50" 0.07 DF ( 670) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 103V 0/ OH 1.50" 0.15 DF ( 670) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I,. 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4.50 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.015" @ 2'- 5.4" Allowed = 0.222" MAX TC PANEL TL DEFL = 0.013" @ 2'- 5.4" Allowed = 0.334" MAX BORID. LL DEFL= -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" 3 --/ Design conforms to main windforce-resisting system and components and cladding criteria. 11 Wind: 140 mph, h=19.9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, ;y End vertical(s) are exposed to wind, I Truss designed for wind loads oin the plane of the truss only. 4 r., [ A 2►�11 M-3x4 y y 1-00 4-00 (PROVIDE FULL BEARING;Sts:2,9,3 ��p, D P R Ores �` `,1GINE�� /� 89782PE -Yc JOB NAME : POLYGON 3410-A NH - D2 Scale: 0.8031 .. • AIM WARNINGS: GENERAL NOTES, unless emerWlw noted. G Truss: D2 1.Snider and erection cordrador should be advised del General Notes 1.This design Is based only upon the parameters shown and is for an Individual OREGON N. and Warnings before consttruotlon commence.. budding component.Appiroabllty of dealgn parameters and propel A V 2.24 compression web bracing must be installed where shown*. Incorporation of component I.me responsibility Who building designer. Q 3.Additional temporary bruins to Insure staWIty during construction 2 Oastgn assumes the tap and bottom chorda to W[steroid braced el /# G/q F7 y/ .A ll� Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10 o.c.raepsaNery untaaa bread throughout their length by f / 'l I 1 y. DATE: 10/26/2015 the overall strudura Is me reeponsblity of the budding designer. continuous sheathing or sueh l b plywood re Mudd ng(TC).niter drywall(BC). >t^j 3.2a Impact bridging or Wend bracing required where Mown++ '- DATE: i SEQ.: K 14 8 7 13 7 4.No load Mould be applied to any oomponent until after ail bracing and 4.Installation&truss la the responsibility of the reapeaNe contractor. - fedeners are complete and at no time should any bads greater than 5.Design assumes Pusses are to be used in a non<orrosive environment TRANS ID: LINK design pads be applied to any component. and are for"dry condition"of use. �/ ./�A�Y7�.A /{{ 5.Compulnle has no control over and assumes no responsibility for the 6.Design e sttteea Baume.full bearing at all support shown.Shim or wedge if .EXP'R ES: 1 GI J 1 L'�SJ 1 fabrication,handling,shipment and Installation of components. '/.Design assumes adequate drainage h provided. 6.This design N furnished subject to the limitations set forth by S.Plates shallbe Inched en both faces of truss,and placed so their center October 26,2015 TPW,TCA in BCS(,copes of which WA be NmlMetl upon request. linea coincide with joint center Anes. MITek USA,Inc./CompuTNe Software 7.6.7(1L}E s.Digits Indicate We of plate In Inches. 10.For disc connector pale desgn values see ESR•1311,ESR•1986(MITek) r This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF STANTR SPACED 29.0" O.C. system and components and cladding criteria. WEBS: 2x4 KDDF STAND LOADING BC LATERAL SUPPORT <= 12"OC. UON: LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.0, MWFRS(Dir), BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 92.0 POP load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. M-1.5x4 or equal at non—structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-09 0-03-12 f T T 12 4.50 17 M-1.5x3 oi A 0 1 2 , o f , t _iiiii,iii p ..,_, 1 =M-4x9 M-1 55x36 1 l 1-00 3-05 � � EO PRQ�t�0.of :9782PE r JOB NAME : POLYGON 3410-A NH - E1 "1.1.' Scale: 0.6222 �� WARNINGS: GENERAL NOTES, unless uthervdea noted' L.,Iy� YY C] f'r+/'h lei T� t.Builder and median contractor should be advised of al General Note° t,This desgn Is based only upon the parameters shown and Is for en individual 7�1.OREGON GOI V c:; Truss: El and Warnings before aonsimction commences. building component Applicability of design parameters and proper IW 2.284 compression web bracing must be Installed where Maven.. Design incorporation assumes component Is the responds to of the balding designer. "e9 Lig h�} 4 6 "� porary bracing to insure stability during con°Wdbn 2 Fee. rad.1(0 the top arta bottom chords to a letsrally gho braced a sl ! 1 3.la the responsibility tam 2'es.and at 10'sc.rsepadNsly unless braced throughout their length by 7+k Is the responsibiliy of the°rector.Additional permanent bracing of continuous sheathhg such as plywood sheathing(TC)and/or drywall(BC). P UL 'C'1/4- DATE: *DATE: 10/26/2015 the overall shuchee is the responsibility of the balding designer. 3,28 impact bridging or lateral bracing required where Mown v c 4.Ne bad should be applied roam component until albs all bracing and 4.Installation of Inns Is the responsibility of the reepedhe Contractor. SEQ.: K 14 8 713 B fasteners are compete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a nen-corrodve environment, and aro for'dry condition"of we. design bass be apples to any component. TRANS ID: LINK 5.CompuTrueba no control over and assumes noreepensINIINfor the 6 °°d°""N�°'"" °°""°°all supports show Shim °`wedge "necessary. EXPIRES: 1213112016 c fabrication,handling,shipment end tion of components. 7.Design assumes adequate drainage h provided, October 26,2015 8.This design la furnished subject to thea limitations set forth by 8.Plates shag be located on both faces of truss,and paced so their center TPIMTCA In SCSI,apse of whish cell be furnished upon request. N.Ones Digits elenatde tth joint center n lines. indicateMTek USA,Ino./CompaTrus Software 7.6.7(1L)-E 10.For basic connector piste design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=( 0) 40 2-9=(0) 0 WEBS: 2x4 DF STAND 2-3=(-56) 29 LOADING TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -55/ 316V 0/ 48H 5.50" 0.51 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 2.2" 0/ 3W 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9.50 D '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 = 0.005" @ 2'- 0.1" Allowed = 0.168" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.167" MAX HORIZ. LL DEFL = -0.000" @ 3'- 9.3" MAX BORIZ. TL DEFL = -0.000" @ 3'- 4.3" 3 -, Design conforms to main windforce-resisting system and components and cladding criteria. lir Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-3X9 0o Truss designed for wind loads in the plane of the truss only, /- o o .ti 1 0 1 o / 2X Xy l l y 1-00 3-05 'PROVIDE FULL BEARING;Jts:2,4,3 I cD P R Qpe. C? , NGIN �R ,0.0. tt✓ ` 89782PE JOB NAME : POLYGON 3410-A NH - E2 , Scale: 0.8995 G • WARNINGS: GENERAL NOTES, unless otherwise noted G. aa�ry�f�} -11J Truss: E 2 1.BYMer and erection contractor should be edvlesd of a1 General Notes 1.This design Is based only upon the parameters Mown and is for an Individual 's" REG ON2d', s,�„ and Warnings before construction commences. building component.Applicability of design parameters and proper V �( 2.204 compression web bracing must be Installed whore shown e. incorporation of component Is the responsibility of the building designer. �j. /� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords b be laterally braced at 7a('� AI P. �"' A �tly Is the responsibility of the erector.AddEenel permanent bradng of T a.e.and at 10 o.c.respectively unless braved throughout thele length by T fT_ (eI DATE: 10/26/2015 the overall structure is the n Zn irnp ones sheathing such as plywood sheathing(TC)and/or drywel(ec). "t h s UL i'�. responsibility of the ei building designer. 3.2a Impact bridgingor lateral bracing required where shown*e /""f� `` SEQ.: K 14 8 7 13 9 4.No load should be applied to any component unlit GIGO bracing and 4.Installation of truss la me reeponslbRty of the respective contractor. fasteners ars complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be app/ted to any oornponont and are for"dry condition"ofuse. S.Compultus has no control over and assumes no responsible),ler the S.Design assumes full bearing at a8 support.shove.Shim or wedge if EXPIRES: 12/3112016 fabrication, ndling,shipment end installation of component7.Design assumes adeqs. necessary' drainage le 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be besteduoneboth faces of truu,ed.end placed so their center October 26,2015 TPPWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint canter Ones. MITek USA,Inc./Com Trus Software 7.6.7(114.E9.Digits indicate size of plate in inches. I0.For basic connector plate design values see ESR-1311,ESR-tBOe(MITek) Symbols Numbering System All 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 Property 1 /4I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury Mir Dimensions are in ft-in-sixteenths. 114•1‘, 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 0 1/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Millialt !0_ 0 bracing should be considered. IO 3. Never exceed the design loading shown and never �� r �� Ustack materials on inadequately braced trusses. Provide copies of his truss ign to the Or 8 C6-7 6•' 4. designer,erection tsupervisor,85property ownledrland For 4 x 2 orientation,locate plates 0 'na from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8 Unlessmoisture not exceed 19%atmeof fabrication.lumber shall 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/Or SYP represents values as published specified. i� Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ®in 0 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. DBCSI: Design Standard fornBracing. I BCSI: Building Component Safety Information, MiTek6 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.01/29/2013