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Plans Job Truss Truss Type Qty Ply POLYGON R45755189 PL15-355_UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:20 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-Z8J1 rY?d5vDVTbKMJBy122_DyC9jGwiZPT4JdoyPA2r 1-2-0- 2-6-01- 12-49 1-2-9 1-9-11 �1-8-01 P-100 II II0.2 I I I II - II I Scale=1:40.1 1.5x3 11 ' 1.5x3 I I1.5x3 I I 1.5x3 11 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 A % 0 0 N e m o e .11 24 23 22 21 20 19 18 17 16 15 1.5x3 I I 1.5x3 11 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 1 3x12 I8-8-5 P�--aa- a 198 1 22-11-8 1 x 312 5-1-9 b7-001 I 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— 12:0-1-8,Edoe1,13:0-1-8,Edgel.118:0.1-8,Edgel.119:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 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 Incr 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 PR OFFS ��co ,..., EF'7' s, 1- 87022PE c- 7 N N �^0j, OREG0N r.1 <v "2 6%1 k4I$E R \\ P � SA. HERS EXPIRES:06/30/2017 October 27,2015 t li,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. r_ Design valid for use only with Mireke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��, butding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1911 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL1S-355_UPPER F02 FLOOR 6 1 R45755190 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:22 2015 Page 1 ID:s3crybS65JgMSM2Sm_D,y9giZ-V WRnGDOtd WTDiuUkRc7V7T3WV?ISksHrtnZQigyPA2p I 1"0-0 I ° 1 - --R Scale=1:40.5 4x4= 2x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x8 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 %.� � � � �► /1 3�%��rA�a 12 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= 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /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 DESRER IS REQUIRED. 1 16-5-2 1I7-0-21 I 23-9-0 0.7-0 6-1-14 0-7-0 Plate Offsets(X,Y)-- 118:0-1-8,Edael,129:0-1-8,Edgel,130:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) 1/deft L/d 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/TPI2007 (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.OE(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=-1608/0,3-4=-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. �o\V© PR OFFS 3)Refer to girder(s)for truss to truss connections. 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 ��CD ��(`,I NSF- s/O attached to walls at their outer ends or restrained by other means. 2 87022PE 91-' N -y �Aj, OREGO co <ti 9O FMQER \\ \. On A. HE?' \-\P EXPIRES:06/30/2017 October 27,2015 t WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/01/2015 BEFORE USE. Mil Design valid for use only with Wel*connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing !Ariel(' is always required for stablity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualtly Cdterfa,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755191 PL15-355 UPPER F03 Floor 5 1 Job Reference(Qptionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 lD:s3crybS_6sJgMSM2Sm_D_ 9giZ-RVZYhv2798jxyCd7Y01zCu8t3pPZCmR8K52XmZyPA2n 1 1-0-0 11j-io 2�1 1-2-0 I 1:1-7-141 Scale=1:32.4 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 e • o - o 0 o e_ ® 01\ o _ •_ N / ,` / N. 4 N. � N / N. /_ \ / ,\ N O 9 O O O' O c, e 'Q' 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5= 3x4= 12-10-10 I 11-8-10 112-3-19 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,Edael,123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft 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 Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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=3726/0,10-11=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, 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=40/615,18-20=-1127/0,18-21=0/989,16-21=432/0, 16-22=0/717,14-22=409/0,14-23=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. ��Ea PR°Fess CD NGiNEF19 /c2 4<- 87022PE 9t / 9 co_, OREGON cy�O1U 'AO �4l8ER 1\ • On A. Heck EXPIRES:06/30/2017 October 27,2015 S. 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 MilekS connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek" building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Miek 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/7811 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755192 PL15-355 UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 ID:s3crybS6sJgMSM2Sm_D_y9giZ-RvZYhv2798jxyCd7Y01 zCu8xepXLCod8K52XmZyPA2n 1 0-10-0 I I 1-2-0 I I o s I 0-31 2-6-0 I 1 1-2-0 I I 1-3-7 I Scale=1:19.8 1.5x3 II 3x4= 3x4 I 14x4= 1.5x3 11 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 7 8 3x4= 9 e 1 ® O e e • e o e ' o o i —,//7 N0.1 r o o e \oma 0 0 17 16 15 e' 13 12 11 10 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1.5x3 II 3x4= 4x6= 3x4 = 3-0-0 I 8-8-5 1 9-3-5 1 9-10-5 1 11-4-12 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,V)- r2:0-1-8,Edgel,f3:0-1-8,Edoel,17:0-1-8,Edoel.18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 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 Uplift 17=-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=0/713,5-14=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. ��a PR�FFss w( �NGiN �PY > 17 i:: - 87022PE r cn cv y (<\'oj, OREG•N rye <� 90 F'�BER 1� �' OS A. NER�P EXPIRES:06/30/2017 October 27,2015 $ I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil, Design valid for use only with Weir®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Qualify Cdteda,DSB-89 and SCSI Bulding 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 R45755193 PL15-355 UPPER F06 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:25 2015 Paget I D:s3crybS_6sJgM SM2Sm_D_y9giZ-v57wuF3mwRroZM CJ6kYC15h5hDgrxAglZIo4J?yPA2m 10-10-0 II 1-2-0 I I 1-0-12 1 1 2-3.1 I I 2-6-0 11 1-2-0 1 1 2-33 I Scale=1:29.7 3x4O= 3x 4 = 3x4= 3x4= 3x4= • 43x8= 1 2 3 5 6 7 8 9 10 e o o a _ /_ ._ oN O O 0 .. ►� 1�� 18 17 ►, 15 14 13 12 11 3x4= 3x6= 3x8= 3x6 = 3x4= 1 3-6-12 18-8-5 19-35-10-51 17-6-0 1 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y}- r2:0-1-8,Edae1.13:0-1-8,Edge1,[4:0-3-0,Edael.f6:0-1-8,Edoe1.17:0-1-8,Edgel LOADING(psi) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft L/d 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 IBC20121TP12007 (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) 6)CAUTION,Do not erect truss backwards. c,\cPR OFF '� c,�\� �N7G0�2NEE9 ss>p 2�' 7 N • ,N N �"Oj, OREGsN cy,OAU 9O �aI1ER o1 r �`� A. Hca EXPIRES:06/30/2017 October 27,2015 t € ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MN Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stabirity 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/OPl1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755194 PL15-355 UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 ID:s3crybS_6sJgMSM2SmDy9giZ-sUEgJx40S35WpgMiE9bggWmPv0RaP7Ka03HBNuyPA2k 1 1-0-0 1 X11 1-2-0 11.D 7-141 Scale:3/8"=1. 4x4 = 3x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • O O O O 2 �• _ e a • O O O 0 O • 0 O e 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x5= 3x4 = 12-6-14 I 11-414 11-11-1g I 18-8-12 I 11-414 0-7-0 0-7.0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,f23:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 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. - <<. -1) PR()Fe,Fe, �- G AS /0\. R ...., 9�• 87022PE 7 7 N �cV Nt �Aj, OREGON rte / O`, A. Heck 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. Mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicabi ily of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele 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/T1I1 Qualify Criteria,DSB-89 and BCSI Bufding 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 R45755195 PL15-355 UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 g ID:s3crybS_6sJgMSM2Sm Dy9giZ-sUEgJx40S35WpgMiE9bggWmPwOXiP3ma03HBNuyPA2k I 2-3-0 I 2-3-0 1 G 1-5-1 I1-2-0 ii 1-9-11 1 2-6-0 I 0�&0� Scale=1:34.2 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x6= 3x4 I I 3x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 o / 18 17 16 15 14 13 12 3x4= 1.5x3 I I 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,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 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 Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1736/0,3-4=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=-851/0,4-17=-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. ��vEO PRQp, ,,...-.7 C So Co ANG I N4-, /O2 Q 870 2PE �9� N cV 7 SAT OREGON cy5 4/ -pO AMBER .\\ O On A. HECk EXPIRES:06/30/2017 October 27,2015 S 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/201S BEFORE USE. MI Design valid for use only with MiTek®connectors.This design k based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MFTek` 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/tPll Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755196 PL15-355 UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 I D:s3crybS6sJgM SM2SSm_D-y9giZ-otMRkd6G_gLE2zW4Lad8vxskzg6gt1 jtU N m I SmyPA2i 1 1-0-0 -21 1-2-0 I 7-141 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 r. e o ISi 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4=- 12-9-10 12-9-10 I 11-7-10 18-11-81-2010-7-0I11-7-10 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edael,123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (Ioc) 1/deft L/d 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=828/0-4-4 FORCES. (lb)-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. <��ED P R Ope,S <44 7 ° 87022PE ter' cr 7 -0?, REG6N 9.9 41/ C' q/BER 1\ OSA H ERCP EXPIRES: 06/30/2017 October 27,2015 k a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated 6 to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Crteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Inforation available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 m Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755197 PL15-355_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 13:51:29 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZotMRkd6G_gLE2zw4Lad8vxsrWglbt8otUNm ISmyPA2i 3x4= I 0-11-1T 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 • 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,Edgel,(3:0-1-8,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 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. Or �\�<C��GP 8FR s/'O �� 87022PE «9r I / • \y\ . OREGON r10 ©�✓ '��'�ccM8ER .\1 P� SA. HE�� EXPIRES:06/30/2017 October 27,2015 e t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MitektS connectors.This design is based only upon parameters shown,and s for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated u to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Cdteda,DSB-B9 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job PL15-355_UPPER Truss Truss Type FLOOR GIRDER 1 Qty Ply POLYGON F11 1 Job Reference(optional) R45755198 Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:30 2015 Page 1 ID:s3crybS6sJgMSM2Sm_Dy9giZ-G3wpxz6ul U5g75HvH8NR9OtAERBcOeli1Wr CyPA2h 10-10-0 I I 1-2-0 I I 1-0-12 I I 1-0-o I a�-�'9�I 1-2-0 I all-3 1 Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 354= 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 ® ® o - o -® eo o_ o 1,:ii e e O 7 O e M - y `1 'IZJJkuo(j 31 30 9 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5= 3x5= 3x6= 3x5 = 3x5= 4x8= 3x4= I 1-1-0 11-8-0 1z-3-0 I 3--12 I 8$5 &-3-5 f-1 Os 1 1988 { 1-1-0 0-7-0 0-7-0 1-3-12 5-1-9 tt-7-0 0-7-0 983 Plate Offsets(X,V)- f2:0-1-8,Edge1,13:0-1-8,Edgel.19:0-1-8,Edgel.110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 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 Incl 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 �� o� P R Q,i-,. be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. \CD ANG I NEF� Z. 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. ��? The design/selection of such connection device(s)is the responsibility of others. Q 70 2 P E -7 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Yr f: LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 U) N Uniform Loads(plf) .! Concentrated Loads(b)1-19=80 �AjC OOREGON ti�cli Vert:17=791(F) MBER �� OSA- HEA EXPIRES:06/30/2017 _.\.+'• \ \mss,..0\�a //, \' .\,;.c.'C,O � ',. ., ^\. �\F;\.. October 27,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with Mitek®connectors.This design is based only upon parameters shown.and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTok' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/tP11 Quality Cdfeda,DSB-89 and SCSI BuNding 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 R45755199 PL15-355_UPPER F12 FLOOR 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:31 2015 Page 1 ID:s3crybS6sJgMSM2Sm_Dy9giZ-kFU6917W WHcyIHgTT7fc_Mx4VercLvTAxhFP WfyPA2g 00I-�o-p�1 1-2-0 1 1 1-0-12 1 1 2-6-0 I 2-4-9 11 1-2-0 1 1 1-9-7 1 Scale=1:34.0 1.5x3 II 3x4= 3x4= 3x4 II 3x6= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 / ir 11. 1CN e e e e h ,1 19 18 17 16 15 14 13 12 3x4=1.5x3 I I 1.5x3 II 3x8= 3x5= 3x4= 356= 3x4= 36-128-8-5 0-3-59-10-51 19-6-4 I 3-6-12 I 5-1-9 0-7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— 12:0-1-8,Edoel,13:0-1-8,Edoel,114:0-1-8,Edrtel,115:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 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 Inc- 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 bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=60/0-1-12,12=649/0-2-12 Max Upliftl9=-166(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=-18/294,3-4=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=0/887,1415=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. c.;<"�NG N�,9 sf°2 cc 87022PE 9r N N 7 SAT OR EG N ti� <v O �Cn�M&ER i1 Q� A. HE.ck EXPIRES:06/30/2017 October 27,2015 ...::,,q !✓ave m;�. ,gi g. .. yr.... . --�,.F.'»,., , ..y:;_ sca r., :: ,,...e: iV 3',�° �,:..,. s.?tl �;.0... ,i:,. �;r::,�; �.' WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Mil Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overal building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mifek' 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 taus systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-355 UPPER F13 FLOOR R45755200 1 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:32 2015 Page 1 3x4 —_ IDa3crybS6sJgMSM23m_Dy9giZ-CR2ZMe89GbkovRFfOiArXaUMt1KQ4VhKALTy25yPA2f I 0-11-11 I I 1-2-0 I I 0-9-5 I 1 1.5x3 II 2 g 3x4 = 4 1.5x3 II _=_ Scale=1:8.7 111 II0 ill MI N Miffl II II Mr 111 1.5x3 II 1.5x3 II 8 IM 7 6 5 3x4= 3x4= I 3-5-0 I 3-5-0 Plate Offsets(X,Y)- (2:0-1-8,Edgel.(3:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI- DEFL. in (loc) l/defl Ud 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 IBC2012TfP12007 (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. �� ,D PRaF4-0 �,5 �NGItVFFR /0 (- 8 I 2 P E ,,-7 r" co `�-0).�REGO . c own, On 4BER \\ �k, A. HE EXPIRES: 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. Mill Design valid for use only with MilebS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` T[ ke 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/0.11 Quality Criteria,059-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 " Centerplate onjoint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths 4-� /4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury rte= Dimensions are in ft-in-sixteenths. � IApply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 2. TrJs bracing must be designed by an engineer.For 1wi a truss spacing,individual lateral braces themselves O 16may require bracing,or alternative Tor I o bracing should be considered. IlLi3 ®i O 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. cL 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate mimigrig ,9 designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0-1na' from outside 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 an d roarebedulaffull d byy ANSKnots UTPaI na at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 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. 8. Unless otherwise noted,moisture content of lumber Software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse 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 Trusses are designed for wind loads in the plane of the specified. , Indicated by symbol shown and/or shown. by text in the bracing section of the truss unless otherwise13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Cpnnections not shown are the responsibility of others. Indicates location where bearings 16.Db not cut or alter truss member or plate without prior I (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved aproval of an engineer. *IMO reaction section indicates jointI 17.In tall and load vertically unless indicated otherwise. �� number where bearings occur. y rites Min size shown is for crushingonlu e of green or treated lumber may pose unacceptable .. 18.'e vironmental,health or performance risks.Consult with 11.3.--.1Mil p oject engineer before use. Industry Standards: 19.Rbview all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. isnot sufficient. DSB-89: Design Standard for Bracing. 3 BCSI: Building Component Safety Information, MiTek20.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 M IMI mit M iTe kg MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-B 10-22-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1487237 thru K1487248 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. K��Eo PR°`� -ss iia• ''''' g /p t -` 89782PE <` ? OREGON c)'��' 4 gRt''9RY1 ��Q' PAUL R\ Vx-/ ° ' :: , 2/31/2016 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 ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER–BC LUMBER SPECIFICATIONS TRUSS SPAN 14'– 9.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce–resisting •BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21ft, 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), i TOTAL LOAD = 42.0 PSF 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 lOPSF 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 1 1' T 12 12 IIM-4x4 6.00 Q 6.00 3 ro 2 111411111111111 dlliIlI4 i 1 R. 0 M M-3x4 -3x4 y y l 1-00 y 14-09 <‹... T p 1'f{�y t7� � ONE[ S�y. SCC �t() «9782PE -7_, JOB NAME : POLYGON 3410—B — Al ' Scale: 0.5145 "4.011111010.'fr Sig WARNINGS: GENERAL NOTES, unless otherwIse noted '�� •HEGON �,,. 1 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual (`� Truss: Al end Warnings before construction commences building component Applicability of design parameters and proper �,/ 2 2.2x4 compression web bractnp must be installed where shown*. incorporation of component Is Me responsibility of the building designer. �,e3 ^",9 1? A 6 f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chortle to be laterally braced al r� 'l 7 \`�/' is the responsibility of erector.Additional permanent of 7 o.c.and at 10'o.c.respeotWely unless braced throughout their length by }}��ss ` ` p ty o permanen continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !"A U t. R DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 1 9 8 7 2 3 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for"dry condition'of use. TRANS I D• LINK design loads be applied to any component, 8.Design ssumecfull bearing ataDsupports shoes Shim or wedge if 5.Compuirushas nocontrol over and assumes noresponsibility for the EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 26,2015 6.This design is furnished subject to the Imitations set forth by S.Plates shall be located on both faces of hum,and placed as their center TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ina./CornpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 . TC: 2x9 KDDF #1&BTR I LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-30) 565 6-3=(0) 343 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-748) 139 6-4=(-30) 565 WEBS: 2x4 KDDF STAND • 3-4=(-748) 139 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LI,) 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" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -116/ 734V -73/ 73H 5.50" 1.17 KDDF ( 625) 14'- 9.0" -116/ 733V 0/ OH 5.50" 1.17 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 1SPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 aoc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.063" @ 3'- 11.0" Allowed = 0.498" MAX TC PANEL TL DEFL = 0.181" @ 10'- 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-04-08 7-04-08 12 Design conforms to main windforce-resisting 6.00 IIM-4x4 12 system and components and cladding criteria. Q 6.00 4,0" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 d-,/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1.1 • tin O f"1 w 0 10011111111111111111111111111111111111111111111111111"_ 6 J, 5 V,. M-3x4 M-1.5x3 M-3x4 l l b 7-04-08 7-04-08 PR y 1-00 b 14-09 y 1-00 1 \tT 1 ,. S4 ' ,,,� ©� `r' 89782PE v JOB NAME : POLYGON 3410-B - A2 � . " ' Scale: 0.3895 WARN I.Builder O. hRAedesigniNOTES, unless on the otherwise vn El701V Truss• A2 I.and Meander or conbsctcron co be advised of all General Notes 1.ThislIngo mp net.oppycaupon y theparameters parameters and is(open lndNidual / ass • and Warnings before construction commences. building component.Applicability is of design parameters and proper fL r SZ"' 2.2s4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,.() f t,(/ 3.Additional temporary bracing to insure stability during cunstructmn 2.Design assumes the top end bottom chards to be laterally braced at l L 'J ��j_ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 70'o.c.respectively unless braced throughout their length by yT'` V DATE: 10/26/2015 the overall structure is the responsiblkly of the building designer. continuoussImps sheathing l t rel b acwgod airedheaf in ere shown +drywell(BC). �} �4 S.2s Impact bridging or leterel bracing required where shown++ L SEQ.: K 14 8 7 2 3 8 4.No load should be applied to any component until ager Cl bracing and 4.Installation of truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design Is Banished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIh`7TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. S.Digits indicate size of plats In Inches. MITek USA,Inc./CornpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) f i This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 244 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-782) 310 6- 7=(-140) 605 BC: 2x4 KDDF #168TR 3- 4=( 0) 0 WEBS: 2x4 KDDF STAND LOADING 3- 7=(-765) 268 LI,( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(-329) 125 TC LATERAL SUPPORT <= 12"OC. UON. 1 DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. li TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ____ LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"00 UON. FOR 0'- 0.0" -158/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 3.5" -437/ 879V 0/ OH 98.50" 1.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 6.0" -325/ 74V 0/ OH 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • vertical members (uon). 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 = -0.014" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.076" @ 3'- 11.0" Allowed = 0.446" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL = 0.007" @ 14'- 8.4" GABLE END DETAIL FOR COMPLETE I MAX BORIS. TL DEFL = 0.011" @ 14'- 8.4" SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-03 ", 11-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 7-04-08 3-10-08 11-03 in the plane of the truss only. T T T f 12 4 =M-4x4+ 12 6.00 - Q 6.00 • M-4x6 ' 404 4111 T2 fn 5 M o O O 6q I M-3x4 M-1.5x3 M-3x4+ o M-3x4 M-3x4+ `9c O PR O lrt h y y y y u -`GINE�7-04-08 6-11 8-02-08 !V .h (; y y ,1-00 22-06 1-00 8 7$2 P E JOB NAME : POLYGON 3410-B - B1 Mt Scale: 0.2612 .fir OREGON WARNINGS: GENERAL NOTES, unlessotheudse noted: ,Ii}//O� REGON ^N I.Builder and erection contractor should be advised of all General Notes I.This design b based only upon Me parameters shown and is for an Individual 4/ ,- Truss: TMJ/(" Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 9,�, AI Ay 5 , _i</V 2.2x4 compression web bracing must be Installed where shown t. Incorporation of component is the responsibility of Me building designer. `V 3.Atldftional tem bracing to insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at P,n U L n� temporary g y g°Ons 2'o.c.and at 1o'o.c.such as unless braced throughout Meir length by r'1 is the responaibiFty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing required where shown e n 4.No bad should be applied to any component until after allbracing and 4.Installation of trues is the responsibility of the respectNe contractor. SEQ.: K1487239 fasteners are complete and at no time should any leads greater than 5.Design assumes trusses are tobe used Inanon-corrosive environment,and re for EXPIRES: 12/31/2016 TRANS ID: LINK design bads be applied to any component. S. assumes Ml bearing a g tut ail supports shown.Shim or wedge 5.CompuTrus has no control over and assumes no responsibility for the October 26,2015 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/'MCA in BCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. B.Digits indicate she of plate In Inches. MiTek USA,Ina./COmpuTnls Software 7.6.6(1 L)-Z 1a.For basic connector plate design values see ESR-131 t,MAI 988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1-13=) -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 2x6 KDDF #1&BTA Ti SPACED 24.0" 0.1. 1- 3=(-1488) 562 9-10=(-560) 1245 3-10=(-404) 337 BC: 2x4 KDDF #1&BTR 2- 4=( 0) 0 10-11=(-378) 1306 4-10=(-175) 550 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1069) 431 11- 6=(-376) 1309 10- 5=(-462) 123 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1091) 479 5-11=( 0) 238 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1563) 484 BC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD = 42.0 PSF 6- 7=( 0) 50 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) _ ----- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -488/ 291V -93/ 88H 143.50" 0.47 KDDF ( 625) 11'- 11.5" -73/ 700V 0/ OH 143.50" 1.12 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -250/ 1069V 0/ OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • M-1.5x4 or equal at non-structural vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.045" @ 22'- 9.0" Allowed = 1.079" GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.088" @ 22'- 9.0" Allowed = 1.439" SPECIFICATIONS. MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.022" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.035" @ 33'- 6.5" Design conforms to main wrndforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 35-00 1-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 1' 1' load duration factor=l.6, 18-00 0-06-08 5-02-08 5-02-08 6-00-08 Truss designed for wind loads f I 1'1 1' j' j' in the plane of the truss only. 12 H4-4x4+ 12 6.00 C 2 '''16.00 M-4x6 M-3x4+ 4 4.0.0.41- M-5x6(S) 3 0.25" M O M 1 O ® aia O ,10 PR i M-3x4 M-3x4 0.25" M-3x8 M-111 5x3 M-3x4 6 i M-3x4+ M-5x6(S) Co GAN E' �0/ 1 1 ) ) 1 C? �N L�,9 J. y 17-04-12 5-04-04 5-04-04 5-10-12 1 1 44 J. 39-00 1-00 C . 89782PE 9 JOB NAME : POLYGON 3410-B - Cl millr i Ge Scale: 0.1727 OREGON ,� WARNINGS, GENERAL NOTES, unless otherwise noted: 1.;' /t,e/� (`P~ 1r Truss Cl 1.Builder and erection contractorshould be advised of all General Notes This design is based only upon the parameters shown and Is for an individualJs vV�`� � �[ and Warnings before construction commences. building component.Applkablbty of design parameters and proper .1109) Al F 2.204 compression web bracing must be Installed where shown 4. incorporation of component h the responsibildy of the building designer. UL 91- .+ 3.Additional temporary bracing to insure'teddy during construction 2.Design assumes the top and bottom chortle to be laterally braced at PA v Is the responsibility of the erector.Additional permanent bracing o! Y o.c.end at 1Q o.c.respeceNely unless braced throughout their length by P continuous sheathing such as plywood q ng(TC)and/or drywall(BC). DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• SEQ.: K 14 8 7 2 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responslbikly of the respectNe contractor. fasteners ere complete and at no time should any beds greeter than 5.Design assumes trusses are to be used In a noncorrosive environment EXPIRES: 12/31/2016 TRANS ID: LINK design loads beappliiedto any component. anaareror^drycondibon.muse. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 5 nDecegseaassumes full bearing etell supports ahown.Shim orwedge ll October 26,2015 fabrication,handling,shipment end Installation of components. ry ].Passumes adequate bdoth Ie truss, 6.This design Is furnished subject to the limitations set lona by 5.Plates shall be located on bath feces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. B.Digits Indicate see of plate in inches. MiTek USA,Ing./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) .I 1 This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=1-253) 175 BC: 2x4 KDDF #16BTR • SPACED 24.0" O.C. 2- 3=1-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x4 KDDF STAND3- 4=(-2275) 488 11-12=(-272) 1794 4-11=1-642) 235 I LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=1-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-2275) 488 6-12=1 -15) 446 TOTAL LOAD= 42.0 PSF 7- 8=(-2510) 513 12- 7=1-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=1 0) 50 LL = 25 PSF 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" -235/ 1542V -187/ 167H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 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 = -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 • 17-00 • f j' j' Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. T T T T T T T 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 4.,f in the plane of the truss only. M-5x6(5) -` M-5x6(5) 3.1" 44444, 0.25" 0.25" M-1.5x3 i +i ; -1.5x3 3 \\., O O •ri _ 0 M 1 O 10 11 8 O o M-4x4 M-3x4 0.25" M-3x9 =M-4x4 I • P R/� M-5x8(S) ��, "G0 LJF `�A • y y y y y �c c, 0.y�IN �' Vfp�T9 y y 8-09-04 8-02-12 8-02-12 8-09-04 y 1-00 34-00 1-00 �' «9782PE c"" JOB NAME : POLYGON 3410-B - C2 , '` Scale: 0.1727 //,,,..,, -. WARNINGS: GENERAL NOTES, unless otherwise noted • Es" ) 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ' OREGON V (:).'• Truss: C2 and Warnings before construction commences. building component.Applicability or design parameters and proper ,r1:4<<,4"4- e../ 2.2x4 compression web bracing mull be installed where shown+. incorporation of component la the responsibility of the building designer. +� A Cy.`, f 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at ` "'1 f l]+' :J Is the responsibility at the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 10/26/2015 the overall structure Is the responsibility Ithe building des continuous sheathing such as acing rplywooequired sheet where and/or drywall(BC). �A 1 I{ ponai ty o g Igner. 3.2x Impact bridging or lateral bracing regdred where shown++ �'•'1 l,7 i... SEQ.: K1467241 4.No load should be applied to any component until alter eAbracing and 4.Installation oftruss the eresposibe upayty ofthe d In hnenpctieiVentrator. rment, fasteners ars complete and at no time should any loads greater m5.Design ign assumes trusses ofand are for"dry condition" TRANS ID: LINK design loads be applied to any component. 6.Design assumes hill bearingat supports shown.Shim or wedge If 5.Compulns has no control over and assumes no responsibility for the nec ,,,ry. Q EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.D sign assumes adequate drainage is provided. fl A{ I'S r 26,2015 S.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/WICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size or plate In Inches. MiTek USA,Ina./CompgTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-198S(MITek) 1 •1 • • 1 This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-375) 2140 3-11=(-251) 174 16- 8=(-1198) 323 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2512) 511 11-12=(-254) 1794 11- 4=( -15) 459 8-17=( -219) 1392 WEBS: 2x4 KDDF STAND 3- 4=(-2280) 489 12-13=( -11) 71 4-12=(-644) 234 LOADING - 4- 5=(-1619) 440 13-15=( 0) 0 12- 5=( -79) 498 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2217) 609 14-16=(-402) 2488 12-14=(-142) 1294 BC LATERAL SUPPORT <= 12"OC. 110N. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=(-721) 3679 5-14=(-312) 1082 TOTAL LOAD = 42.0 PSF 7- 8=(-2836) 547 17- 9=(-825) 4279 13-14=( 0) 64 OVERHANGS: 12.0" 12.0" • 8- 9=(-4858) 942 14- 6=(-315) 210 LL = 25 PIF Ground Snow (Pg) 9-10=( 0) 50 14- 7=(-679) 153 7-16=( 0) 347 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 BAG AREA 1 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/LBO 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 = -0.184" @ 21'- 9.5" Allowed= 1.654" MAX TL CREEP DEFL = -0.367" @ 21'- 9.5" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" fr 6-00-05 5-05-13 5-07-09 4-07A 4-08-04 4-10 2-09 MAX HORIZ. LL DEFL = 0.104" @ 33'- 6.5" f '1 I T 4' 4' MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 12 12 6.00 (7 IIM-6x6 ''',Z16.00 6.0" Design conforms to main windforce-resisting 5 ,{-,( system and components and cladding criteria. M-5x6(p ` Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25 M-1.5x3 load duration factor=1.6, M-5x6(5) Truss designed for wind loads l' in the plane of the truss only. 0.25" M-1.5x3 • I, iv a 11,1/1\41, M-3x6 s ,.I - M-3x8 �(O d, /? Ss - 12 -= r M 13 x 4 1 ��..9 0 -yC of 1 -4x4 0.25" M 5x8 M-1135x35 to M-5x8 0l M-5x6(S) M-5x8 3.75 12 1 l b l l l 1 l y 8-08-06 8-03-10 4-08-12 1-01-12 3-10 4-10 y-05-08y y �1P R r.. 1-00 21-10-08 9-08 2-05-0a-00 �`',5 OF�C`S, y 22-10-08 i 00 11-01-08 b NGINE�ci9 /� J' t j.14. .s1 34-00 ' :9782PE w' JOB NAME : POLYGON 3410-B - C3 J// Scale: 0.1602 �^"+' '' rr WARNINGS: GENERAL NOTES, unlessotherwisenoledi .a' OREGON 10 Truss: C 3 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and k for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper �/'`- ( � "' 2.2s4 compression web bracing moat be Instelkd where shown•. Incorporation of component Is the responsibility of the building designer. 4/ 1 3.Additional temporary bracing to Insure stability during construction 2.Design at rassumes the lop end bottom chorda to be laterally braced at �� '1RY 1 �v_ is the responsibility of the credo,.Additional permanent bracing of 2'o.c.and at tit'o.c.such a ply unless braced throughout their length by V DATE: 10/26/2015 the overall structure is the responsibility f the building tlea continuous sheathing such as plywood sheathing(TC)ownend/or.tlrywall(SC). PAA U p ty o g igner. 3.2v impact bridging or lateral bracing required Where shown•• �"1 1.- SEQ.: Ki4 8 7 2 4 2 4.No load should be applied to any component until alter es bredng and 4.Installation of truss is the responsibility of the respecttse ooniraoor. fasteners are complete and at no time should any loads greater Can 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component, and are for dry condition^of use. p� [� 12/31/2016 5.Com Trus has no control over and assumes no re 6.Design assumes lull bearing at all auppods shown.Shim or wedge If E X i-I R E S. pu responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 26,2015 S.This design is furnished subject to the limitations set forth by 8.Pales shall be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate sue of plate in inches. MiTek USA,InFIColnpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 34'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR ISPACED 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. L',( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL= 25 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 lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 17-00 17-00 4 1 4 11-04-10 5-07-06 5-07-06 11-04-10 T 12 UM-4x4 12 6.00 3 Q 6.00 ilk- M-3x5(S) M-3x5(S) I S co MOO I o M-3x5(5) o M-3x4 M-3x4 17-00 17-00 �r-��w�Ca1NE,E�jr` C.n" - y 34-00 �� .. V.. 1-b0 "G , 1-00 ' :9782PE t"• JOB NAME : POLYGON 3410—B — C4 .I",. ' Scale: 0.2977 ,�� WAIF WARNINGS: GENERAL NOTES, unless otherwise noted'. C,u"'.gr (ry y'') /'� �40 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and b for an Individual !.a. OREGON EG1./N /� ,r,�, Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 742. VP �( 2.274 compression web bracing must be installed where shown v. incorporation of component Is the responsibility or the building designer. W4 `, C. �4. 3.Additional temporary bracing to Insure stability during construction 2.1,0.0.assumes the top and bottom chortle to be laterally braced at ^g7 '�+' :J Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respeesely unless braced throughout their length by ((``�s continuous sheathing such as plywood shoe altersC)shown drywall(BC). I"',�, I I L \ DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v e V SEQ.: K1487243 4.No load should be applied to any component until aver al bracing end 5.4.Instigation of trussisthhe are sibility e uaydr the respeGNecontractor.environment fasteners are complete and et no time should any loads greater thanand are assumes condition"of use. TRANS ID: LINK design bads be applied to any component. 6.Design assumes fug bearing at a8 supports shown.Shim or wedges 5.CompuTrushas nocontrol over and assumes noresponsibility for the ne t„ry, 1, EXPIRES: 12/3112016 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 limitations set form by 8.Plates shag be located on both faces of trust.end placed so their center TPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) I This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "or spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 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. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PUP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 6-09-04 6-09-04 1' T T 12 12 L IIM-4x9 6.00 Q 6.00 3 I 1 • 2 4 co r1 10 c P II1 / ////////////////////////////////////////z//////////////////////////////////////////////////////////// /// p O • M-3x4 M-3x4 1 1 1 l 1-00 13-06-08 �y-i0 o li ei <0 0.\G N E6c9 /0 `.C' :9782PE < JOB NAME : POLYGON 3410-B - D1 • ,,� Scale: 0.5385 AliF WARNINGS: GENERAL NOTES, unless otherwise noted: 4/ I.Builder and eredlon contractor should be advised Mall General Notes 1.This design b based only upon the parameters shown end is for en Indivldual 1!, II RE G O N p ' �,• Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper /_ (y V 2.2s4 compression web bracing must be added where shown+. Incorporation of component k the responsibility of the building designer, i,/'1 .y(( V ¢ 3.Additional temporary bracing to insure stability during conetruGbn 2.Design assumes the top and bottom chords to be laterally bracod at �� + {J Is the responsibety of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 10/26/2015 the overall structure a the responsibility f the buildingdes! continuousImpact or latehaseang reuired plywood here sown+drywall(BC). PAUL p ty o goer. 3.2s Imped bridging or lateral bracing required where shown,, SEQ.: K1487244 4.Nolosdshould beapplied toany component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be eppled to any aoeponanr and are for dry condition'of usa. 5.CompuTrus has no control over and assumes noresponsibility for the B.OCacolg rs aeeumes541beermgateAwpportsshown.Shim orwedge 0 ssaEXPIRES: 12!3112016 fabrication,handling.shipment end Installation of components. , 7.Plates s assumes b el c ted on drainage to truss,d. O ctobe r 26,201 5 8.This design k furnished subject to the limitations sat forth by B.Plates shall be located on both faces of truss,antl placed so their cooler TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint canter lines. 9.Digits Indicate sae of plata In Inches. MiTek USA,Ing./CompuTrus Software 7.6.6(1 L)-E 10.For basis connector plate design values see ESR-1311,ESR-1988(Wed) i• ' This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-27) 511 6-3=(0) 312 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-679) 129 6-4=(-27) 511 WEBS: 2x9 KDDF STAND 3-4=(-679) 129 „ LOADING 9-5=( 0) 50 6) TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -87/ 683V -61/ 61W 5.50" 1.09 KDDF.( 625) 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 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 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" i MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 14'- 6.5" Allowed = 0.100" • MAX TL CREEP DEFL = -0.003" @ 14'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.037" @ 3'- 7.4" Allowed = 0.453" MAX TC PANEL TL DEFL = 0.105" @ 9'- 11.2" Allowed = 0.680" MAX HORIZ. LL DEFL = 0.005" @ 13'- 1.0" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.0" 6-09-04 6-09-04 '' T 'f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 2 )I84-4x4 d 6.00 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 ,f=( load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1.1 m11M 0 12 6 1, 1-3x4 M-1.5x3 M-3x9 0 ), l l 6-09-04 6-09-04 J• l oo y 13-06-08 y 1-00 l .4.,<<,`?" - PR 0,c4. C. �' :9782PE x-' JOB NAME : POLYGON 3410-B - D2 " i► Scale: 0.9010 WARNINGS: GENERAL NOTES, unless otherwise noted' C/ �7 EG (� 1.Builder and erection contractor should be d ised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual } ,g- a fR EGO i V Truss: D2 and Warnings before construction commences building component Applicebllhy of design parameters and proper Gy /fre (1 2.2v4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ll �j A�y V 3.AddHlonal temporary bracing to insure stability during construction 2.Design at I S the top and bottom chorda to be laterally bread al r 7 \ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced througho) ut their all(e byir \ DATE: 10/26/2015 the overall structure Is the bili t the buildingdes Is lnr continuous sheathing such as plywood sheet where shown and/or tlrywall(BC). �. /1�I. (•'� responsibility o designer. 3.2x Impact bridging or lateral bracing required where shown /'� 1••• SEQ. : K1487245 4.No load should be applied to any component until eller all bracing and 4. llationoftrutristhe s are responsibility In the non�niveveeive tmconrmenl, fasteners are complete and at no time should any loads greater than Design assumes TRANS ID: LINK design mads be app lied to any component. S and reter"tlry condition" ull fuil supports shown.Shim or wedge 5.CompuTms has no control over end assumes no responsibility for the necessary. i 5 assumes bearing atppodg EXPIRES: 1 2)31/201 6 fabrication,handling,shipment and Installation of components. ry0 1 G/sJ f!G V 7.Design on both to truss, October 26,2015 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on bath feces of truss,antl placed so their center TPIAARCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,E5R-1988(MITek) i 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-63) 84 3-5=(-229) 205 BC: 2x4 KDDF#16BTR SPACED 29.0" O.C. 2-3=(-146) 119 WEBS: 2x9 KDDF STAND 3-9=( -20) 9 LOADING TC LATERAL SUPPORT 1= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT G= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -73/ 919V -50/ 131H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 0.0" -91/ 302V 0/ OH 5.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 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 = -0.123" @. 3'- 4.5" Allowed = 0.422" MAX TC PANEL TL DEFL = -0.127" @ 3'- 4.5" Allowed = 0.633" 6-04-04 0-07-12 ,t. I MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.3" MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" 6.00 111. M-1.5x3 4 3 -9 Design conforms to main windforce-resisting system and components and cladding criteria. X' Wind: 140 mph, h=20.9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r 0 r 0 of • M O cr O - - -1 I 5 ]< 0 M-3x4 M-1.5x3 1 b ) 6-04-04 0-07-12 b 1 ) 1-00 7-00 ,�Gj�4 NG E 19 40, `c• :9782PE t- JOB NAME : POLYGON 3410-B - D3 ,, .lrr' Scale: 0.5157 x1111r WARNINGS: GENERAL NOTES, unless otherwise noted' Truss D3 1.Builder and erection contractor should beadvised ofall General Notes This design Is based only upon the parameters shown and is for an Individual 17 OREGON ,/,+.,",`` and Warnings before construction commences building component.Appkcabllity of design parameters and proper U 2.254 compression web bracing must be Installed where shown a Incorporation of component Is the responsibility of the building designer. ,,.ate �q �� 3.Additional temporary bracing to insure stability during construction 2.Desitin assumes the top end bottom chortle to be laterally braced at I�� "'7 ', :7'�f. Is the responsibly of the erector.Additional permanent bracing of 2'o.c.end s1 f 0'o.c.respectively unless braced throughout their length by <c: DATE: 10/26/2015 he overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheelhing(TC)andis,drywell(BC). " A U L �� 3.25 Impact bridging or lateral bracing required where shown.-t SEQ.: K1 4 8 7 2 4 6 4.No load should be applied to any component until after all bracing end 4.Installation of truss ie the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are u be used in a non<mroalve environment, TRANS I D: LINK design loads ba applied to any component. and are for"dry condition•of use. 12/31/2016 ry(�j }(�t G 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It EXPIRES: !G!5.J /G V 1 V fabrication,handling. necessary. shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 26,2015 S.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompaTrsa Software 7.6.7(1 L)-E in.For bask connector plate design values see E512-1311,ESR-7985(Mitek) 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 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting WEBS: 2x9 ROOF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • TOTAL LOAD = 92.0 PSF load duration factor=l.6, • End vertical(s) are exposed to wind, '• LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. 1'„LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-01-04 0-03-12 T T T 12 ' 9.00 • M-1.5x3 9 -> 3 • ifi .iiiiillilli 0 I c, 1 • 2 ti / m m rei M-3x4 M-155x36 • y J' J• 1-00 3-05 • cPRoi-t<: c2 (C, - w :9782PE JOB NAME : POLYGON 3410-B - E1 . ""' Scale: 0.6603 .,, _ mg WARNINGS. GENERAL NOTES, unless otherwise noted' r+,'., (7 (}p' �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an indkldual �f 7�f-OR E G O i V "� fip�. Truss: El and Warnings before construction commences building component.Applicability or design parameters and proper a� 'ff/- �L 2.tae compression web bracing must be Installed where shown+. incorporation or component Is the responsibility of me building designer. 4/viC� .‘ f, 3.Additional tem bracing to Male stability during construction 2.Design assumes the top and bottom chords to be laterally braced et �V temporary g d y ng cons 2'o.c.and al 10'o.c.respectively unless braced throughout their length by (� lathe responsibility of the erector.Male permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). h�I I rm DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ lit. SEQ.: K 14 8 7 2 4 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responeibllity or the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"ofuse. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assume,full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design la furnished subject to the limitation,set forth by 8.Plates shah be located on both feces of true,,and placed so their center October 26,2015 TPI/WfCA In SCSI,copies of which u411 be furnished upon request. lines coincide with joint centerlines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bask 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 3'- 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) 36 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-44) 19 TC LATERAL SUPPORT 0= 12"OC. UON. LOADING BC LATERAL SUPPORT 0= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 316V 0/ 42H 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) '* For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. _ 4.00 G' OND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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 = 0.004" @ 2'- 0.1" Allowed = 0.174" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.143" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" l Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ir (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o End vertical(s) are exposed to wind, Truss designed for wind loads I I in the plane of the truss only. N 0 N fii o 0 2 q e. M-3x4 l l y 1-00 3-05 (PROVIDE FULL BEARING:Jts:2,4,3 PRO '�' :9782PE �<" JOB NAME : POLYGON 3410-B - E2 , ,,. ...r' Scale: 0.8868 ,', WARNINGS: GENERAL NOTES, unless otherwise noted, 4/^) Truss: E 2 1.Builder and erection contractor should be advised of all General Notes 7 This design k based only upon the parameters shown end is for en Individual "? OREGON ^a~� �*a�. end Warnings before construction commences building component Applicability of design parameters and proper 2/. ^� i 2.204 compression Web bracing must be Installed where shown e. incorporation of component Is the responsibility of the building designer. !!I,,""�j vA { ,(,, (� 3.Additional temporary bracing to Insure stability during construction 2.Design and t Me top and bottom chorda to be laterally braced at 7 Al �/ '�:.7 � .`C Is the responsiblkty of the erector.Additional permanent bracing of Y O.and et IS o.c.rsuoh as ply unless braced throughout their length by `• (/ DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 2s imps us sheathing such es eoing relywood uired where shown s odrywell(BC). „ t 3.2a Impact bridging or lateral bracing required where shown ♦ L SEQ.: K1487248 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the reeponalblkly of the respective contractor. fasteners are complete and at no time should any mads greater than 8.Design assumes trusses are to be used In a non-corrosive environment TRANS ID: LINK design bads be applied to any component. and are for'drycondition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 5.Design assumes NII bearing at all supports shown.Shim or wedge If fabrication,handling, "w„. fabrication, es EXPIRES: 12/31!2016 shipment and limlatmn of components. 7.Design assumes adequate drainage is provided. October 26,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shell be boated on both faces of trues,and placed so their center TPW/TCA In 8151,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CornpaTrue Software 7.6.7(IL)-E to.For basic connector plate design values see ESR-1311,ESR-1588(MiTek) • Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 (Drawings not to scale) Damage or Personal Injury offsets are indicated. g y r�� Dimensions are in ft-in-sixteenths. 11� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. IMENIIMIESM 2. Truss bracing must be designed by an engineer.For Q-1/16' i wide truss spacing,individual lateral braces themselves WEBS 4 may require bracing,or alternative Tor I 1411111Air = p bracing should be considered. �� OU 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 00 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ..7 i- designer,erection supervisor,property owner 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. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and 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. I 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. ■=0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 1111111111.111 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI ANSI/TPI l: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. . BCSI: Building Component Safety Information, MiTek' 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