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Plans Job Truss Truss Type Qty Ply POLYGON R45755189 PL15-355 UPPER F01 FLOOR 1 1 Job Reference(orfionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue ON 27 13:51:20 2015 Page 1 ID:s3crybS 6sJgMSM2Sm_Dy9giZ-Z8J1rY?d5vDVTbKMJBy122_DyC9jGwiZPT4JdoyPA2r p-10-011 1-2-0 I1I--o-12� I 216-0 I 2-4-9 I I 1-2-0 I I 1-9-11 I Scale=1:40.1 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 O Iiiiii NO r __. �Y�1 om P 22 21 20 19 18 1.5x3 II 1.5x3 II 3x8= 3x6 FP= 3x8= 3x8= 3x5= -5 �" 9-10-5 5 I I 19-64 I 22-11-8 I I 3-6-123-6-12 I 5-1-9 0-7-o 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y1— 12:0-1-8.Edoe1,13:0-1.8,EdOel.118:0-1-8,Edael.119:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.02 16 n/a Na Weight:105 lb FT=0%F,0%EBCDL 5.0 Code 1BC2012/TP12007 (Matrix) 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 Upliift15=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=01743,19-20=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. Q��D P R�FCCLS' 6)CAUTION,Do not erect truss backwards. �c , I NEER s/O*9 ct 87022PE r N N 7 '0),, OREG•N rye 1H AP 4,,,��BER 4s\ �Q On A. HE��P EXPIRES:06/30/2017 October 27,2015 ' I IM _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. lo - 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 ch rrdrimemb 9 only.Additional temporary and permanent bracing 7777 Greenback Lane is always required for stability and to prevent collapse with possible personal injury and damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 777 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 PlyPOLYGON PL15-355_UPPER F02 FLOOR R45755190 6 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(OD110na11 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:5122 2015 Page 1 ID:s3crybS6sJgMSM2Sm_Dy9giZ-V WRnGDOtdWrDiuUkRcW7T3WV?I5ksHrtnZQigyPA2p 0-f'-11-2-o_ _i 7 At Scale=1:40.5 4x4= 2x4 II 4x4- 3x4= 3x4- 3x4= 3x4= 3x4= 3x4= 3x6 FP= 1 2 3 4 4x4 = 3x4=- 4x4= 5 6 7 6 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 2 ,i,01 frit A'.. • ..-mfigir• -\ N1e ye 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 DESIGNER IS REQUIRED. I 16-5-2 17-7-2 16-5-2 1 -0-71 I 23-9-0 7-0 6-1-14 Plate Offsets(X.Y)- r18:0-1-8,Edgel,f29:0-1-8,Edoel,r30:0-1-8,Edgel 0-7-0 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 TCDL 10.0 Lumber Increase 1.00 BC 0.68MT20 220/195 60 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL)) -0.78132 26 >362/a n/a BCDL 5.0 Code IBC2012/TP12007 0.10 26 n/a n/a (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF 2400E 2.OE(flat) BRACING- BOT CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. 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/O, 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. 3)Refer to girder(s)for truss to truss connections. � -Q,E0 P R OFFS 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 �r\� 0NG I Nj 4- cS'a attached to walls at their outer ends or restrained by other means. 87022PE yCAT OREGO ti� �� . AMBER ..�` �0 OS A. HE- kr. EXPIRES:06/3012017 ' October 27,2015 .... / mil WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing T is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the ��P fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1911 Quaily Criteria,DSB-89 and BCSI Building Component Safety Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 10Suite 109enback Lane 9 Citrus Heights.CA 95610 Truss Type Qty Ply POLYGON Job Truss R45755191 5 1 PL15-355_UPPER F03 Floor Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon IDa3crybS6sJgMSM2Sm Dy9giZ-RvZYhv2798jxyCd7Y01zCu8t3pPZCmR8K52XmZyPA2n 1 1-0-0 1 DI 1a2_1 1 1-2-0 I -4� 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 4. 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5 = 3x4= 12-10-10 11-8-10 112-3-1011 19-0-8I I 11-8-10 0-7-0 0-7-0 6a1-14 Plate Offsets(X,Y)- 112:0-1-8,Edoel,123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress Ina YES WB 0.50 Horz(TL) 0.07 20 n/a n/a Matrix Weight:96 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 ( ) 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 Stud/Std(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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=0/3763,24-2500/3422, 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=-60/615,18-20=1127/0,18-21=0/989,16-21=832/0, 16-22=0/717,14-220-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �c ' & N E - s/�2 cc 87022PE 9c / Ns. N .4:) OREGO n�QMH A. HE EXPIRES:06/30/2017 October 27,2015 a 1 MIME ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek/connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek-is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems.see ANSI/T911 Quality Criteria,DSI-89 and BCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sums H9IGtda.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-355 UPPER F04 FLOOR 3 1 R45755192 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 o- gg IDa3c ybS65JgMSM2Sm_Dy9giZ-RvZYhv2798jxyCd7Y01zCuBxepXLCod8K52XmZyPA2n 1 0-10-0 1 1 1-2-0 1 I9 9H S-3- 1 2-6-0 l I 1 1-2-0 11 1-3a 1 Scale=1:19.8 1.5x3 II 3x4= 3x4 II 4x4= 1.5x3 II 1 2 3 3x4= 4 5 3x4--= 1.5x3 I I • e 6 7 8 3x4= 9 Ile cr • • N Air N . i _ . ... .. e_ _ e 17 16 15 Y 13 12 11 3x4= 1.5x3 II 1.5x3 I 4x6— 3x6 = 15x3 II 1.5x3 II 10 3x4 = I 3-0-0 I 5-8-5om1 9-3-5 1 9-10-5 1 11-4-12 1 3-0-0 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— f2:0-1-8,Edge],f3:0-1-8,Edgel,f7:0-1-8,Edgel,f8:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 MT20 220/195 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) WEBS 2x4 DF Stud/Std(flat) end verticals. 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. �� ,c PPR OFFS ,.5 NGV NE �9 s�0 ,:t. 87022PE 9r" y cn w 7 �'O), OREG•N rP <G/ 'A0 cc,�SER -0 �O �S A. HE EXPIRES:06/30/2017 + October 27,2015 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design void for use only with Weld)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"n to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing. Mp�T '` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the alfl)AeR- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tpl1 Qualify Criteria,058 -89 and ICS'Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755193 PL153FLOOR 3 1 55_UPPER F06 Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Ocl 27 13:51:25 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:53crybS6sJgMSM2Sm_D,y9giZ-v57wuF3mwRroZMCJ6kYC15h5hDgrxAglZIo4J?yPA2m 01'-1___ 1 1-2-0 II 1-0-12 I I 2-3-1 11 2-6-0 ii 1-2-0 1 1 2-33 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 3x8= 5 6 7 8 9 10 4 1 2 3 e ® e r \ N i /_ - e e e e e e a X118 17 16 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= 9-35 10-5 17-6-0 I 3-6-12 3-6-12 I 8-8-55-110-7 -0 0-7-01 7-7-11 Plate Offsets(X,Y1- 12:0-1-8.Edael.13:0-1-8,Edael,14:0-3-0,Edael,[6:0-1-8,Edoel,17:0-1-8,EdOe1 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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 Weight:81 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=1/0-1-12,11=571/Mechanical Max Uplift 19=105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=-805/0,5-6=805/0,6-7=1681/0,7-8=-1777/0,8-9=1777/0 BOT CHORD 15-16=-499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 4-16=-668/0,2-19=61/296,3-16=-465/0,6-15=959/0,4-15=0/1367,9-11=-1257/0, 9-12=0/661,7-12=177/271 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��D P�j OFFS �c`5<ANG I N E�c'7 sjif. 87022PE v" cv ' . NSA GREG•N �o o1L �,gOO41 ER 1'� S A. HEC\-4P EXPIRES:06/30/2017 October 27,2015 901.1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. » Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the butding designer must verify the applicabtty 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 � - tional temporary and permanent bracing Mis always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Cerus Heights CA 95610 Job (Truss Truss Type (Qty Ply POLYGON PL15-355_UPPER F07 Floor R45755194 9 1 Pacific Lumber 8 Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:5127 2015 Page 1 1 1-0-0 I ID:33crybS_6SJgMSM2Sm_Dy9giZ-sUEgJx40335WpgMiE9bggWmPv0RaP7Ka03HBNuyPA2k 1 1-2-0 1 p-7-141 Scale:3/8"=1' 4x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 4** *° ° 4x4= 161/ O 3x4 = 4x5= 3x5= 3x5= 25 24 23 22 21 kx 30 29 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= I 11-4-14 12-6-14 11-4-14 11-17-l. I 18-8-128 Plate Offsets(X,Y)- Fl2:0-1-8,Edael,123:0-1-8,Edael 0-7-0 a7 o 6-1 14 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in lac Vdefl lid TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 PLATES GRIP TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 MT20 220/195 BCLL 0.0 Rep Stress Incl YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. 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. <.qo PROFFS t4c;5 04G I NEF-1 s/a, 87022PE 9 / N N y c<"‘'0), OREGON (yam �t �0 Fi�j&ER -0 \O OS 4- HO; ‘4'P EXPIRES:06/30/2017 ° October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing pp�T 11Q is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the BY8 �• fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T%1 QueBly Criteria,DSI-139 9 and SCSI Budding Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755195 7 1 PL15-355_UPPER F08 FLOORJob Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:s3crybS6sJgMSM2Sm_D_'9giZ-sUEgJx40635WpgMiE9bggWmPw0XiP3ma03HBNuyPA2k I 2-3-0 I 2-3-0 19-511 1-2-0 11 1-9-11 1 2-6-0 I --1 Scale=1:34.2 1.5x3 II1.5x3 II 1.5x3 I I 3x6= 3x4 II 3x8= 1.5x3 II 3x4= 3x4= 1.5x3 I1 3x4 = 11 7 8 9 10 2 3 4 5 8 N 12 16 17 16 15 14 13 3x5= 3x4= 1.5x3 II 3x4= 358= 3x8= 3x5= 1 16-2-4 I 9-7-4 I I 16-2-4 3-5-0 Plate Offsets(X,Y)— 14:0-1-8.Edge1,115:0-1-8.Eduel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP Vert LL TCLL 40.00.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/1 95 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) 14- 360 13 n/2>922 0 BCLL 0.0 Rep Stress Ina 0.02 YES WB 0.72 Horz(TL) Weight:90 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD end rtiadirectly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 18=588/0-6-0,12=412/Mechanical,13=1537/0-5-8 Max Upliift12=-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=-1736/0,45=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=0/1867,1415=0/1795,12-13=1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=-851/0,417=462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. �• ,0 P R Ope, co ENGINEER /o2 870 2PE �414 9r N N S. �A OREGON ti� tt/ �'9On B � ERN P A. HES EXPIRES:06/30/2017 October 27,2015 a mi®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A111-7473 rev.10/03/2015 BEFORE USE. « Design valid for use only with Mitek®connectors.This design is based only upon parametersshown,ands P p individual bulding component,not �jek' a truss system.Before use,the bulding designer must verify the applicability of design parameters and o e incorporate thk design into the overall building design.Bracing indicated it 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 Suite 109 fabrication,storage,delivery,erection and bracing of trusses and Truss systems,see ANSI/lP11 Quality Criteria,DSI-89 and ICSI bonding Component Citrus Heights.CA 85610 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss i Truss Type 2 Ply POLYGON PL15-355 UPPER F09 Floor R45755196 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job-Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 1 1-0-0 1 ID:s3c ybS_6SJgMSM2Sm_D-y9giZotMRkd6G_gLE2zW4Lad8vxskzg6gtljtUNmISmyPA2i ♦o-�2�1 1-2-0 I p-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): 6\1; ,1:\1! 15 1 ‘7': i/�1\ 9 `I' a e e a 9 9- k. 34 28 27 26 _ 29 3x4= 4x5 = 3x5 = 3x5 = 3x5= 25 24 23 22 21 I 3x5= 3x4= 3x5= 4x5= 3x4= 11-7-10 12-9-10 11-7-10 112-2-101 1 10- 11-8 Plate Offsets(X,Y)- f12:0-1-8,Edgel,123:0-1-8,Edgel 0-7-0 D 7 0 6-1-14 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. inloc I/defl L/d ( ) PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL)T -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 Ina YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=-1500/0,4-0=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 13-230423/0,2-30=-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. <cFE° PROFFs c�5 ANGINE- - s/O0- W 87022PE f cv y c" ..,‘., 0. OREG•N (15.4.,1,4/ti 'A0 �'ysER �\ � OS A. HECk EXPIRES:06/30/2017 ' October 27,2015 ®WARNING-Ve n Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE.PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ekm connectors.This design is based only upon parameters shown,and is for an individual buddingcomponent,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall .. budding design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing ■`�T is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DS6-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights.CA 95610 Truss Type Qty rly POLYGON Job Truss R45755197 FLOOR 2 1 PL15-355_UPPER F10 Job Reference(potional) 7.530 s Jul 11 2014 MITek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:s3crybS 6sJgMSM2Sm_Dy9giZ-otMRkd6G_gLE2zW4Lad8vxsrWglbtBotUNmlSmyPA2i 3x4= 0-10-1 0-11-11 I I 1-2-0 I I 4 1.5x3III 1 1.5x31 II 2 3 3x4= Scale=1:8.7 0 N / e 8 1.5x3 II 1.5x3 II 7 6 3x4 = 3x4= 3-5-12 I I 3-5-12 Plate Offsets(X,Y)— f2:0-1-8,Edoel,13:0-1-8,Edoe1 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid 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 Ina YES WB 0.05 Horz(TL) 0.00 5 n/a n/a Weight 18 Ib FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except verticals.rticals. WEBS BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD endid rtiadirectly applied or 10-0 0 oc bracing. 2x4 DF Stud/Std(flat) 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. ��REp P R optr, caos tIGINE - /0 44, 87022PE 9� / 5. N N�-o OREGO do Q�N �,pon BER Z\�P� EXPIRES:06/30/2017 October 27,2015 + N 1 mi®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. f Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not M�Tprk a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DS6-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suras HeiaMs,CA 95610 Job Truss Truss Type 1 1 Qty Ply I POLYGON PL15-355_UPPC-R F11 FLOOR GIRDER R45755198 I Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(ootional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:30 2015 Page 1 ID:s3crybS65JgMSM2Sm_0,y9giZ-G3wpxz6ul_U5g75HvH8NR9OtAERBc0e1ilWr CyPA2h 0-10-0 I 1-2-0 11 1-0-12 I I 1-0-0 I /z/i 1 1-2-0 I 01�-3_I Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 5x6 = 1 2 3 4 e e 5 6 7 8 9 10 11 12 13 14 :141 I, �.► 15 16 17 18 19 1,„ �_ : 9 �1 Q e pep 3' 31 30 28 27 26 25 24 Uc 3x4 = 3x6= 4x5 = = 23 � 21 222iiiTTf 3x5 3x6= 3x5 = 3x5= 4x8= 3x4 = 1 1-1-0 11-8-0 12-3-0 1 3-6-12 1 8- 8-5 .3-5 -10.051 1-1-0 0-7-0 0-7-0 1-3-12 5-1-9 7-0 0-7- 19&8 Plate Offsets(X Y)- 12:0-1-8 Edge],13:0-1-8,Edge1,19:0-1-8,Edgel,110:0-1-8,Edgel9-8-3 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 TCDL 10.0 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- BOT CHORD 2x4 DF No.1&Btr(flat) TOP CHORD d verbStructural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. 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 Uplift 32=-269(LC 4) Max Grav29=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 be attached to walls at their outer ends or restrained by other means. ..c V' l P R pF�s 5)CAUTION,Do not erect truss backwards. 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. ,NJ. ��G I N��R s/0 The design/selection of such connection device(s)is the responsibility of others. 2 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). • $70 -I E17 LOAD CASE(S) Standard /` 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) N Vert:20-32=8,1-19=80 5 �A� OREGON (-2 <C!� Concentrated Loads(Ib) Vert:17=791(F) �� c�ij�BER �' �O EXPIRES:06/30/2017 ' October 27,2015 si . ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/201S BEFORE USE. ll.. I 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 butdtng designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the M� �k� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaPty Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. 7777 Greenback Lane SuBe 109 Citrus Heights,CA 95610 Truss TNSBFLOOR Type Qty Ply POLYGON R45755199 Job PL15-355_UPPER P12 Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:31 2015 Page 1 Pacific Lumber bTruss Co., Beaverton,Oregon ID:93crybS6sJgMSM2Sm_D-y9giZ-kFUB917WWHcyIHgTT?fc Mx4VercLvTAxhFPWfyPA2g 0-09_1-0 1 1-2-0 11 1-0.12 1 1 2-6-0 I 2-4-9 11 1-2-0 I I 1-9-7 I Scale=1:34.0 1.5x3 I 13x4 = 3x4= 3x4 II 3x6= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 • 6 e a e. O N e'',1' �' e VI e H 15 14 13 12 19 18 17 16 = 3x4= 3x4=1.5x3 Il 1.5x3 II 3x8= 3x5= 3x4= 3x6 5-63 8-3-5 19-6-4 i 3-6-12 j 5-1-9 4-7-0'0-7-0 9-7-15 Plate Offsets(X,Y)- 12:0-1-8,Edoe1,13:0-1-8,EdOel,114:0-1-8,Edoel,115:0-1-8,Edoel LOADING( SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deliLtd PLATES GRIP TCLL 40.00.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.33 13-14 >573 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 12 n/a Na Weight:88 lb FT=0%F,0%E BCDL 5.0 Code 1BC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std (flat) REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Uplift 19=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(lb)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=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=-345/0,2-19=-27/435,3-16=-616/0,5-16=1682/0,5-15=0/1201,10-12=-1470/0, 10-13=0/849,8-14=512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��_(G[} P R 0 F mac.co Al�NC'INEfis/(•/* IP cc 87022PE a N5. �-0 OREG N ct� �H SAP is ``,\ �O P SSA. HE EXPIRES:06/30/2017 October 27,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIt-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for anindividuualbuil ing compo nee,not ��+, a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate and m building design.Bracing indicated is to prevent buckling of individual truss web and/or chord memberseonly.Additional ll temporceary regardingpermanent bracing 7777 Greenback Lane is always required for stability and to prevent collapse with possible personal injury and properly general fabrication,storage,delivery,erection and bracing of trusses and hiss systems,see ANS1/rPI1 Quality CrBeria,D51-89 and BCSl Building Component Citrusi Greenback CA 95610 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss TypeQty Ply POLYGON PL15-355_UPPER P13 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 = ID:S3crybS6sJgMSM2Sm_Dy9giZ-CR2ZMe89GbkovRFfOiArXaUMt1KQ4VhKAL?y25yPA2f 1 I 0-11-11 I I 1-2-0 I I o-9-5 I 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 111 II 11.111111,11 EPIII II II MINI 111 Ill III NMI:1r N 1 1.5x3 II 1.5x3 II 8 /' 7 6 5 3x4= 3x4= I 3-5-0 3-5-0 I PlateOffsets(X,Y)— f2:0-1-8,Edgel.f3:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT 20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/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 3-5-0 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. t��° PRQ/ �.a �NGINEF-9 i�2 Cr' 8 ! 2P ,,9f ��AT OREGO ti O<ct� 0 EMBER ` N OS A. HECkP EXPIRES:06/30/2017 it October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. l l Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not » a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the h. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1111 Qualty Criteria,051.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System ,A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 34 Center late on oint unless x, 6 4-8 dimensions shown in ft-in-sixteenths / p 1 v (Drawings not to scale) Damage or Personal Injury offsets are indicated. Dimensions are in ft-in-sixteenths. a. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS C1_p c2-a 2. Truss bracing must be designed by an engineer.For ): O.T/T i, 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should be considered. = 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Q a 4. Provide copies of this truss design to the building "� c?-8 c6-7 cs-. designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-'na�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 locapon are egula ed by ANSd wa�a atjoint 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 SOflWare Or Upon regUESt. 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,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Trusses are designed for wind loads in the plane of the specified. �! Indicated by symbol shown and/or truss unless otherwise shown. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 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. 4111=0 reaction section indicates joint 17.Install and load vertically unless indicated otherwise. EMI limilZal number where bearings occur. -- Min size shown is for crushing only. 0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with IMI project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPII: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. a 1 e � 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSI/TPIgn1 ety Criteria.nmanufacture Guide to Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 mit MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-D 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: K1487343 thru K1487392 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. �.tiv'£�G1P R Dpe, c��• JVE bi ki `t* 89782P , 7 OREGON 4N& 17,9 "IRV.ir 15 \ti PA UL 1/2016 October 27,2015 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 and Truss-BC 14-09-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C9=1.00 LUMBER SPECIFICATIONS 1- 2=(-1507) 398 1- 5=(-243) 1108 5- 2=( 0) 277 TC: 2x4 HOOF #10BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-1108) 367 5- 6=(-246) 1104 5- 3=(-39) 56 BC: 2x4 KDDF S103DR LOADING 3- 4=(-1509) 398 6- 4=(-242) 1110 3- 6=( 0) 269 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 14.0)= 128.0 PLF 8'- 0.0" TO 4'- 9.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC UNIF LL( 50.0)+DL( 40.0)= 64.0 PLF 0'- 0.0" TO 14'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0 0" -244/ 1175V -92/ 92H 5.50" 1.88 KDDF ( 625) BC UNIF LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 19'- 9.0" V 14'- 9.0" -244/ 1175V 0/ OH 5.50" 1.88 KDDF ( 625) NOTE: 2T4 OPACIOR AT EASOC TO S. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ________ _______ TC CONC LL( 250.0)+DL( 70.0)= 320.0 LOS @ 8'- 9.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 "• For hanger specs. - See approved plans MAX LL DEFL = -0.027" @ 6'- 0.0" Allowed = 0.692" BOTTOM CHORD CHECKED FOR DS P SC LIOE LOAD. TOP MAX TL CREEP DEFL = -0.049" @ 8'- 9.0" Allowed = 0.922" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.008" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.012" @ 14'- 3.5" 5-11-11 2-09-10 5-11-11 Design conforms to main windforce-resisting f 43209 43209 , system and components and cladding criteria. 12 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-5X6 ' 9 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 17 load duration factor=1.6, End vertical(s) are exposed to wind, INIMMINIMEeTruss designed for wind loads �D in the planes of the truss only. 0 71', so 6 «« 4 I 5 IIII1111111111111111111111a1.111111.1111111111111111111111111111 l' 0 1«• 0 oM-3x4 M-1.5x3 M-3x4 M-3x4 y y l y 5-09-11 3-03-07 5-07-15 y B P R Qp, y 1909 cc..:&• 1., INEe. 5/0 :9782PE <' JOB NAME : POLYGON 3410-D NH - Al • Scale: • 0.4028 '� ./ WARNINGS: GENERAL NOTES, unless otherwise noted. �!� �REGON �� 1.BWder and erection contractor should be advised of al General Nolo 1.Thea design Is based only upon the parameters shown end In for proper individual Truss: A I end Waminge before construction commences. buildingIncorporation component.Apl Mllly of design parameters and '1.19.4"' )� ^ 2.2c4 compression web bracing must he Installed where shorn+. Incory assu a component Is the m chords to of the bolding edsigner. ll "I 2.Design assumes the lop and bottom chortle to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 7 oats and at 10'c.c.respectively...braced throughout their lengm by 4PAR ' i 1 .. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(8C). + �"{l,/1+. DATE: 10/26/2015 the overall structure Is the reeponsiblity of the building designer. A Do Impact bridging or lateral bradng required where Move s o 4.No load should be applied to any component until ager al bracing and 4.Design of huts is me responsibility of the respective contractor.SEQ.: K 14 S 7 3 4 3 fasteners see complete and et no time should any loads greaser man 5.Design eewmas trusses are to be used In a non-corrosive environment, and are for"dry condition"of use. TRANS ID: LINK design bade be applied to any component. S.Design assumes MI bearing at all supports shown.Shim orwedge It EXPIRES: 12x3i/20 5.CompuTruehas rwmMrolover end apumeerwreaponalbgllyfor the necessary. October 27,2015 16 is fabdcelfon,handling.shipment and Installation of components. 7.Design assumes adequate drh ege Is provided. S.This design furnished subject to me dmItatiom set fodh by 8.Plates located nt on bothfaces of trust,and placed so their center TPLWICA in SCSI,copies of which wit be furnished etl upon request. linS.Dlglle Indicate styeof plate In Inches. MiTek USA,Inc./CcrnpaTNS Software 7.6.7(1L)-E to.For basic connector plate design values see ENR-1311.ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 RIDE #1EBTR TRUSS SPAN 19'- 9.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/C3=1.00 BC: 2x4 KDDF #lit BTR 1-2=(-735) 222 1-6=(-129) 520 2-6=(-193) 192 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 2-3=(-559) 199 6-5=(-121) 515 6-3=(-193) 381 LOADING 3-4=(-559) 199 6-4=(-193) 192 4-5=(-735) 222 TC LATERAL SUPPORT <= 12"OC. NDN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZBIG REQUIRED BRG AREA * For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0,0" -83/ 620V -122/ 1220 5.50" 0.99 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 19'- 9.0" -83/ 615V 0/ OH 5.50" 0.99 KDDF ( 625) 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 ps f) uplift at 24 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LI, DEFL = -0.011" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.028" @ 11'- 4.4" Allowed = 0.435" 7-04-08 7-04-08 fMAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" 3-09-09 3-06-15 3-06-15 3-09-09 MAX HORZZ. TL DEFL = 0.009" @ 14'- 3.5" 12 1 1 4 1 12 Design conforms to main windforce-resisting 9.00 IIM-9X9 system and components and cladding criteria. 17 9.00 3 9.0" Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1M load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1,5x3 M-1.5x3 2 4 ♦e r O t O -�Im P1�� G . O B too 0 M-3x4 M-3x8 M-3x4 1 7-04-08 y 7-04-08 y Ci pt Crl l * 1x14-09 NGIN4-- ,. 12` � 4 :9782PE 444 }C'' JOB NAME : POLYGON 3410-D NH - A2 Scale: 0.3528 y/ 2„w� AIR WARNINGS: GENERAL NOTES, noses otherwise noted; '• ,e7. Truss: A2 1,guider and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for en Individual 9�1- ♦.EGON1 and Warnings before construction commences. building component.Applicability of design parameters and proper 11� V74J'V 2.2t4 compression web brednp moat be installed where shown*. Incorporation of component is the responsibility of the building designer, ,,r ('A� Q` 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced et 's'� */'[7 y A C. F+' Q'! DATE: 10/26/2015 Is Me responsibility of me erodor.Additional permanent bracing of 7 sc.and al IN fee retch cc piy unless braced throughout their sir)9 by •� J _4 the overall structure la Me responsibility Nth.,building designer, continuous sheathing such as phwood sheathing(TC)and/or dyweA(BC). \V SEQ.: K1487344 4.No mad should be applied teeny corn 4.Installation tmpaet tus Is therelpreaingty oft he ahereshewn*+ p./1.1 +{ 3. ponenl any feed ell bredrig end 4.Designesof tone la the responsibility to be of the en.oedNe conlrodor. PAUL L. fasteners are compete and at no time should any meds greeter than 5.Design assumes trusses are to be used in a non-ccorrosive environment, TRANS ID: LINK design mads be applied many component. and 5,5 for dry nenditien'else.. 5,CempuTrua has no control over and assumes no responsibility forme S.Design assumes NI bearing at all supportssiwvm.Shim or wedge If fabrication,handling,shipment end installation of components. neco EXPIRES: 12I31l2016 8.This design b famished subject to the limitations set forth by 7.Design assumes adequate drainage Is provided, TPVWTCA m SCSI,copes of which will be furnished upon request. 8.Ines coincideewianlnt cented on terllinee.e of trues,and placed Co their center October 27,2015 Mi7ek USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits indicate size of plate m inches. 10.For basic connector pate design values see ESR-1311,ESR-1880(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=(-2060) 924 1- 6=(-400) 1523 6- 2=( -299) 1595 BC: 2x6 KDDF #1&BTR LOAD DURATISN IEDRE24E = 1.15. (Non-Rep) 2- 3=( -534) 140 6- 7=(-392) 1984 2- 7=(-1313) 347 BC: 2x6 KDDF STANTR SPACED 24.0" O.C. 3_ 4=( 0) 0 7- 8=( -82) 132 7- 3=( -82) 334 LOADING WEBS: 2x4 KDDF STAND 3- 5=( -369) 140 7- 5=( -360) 1541 5- 8=(-1557) 373 TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -289/ 1431V -94/ 186H 5.50" 2.29 KDDF ( 625) NOTE: AT9 BRACING AT EASQC TO S. FOR 8'- 0.0" -394/ 1656V 0/ OH 5.50" 2.65 ROOF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1175.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 620.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 620.0 LBS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. " For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 0EITS17.48CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.017" @ 3'- 0.0" Allowed = 0.354" pl�w__a�,TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.052" @ 3'- 0.0" Allowed = 0.472" 7-07-03 U-Uq-13 MAX HORIZ. LL DEFL = -0.004" @ 7'- 10.2" f .f MAX HORIZ. TL DEFL = 0.008" @ 7'- 10.2" 3-01-12 3-07-15 0-0413 ,( T '( Design conforms to main windforce-resisting system and components and cladding criteria. 7-00 T Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-7x8 load duration factor=l.6, 9.00 M-9x6 4 End vertical(s) are exposed to wind, jpi 411 Truss designed for wind loads in the plane of the truss only. 3 BEI M-3x6 0 M oN II 0 0 I.'''. 6 7 8 I M-3x5 M-3x8 M-8x10 M-1.5x3 Jo *1175# +6206 l+62o # ,. 7 � PROFk6, 3-00 3-07-15 1-04-01 y y �o NG`INE�,S, '/Q 8-00 44 :97$2P 0.4;,... Xrs JOB NAME : POLYGON 3410-D NH - AGIRD Scale: 0.3303 ,�/ N WARNINGS: GENERAL NOTES, unlaaaotherwise notetl y'2OREGON 2q'�40 �„ I.Binder and erection contractor should be advhetl of ail General Notes 1.Thisdesign po sed APlyopen ore parameters shown and of design parameters andiproper Individual Truss: AGIRD and Warnings before construction commences. Incorporation of component is the responsibility of the building deelgner. 4�Y ',J 4J_ 2.2x4 compression web bndng must be Installed where shown+. 2.Design assumes the lop end bottom chords to be laterally braced et ....-ys 3.Additional temporary bracing to insure stability during construction 2'o.e.and et 10 o.c.napediveN udeee breeed throughout their length by �� PA �� Is the responsibl lty of the erector.Additional permenent bracing of continuous sheathing such es plywood sheathag(TC)and/or drywal(BC) f DATE: 10/26/2015 the oven)structure Is the responsibility or the building designer. 3.2s Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until eller al bracing and 4.Installation of suss*the neponsibNtty of the respective contractor. SEQ.: K14 8 7 3 4 5 %Menem an complete end at no time should any loads greeter than 5.Design aesumee tosses are to be used In it nonconodve environment and ere for"dry condition of use. EXPIRES: c�'+ ry) .r ry(�.4�! TRANS I D: LINK design bade be applied teeny component. 6.Dimign ore for nal bearing at all supports Moven.Shim or wedge if ^�'R�J. 1 G/�1 J61J 1 V 5.CompuTnsh.eecordrolay.r.na.esum..nanspoeallltyfortt» ecessary. October 27,2015 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. G TMsdesign b furnishedsubject to the limitations set forth by 5.Plates coincidee located ith jet on both center lines. faces or truss,and placed so their center UW TPTCA b copies BCSI,copies of which will De Nmished upon request. g.Digit.Indicate We or plate In inches. MRek USA,Inc.(CompuTrus Software 7.6,7(1L)-E IS.For basic connector plate design values see ESR-+371,ESR-1988(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TRUSS SPAN 6'- 0.0" TC: 2X9 KDDF R16BTR BC: 2x9 KDDF N1fiBTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 SPACED 24.0" O.C. 1-2=( 0) 68 2-9=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-53) 50 BC LATERAL SUPPORT <= 12"OC. UON, LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF -19/LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. 0'- 0.0" -54/ 296V (SPECIES) 7OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAXf TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" 12 MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 9.00 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, End vertical(s) are exposed to wind, up Truss designed for wind loads oin the plane of the truss only. O I O f ,-H O I -! o M-3x9 l y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 y JOB NAME : POLYGON 3410-D NH - AJ1 ®97$2PE1- Scale: 0.6771 �� '�, WARNINGS: AIIII Truss: AJ1 I Budder and erection contends,should be ad sed of all General Notes GENERAL NOTES, unless otherwise noted or ! `M1 and Warnings before etrudloh uld b commences. 1.This design is based only upon the parameters shown and is for an Individual _! building component.Applicability of design parameters and proper OREGON �A\, 2,Additional tempo web bracing bracing must be Insielbd where shown a, incorporation of component la the responsibility of the building designer. !!` 3.gtldmonal temporary bracMg io Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al ,E� DATE: 10/26/2015 Is MareapanaNlnyartneareaocgddmonalpemronembraaneof 7o,c.and at7Gsc.respectNelyunless braced throughout their length by �i *�.Y the overall structure is Me responsibility of the bolding designer. co Impact sheathing such as plywood sheathing(TG)and/or drywall(BC). `� SECt K1487346 4.No load should be applied to any component UMAa after at bracing and 3.2a impact brldgug or latereapsn bracing required weer°ehown+a w UL QX fasteners are complete and at no time should anypees4.Installation of truss is he responsibility of the respective osrmie contractor, A `°' TRANS I D: LINK design bads be applied to any component. greater than 5.Design assumes trusses are to be used M e non-corrosive rosive anvlronmant. 5,CompuTrua has no control over and assumes no responsibility for M° and are(or"dry condition"of use. pone d0' B.Design assumes full bearing at ail supports shown,Shim or wedge If fabrication,handling,shipment and installation of etfortnenls. Design ry. EXPIRES: 12(3112016 necessa This design h Mmlahed subject to the{Imitations est forth by 7.Design assumes adequate drainage k provided, TFIWICA M SCSI,copies of which MI be furnished upon request. B.Plates shad be tripled on both laces of trues,and placed w their center October 27,2015 lines mindds with j"1 center lines. Welt USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits Indicate size of plate in inches. Mi T lo.For basic connector plata design values see ESR-1371,ES12-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC WR/DDF/Cq=1.00 TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 1BER( 0) 68 4WR/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-B 0) 72 TC: 2x9 KDDF #16BTR SPACED 29.0" O.C. BC: 2x9 KDDF #16BTR TC LATERAL SUPPORT <= 12"OC. LION. LOADING LL( 25.0)+DL( 7.0) ON TOM CHORD = 32.0 PIP MAXBEARING VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LBEARINGS AVETS REACTIONS BIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PIE 0'- 0.0" -34/ 347V -37/ 118H 5.50" 0.55 [DDE ( 625) OVERHANGS: 12.0" 0.0" 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 MAX TC PANEL LL DEFL = 0.020" @ 2'- 2.2" Allowed = 0.290" T '1 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL= -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 9.00 7 3 Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 140 mph, h=20.7ft, osedEASCE 7-10, (All Heights), Enclosed, Cat.2, xp.B, MWRS(Dir(, load duration factor=l.6, End vertical(s) are exposed to wind, io Truss designed for wind loads in the plane of the truss only. aI c3 o 2 li M-3x4 y y y 1-00 6-00 �� ,p PROF�rS (PROVIDE FULL BEARING;Jts:2,3,9 �NG{NE 6' c..0 4r" :9782PE 7C ' 40 -de JOB NAME : POLYGON 3410-D NH - AJ2 Sale: D.5g14 / +� GENERAL NOTES, unless otherwise noted • 49R-OREGON ,z,'•••WARNINGS: 1.This design Is based only upon the parameters shown and Is for en Individual '"Y/' 1.end and erection conaador should be advised of a9 General Notes buorng component Applicability neatisthe of design parameters end proper .L) Vq it`� A Truss: AJ 2 and Warnings before construction commences. incorporation of component is the f responsibility par of the building designer. 7 rT 1 2.244 compression web bracing must be Installed where shown e. 2.Design assumes ms lop and bottom chords to be leterely braced et 3.Additional temporary bracing to Insure stability during constnx:tkm 7 o.c.and at 1G o.c.respecdvety unless braced throughout their length by .A..1 i L �� lame responsbilly of me erector.Additional permanent bracing of continuous Wreathing such as plywood shaething(IC)ands,drywal(BC). 6,7 1+ the overal structure la the responsibility of the building designer. 3.7.Impact bridging or lateral bradng requked stere shown+w DATE: 10/26/2015 ey/4 6/ 3 4 7 4 Na load should be applied to any component until ager al bracing and 4.Installation of Truss Is the responsibility of the respective contractor. K 14 8 7 3 9 7 fasteners are complete and at no time Should any loads greater than 5.Design assumes trusses are to be used in a nonaorroSve environment, SEQ.: end are for"dry condition"afuse. EXPIRES: 12/`31I�016 design bees be applied to any component. a.Deias assumes full bearing at el supports shown.Shim or wedge if TRANS ID: LINK s.c„npuTnahas nacan alawer.ea.aauma.otaaepn.lwltyb'tn. necessary• ge Is proWded. October 27,2015 fabrication,handling,shipment and installation of components. 8.Design esinhal be assumes aateduateboth faces of IMS,and placed so their center 5.TMs design Is furnished subject to the lmletlone eel forth by Plea Plates shcoinag with)omit acme,Imes. TPNNICA In BCS(,copies of which will M furnished upon request. 9.Digits Indicate size of plate in incises. MiTek USA,Ino./COmpuTtus Software 7.6.7(1L)-E 1o.For basic connector plate design values see ESR-1311,ESR-1991(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x9 KDDF #15BTR TRUSS SPAN 6'- 0.0" TBC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-4=(H F/Cq=1.00 SPACED 24.0" O.C. 1-2=( 0) 68 2-4=(0) 0 TC LATERAL SUPPORT <= 12"OC, UON. 2-3=(-129) 101 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 0.0 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0,0" -39/ 402V -55/ 165H 5.50" 0.69 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -95/ 163V 0/ OH 1.50" 0.26 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.134" @ 3'- 7.2" Allowed = 0.457" 5-11-11 MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" f 3 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 9 00 (0' system and compDesign onents to main windforce-resisting and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 m. o ti Wil _, M-3x4 l y 1-00 6-00 l 'PROVIDE FULL BEARING;Jts:2,4 3 �cj��D PRO�r4.s '�J ,��yGINE�R cS,/0� 444 JOB NAME : POLYGON 3410-D NH - AJ3 ` 89782PE r` �' ,...° Scale: 0.49798114, • WARNINGS: Truss: AJ3 1.Botnar and erection comractor should be advised of al General Notes GENERAL NOTES, unlace otherwise noted' end Warnings before construction commences. 1.This design is based any upon the parameters Mown and la for an Individual -7 OREGON , 2.2i4 compression web bradng must be installed where shown v. building component.Applicability neatis o!design Etyfthe and proper r7 V'tj �. incorporation of component Ie the rceponsibtilty of the building designer. 3.Additional temporary bracing to Imre stability during construction 2.Design assumes the lop and bottom awns to be laterally braced al +'��G/A fy DATE: 10/26/2015 Isg'e responsibility attire Broder,Additional permanent brewing of 2'Pc.and alfa o.c.reach..p unless braced throughout their length by '11�'I the overall structure Is the responsibility of the bolding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywal(BC). +� SEQ.: Ki9 8 7 3 4 8 4.Na bed should be eppiled b any component until.tier a0 bracing 3.Zr Impact bridging or lateral bracing where Mown•v t 1 fasteners aro complete end at no time should anyloads and 4.DesignInstallatbn or Is the responsibility of the en-respective contractor. U inn TRANS I D: LINK design bads be applied to any greater than 5. assumes trusses are to be used In a noncorrosive environment, y component. and are for"dry condition"of use. 5.CompuTnn has no control over end a°aumes no responsiblily ler thenecess8 Design a eumes full bearing el all supports shown.Shim or wedge I/ y(� �s .A/ry/ n tMselbn,handling,is furls Mipm°rdand beleikalanof sset foonents. Design•rytn!-tR�s7: IG/ 11F.,Q1 6 This design is furnished.object to Inc limitations set fast by 7.Design assumes adequate drainage is provided. TPI WTCA In SCSI,copies of which wit be finished u 8.Alec fined be located on erl teas of frau,and placed so their anter October 27,2015 tion request. lines coincide with joint center lines. MiTek USA,Inc./CompuTnis Software 7.6.7(1 L}E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR•1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC WR/DDF/Cq=1.00 TRUSS SPAN 7'- 3.4" IBC 2012 MAX MEMBER FORCES 1E2B( 0) 68 4WR/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-190) 161 TC: 2x9 KDDF #1BTR SPACED 24.0" O.C. 2-3=(-191) 46 BC: 2x9 KDDF #1&BTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -24/ 377V -67/ 196H 5.50" 0.60 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -209/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 3.4" -85/ 90V 0/ OH 1.50" 0.06 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked fox net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.069" @ 2'- 9.2" Allowed = 0.959" (� MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.689" I MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 12 9.00 7 Design conforms to main windforce-resisting 6system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, f1 End vertical(s) are exposed to wind, o Truss designed for wind loads I 0 in the plane of the truss only. N 0 c 5► / o I o M-3x4 y y y y C�.c,0 PR OFFS 1-00 6-00 1-03-07 t1/� (PROVIDE FULL BEARING;Jts:2,5,3,9 I fc... ' ... NE1E 9 ' 22 4 S9782PE Y<'" JOB NAME : POLYGON 3410-D NH - AJ4 Scale: 0.9795 WARNINGS: GENERAL NOTES, antes+otherwise noted' 6..., 40 OREGON`I r+�� { 1.Builder and erection contractor should be advised of al Generel Notes 1.This design a based only upon the parameters shown and Is fora Individual ,,,�j 4" /� r N and Warnings before construction commences building component.ponen N thitye of design parameters oft ere and g dpner. 7 6cl� J , Truss: AJ4 roper Mcorporellmofcomponedlathefdesignpltyofthebuldm de 2.2s4 compression web bracing must be Installed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at /r 3.Additional temporary freeing to insure stability during conetrucllon T o.c.and at t P o.c.re pedNely unless braced throughout their length by `j �, 1 \.. Is the roaponebllhy of the eredor.Add Banal permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywel(BC). 1.. DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impad bridging or lateral bradng required where shown++ A U 4.Installation of truss is the rospondbRty of the reapedbe cordrador. S�'', K 14 8 7 3 4 9 4.fa bed should c mplete an to no component u y leads g este rand 5.Design assumes tosses are to be used Ina nomcorrodvd environment, 4, fasteners are complete and at no time should any leads greater than and are for"dry condition'el use. EXPIRES: 6']1�]''/'�O'1�'. TRANS I D: LINK design bads be applied b any component. 6.Design assumes MI bearing at IN supports shown.Shim or wedge If G7 7 r: 5.CompuToshas nocontroover entendtlaesumesnorosponsibility nents.brtM necessary. October 27,2015 nbrbason,handling,shipment and ilesdon of components. 7.Design assumes adequate drainage Is provided. d so their center 0.TMs design Is furnished cabled to the Ilmlatbns set forth by 8.Plates shat be bated on both faces of hues,and place TPLNTCA in SCSI,copies of which vel be furnished upon request. Ines coindde with joint center lines S.Digits Indicate she of plats in Inches. MITek USA.Inc./CompuTrus Software 7.6.7)1L)-E 10.For basin connector plate design values sea ESR-1311,ESR-1998(MITek) This design prepared from computer input by LUMBER Pacific Lumber and Truss-BC TC: 2x9 KDDF SPECIFICATIONS TRUSS SPAN 22'- 6.0" BC: 2x6 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 9NR3-D9/Cil-1.80 WEBS: 2x6 KDDF STAND SPACED 24.0" O.C. 1- 3=( 0) 68 2- 9=1-530) 2802 3- 9=( -118) 244 2- 3=(-3723) 756 9-10=1-389) 1859 9- 5=( -238) 1272 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3- 9=(-3601) 763 10- 8=(-326) 1859 9- 5=( -205) 909 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=1-2847) 646 5-10=1-1145) 302 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2336) 478 0-37=( -206) 1111 -----_------ TOTAL LOAD = 42.0 PSF 6- 7=(-2486) 473 10- 7=( -152) 207 NOTE: 2x4 BRACING AT 24"0C UON. FOR 7- 8=(-2986) 476 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) L: BC UNIF LL+DL= 50.0__ ADDL. PLF 0'- 0.0" TO 7'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ./N. 0.0" ADDL: BC CONC LL+DL= 0'- 0.0" -580/ 2858V -132/ 190H 5.50" 4.57 KDDF(SP 1 625) 1656.0 LBS @ 7'- 9.0" 22'- 6.0" -306/ 175W LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0/ OH 5.50" 2.81 KDDF 625) ** For hanger specs. - See REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 ^oc spacing. 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 = 0.052" @ 7'- 7.9" Allowed = 1.079" MAX TL CREEP DEFL = -0.164" @ 7'- 7.9" Allowed = 1.439" MAX BORIZ. LL DEFL = -0.017" @ 22'- 0.5" 7-11-11 MAX HORIZ. TL DEFL = 0.041" @ 22'- 0.5^ 6-06-10 7-11-11 4-00-09 3-11-02 f 3-03-05 3-03-05f f Design conforms to main windforce-resisting 12 � �5ggq .� � 3-11-02 � 4-00-09 system and components and cladding criteria. 9.00 p M-6x8 Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-4x6 12 (All Heights), Enclosed, Cat.2, Ex B, M-3x4 Q 9.00 load duration factor=1.6, p' I4WFRS(Di r), S End verticals) are exposed to wind, Iie 101 Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 M-1.5x3 o ,ti J _ rnf eir 1" 11.11 0 o M-3x8 9 0.25" o �' d g o M-7x8(5) M-3x8 ::14-4x4 0 J' *16566 i-ooy 7-07-15 7-02-03 y 7-07-15 y C O p �F 4fe,X% 440 44i -7 JOB NAME : POLYGON 3410-D NH - B1 ' ,r/89782PE `-- WARNINGS: Scale: 0.2633 �^�-...91f. ^'�"• Truss: B 1 7. NING and credos wmrado Mould be advised OM General Notes GENERAL NOTES, Mass ethervdae noted' ,n Weminge balors o dradoeen commexea, I.This design is based only upon the parameters shown an h for an individual 1✓ 2.2a4 ward,.lon web brad,,,must n Metalled where shown*, I�ca�ng component.Applicability of deal, parameters and proper j , -, 3.Ancompretemporary2 DeeirF.." .r.r.ponerd b...Fon."Y of tiro b"ding designer. �d/r (�, bracing to Insure stability during construction ,n assumes the top and bo8om chords to be laterally braced et �y �7,,` DATE: 10/2 6/2 015 lathe rsaponsibliAy of the erodor.Atltlgbnal permanent badrq of 7 o c,and at t0 o.c,reepectiveR unless braced throughout their length by �ip '�+7�!' '��J -{ i'[ the overall structure is the responsibgoy of the building designer mnn tots ddg:ng og at rel ler drag requ ed e,h a sheer r drywaA(BC). ` v SEQ.: K1487351 4.No Dari should be applied to any component umgafter a1 lend,, d 3.te Impact bndpinp or there lendpty et the where Macon+o L}S Q fasteners are complete and at no time abeald se pada ®°" 4.InstallaAlign tion abuse is es rsa to be of the respective contractor. I_AUL `e TRANS ID: LINK desgnpnsbeepdiedtoany com r greaterman S.Ddoraterudr00nditio eofuse.t.edm.noneomoeroe.relro,,mem, 5.ComWTnn has no control over andassumes no ra ,.dere for'dry candNan"ol use. sponalbllily ler the 6.Design aawmes full bearing al all aupposs showw.Shim or wedge if fabrication,handing,shipment and Imlallayon of components. °e ea EXPIRES: 8.This design is furnished subject to the Iimllet:eea sat pith by 7.Design assumes adequate drainage is provided 12/31/2016 TPIM7CA In SCSI,copies of which will be furnished upon request. S.Pletesa c ahaN be located es both face,of truss,an placed so their anter October 27,2015 MTek USA,Inc./CompuTrus Software 7.6.7(TL}E pies coddle with Jo plaob In Inches. 9.DiggsIsic con size of 10.For baste connecter plate design values see ESR-1371.EMI-1E188(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC /DDF/Cil=1.00 TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR 1_ IB( 0) 68 2-11=(-276) 900 DDF/C-165) 146 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2- 2=(-1230) 438 11-12=(-235) 871 11- 1=(-165) 373 TC2x4 KDDF ST4NTR SPACED 29.0" O.C. 3- 4=(-1057) 427 12-10=(-288) 905 11-16=(-188) 141 BC: 2x6 KDDF g1aBTR 4- 5=( 0) 0 6_12=(_178) 374 WEBS: 2x4 KDDF STAND LOADING 4- 6=( -786) 383 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 6=( -786) 375 18- 9=(-171) 164 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 7- 8=( 0) 0 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 8- 9=(-1058) 429 9-10=(-1236) 444 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -229/ 1065V -133/ 1410 5.50" 1.70 KDDF ( 625) BOTTOM TOMRD ORDCLIV FLR DSPAC LIOE CONC. TEP 22'_ 6.0" -183/ 944V 0/ OH 5.50" 1.51 RODE ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ** Fox hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.025" @ 11'- 3.0" Allowed = 1.079" MAX TL CREEP DEFL = -0.048" @ 11'- 3.0" Allowed = 1.439" T 2-06-10 9-11-11 ` 9-11-11 f f MAX HORIZ. LL DEFL = 0.010" @ 22'- 0.5" 4-00-09 3-09-01 2-02 1-03-X 3-09-01 4-00-09 MAX HORIZ. TL DEFL = 0.016" @ 22'- 0.5" 'f 1'5 2-02 '1 ' T f008-0 Design conforms to main windforce-resisting 8-00 system and components and cladding criteria. ,( 5 7 12 Wind: 140 mph, h=22.9ft, TC DL=4.2,BCDL=6.0, ASCE FRS(Di rl, (All Heights), Enclosed, Cat.2, Exp.B, Q9.00 load duration factor=1.6, M-9x6 End verticals) are exposed to wind, M-6x9 Truss designed for wind loads 6 �� in the plane .9 the truss only. M-1.5x3 0 Yom'Aillihhllh-' 1112 Ist o /1/ 12/ � 110.25„ M 3x8 M 3x4 *.10 0 {dry/� �C io M-3x4 pq-7x8(S) y {[` i"Ri,//` n y 7-07-15 y 7-02-03 y 7-07-15 y ��CJ NGINE 4' ..0„`�/0 y 1 22-06 .' :9 82PE t " 1-00 J -wire JOB NAME : POLYGON 3410-D NH - B2 Scale: 0.2383 m/ v NMI GENERAL NOTES, unless otherwise noted. / 9 ©REGC)N ©'-40 Q'}.. WARNINGS: 1.Bader and eredbn contractor should be advised of al General Notes 1.This design is based only upon me parameters shown and is for an Individual f yyy-.�(�((y�� building component.Applicability of design parameters and proper .f1- Vq[y /�` Truss: B 2 and Wmprees before construction commences Incorporation of component la the responsibility of the building designer. 7 .l x„! 2.244 compression web bracing must be metalled where Mown*. 2,Design assumes the top and bottom chords to be laterally braced al �� ,a.\"4 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 10 o.c.respectively unless braced throughout their langur by � Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)endlor drywafl(BC). the overal structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown 4. DATE: 1 14 8 7 3 55 t until after all bracing and 4.Installation of truss is the responsibility of the respedNe contradar. q.No load s are c bem fete an at no component should 5.Design assumes theses are to be used In a nontorroalve environment, SEQ.: K1487352 a.enerceeamgeieaoaelnobmeehoumanyoeaagrcaternan and are for"drysondnwn•ofuse. EXPIRES: 12/31/2016 design loads be applied to any component. 8.Design assumes full bearing at ail supports shown.Shim or wedge If TRANS ID: LINK 8,Com WT us has nng.ehipnrest and assumes noresponsibility for Be ldgees October 27,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. so their scorer 6.This design Is furnished subject to the limitations set forth by 8.Plates hall bee loholnt centeted on rr lines. of Truss,andplaced TPNNFCA m SCSI,copies of which will be furnished upon request. 9.Digits Indicate are of plate In Inches. MiTek USA,Inc.(CompuTrus Software 7.6.7(1L)-E t0.For basic connector plate design values see EOR-1311,ESR-7988(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC LU: 2x9 KDDF CATION; 39-00-00 HIP SETBACK 8-00-00 FROM END WALL 2x6 KDDF 61&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) DEC 2012 -1X 2)MEMBER FORCES 9-240) 9251.00 8C: 2x6 KDDF 8168TR 1- 3=( 1) 68 3-13=(-1342) 5593 13- 4=( -203) 925 9-19=(--436) 793 BC; 2x6 KDDF STAND; LOADING 2- 3=(-6591) 1977 14-16=(-1878) 9729 13- 4=( -203) 1216 9-10=( -436) 1793 LL = 25 PSF Ground Snow (Pg) 3- 5=(-6598) 1772 15-17=(-1866) 5199 4-15=( -296) 134 19-10=( -126) 251 2x9 OF 2400F A; TC UNIF LL( 50.0)+0L) 14.0)= 64.0 PLF 0'- 5- 6=(-4271) 1772 17-18= 209 KDDF N168TR B 0.0" TO B'- ( -66) 198 19- 5=( -536) 2084 TC UNIF LL( 125.0)+DL( 35.0)= 160.0 PLF 8'- 0.0" TO 26'- 0.0" V 6- 7=(-5724) 2070 18-19=(-1633) 5091 6-16=( -59) 679 0.0" V 5- 6=(-9271) 1465 17-18=(-1811) 5535 19- 6=(-2145) 909 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-5080) 1893 19-11=(-1107) 3677 15-16=( 0) 194 TC LATERAL SUPPORT <= 12"OC- UON, BC UNIF LL( 0.0)+DL( 50.0)= 50.0 PLF 0'- 0.0" TO 34'- 0.0" V 8- 9=(-3800) 1313 BC LATERAL SUPPORT <= 12"OC. UON. 16-17=)-1117) 5368 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ B'- 0.0" 0-11=(-4779) 1584 16- 7=( -117) 278 NOTE: 204 BRACING AT 24"OC VON. TC CONC LL( 466.7)+0L) 130.7)= 597.3 LBS @ 26'- 0.0" 11-12=(-9870) 1558 17- 8=( -400) 384 ALL FLAT TOP CHORD AREAS NOT N. FOROHED 11-12=( 0) 68 8-18=( -734) 292 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 18- 8=( -115) 749 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA 12.0" SZE SQ. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP LOCATIONS REACTIONS 0'- 0.0" -995/ 3513V -155/REACTIONS 155H 5.50" 562N KDDF P(C 625) AND BOTTOM CHORD KIDE LOADS ACT NON-CONCURRENTLY. O 34'- 0.0" -995/ 3513V 0/ OH 5.50" 5.62 KDDF ( 625) JT 11: Heel to plate corner = 1.75" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.294" @ 17'- 4.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.488" @ 17'- 4.5" 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" 7-11_11 MAX BORIZ. LL DEFL = 0.125" @ 33'- 6.5" 18-00-10 MAX HORIZ. TL DEFL = 0.207" @ 33'- 6.5" 7-11-11 2-07-042-05-112-10-12f 4-01-13 5-03 4-08-03 3-11-10 3-11-12 3-11-15 12� 597.30H '� '� 597 30N ,� '� Design conforms to main windforce-resisting 9.00 M-5x10 M-3x8 12 system and components and cladding criteria. s 6 M-3x8 =M_4x9 M-5x8 7 8 ^ Q 9.00 Wind: 190 mph, h=22.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, �\. (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 1,4-3x5load duration factor=1,6, End vertical(s) are exposed to wind, + M-1.5x3 Truss designed for wind loads M-1.5�� + `0 in the plane of the truss only. o M-5x12 J- - v 2011 14a mss. -- / o �i M-7x10 M-4x8 ro �- == I , M-115x3 M-4x12 0.25;� 19 M-3x10\\1 1 M-3x4+ M-3x10 M-3x4+ M-7x10 o ..C13.75 12 M-7x8(S) ; ; ; ,1 ,6 l . y y 05-0 y 5-01-01 4-08-11 4-11-08 4-06-07 4-08-03 7-06-09 y 1-0y 05-08 8-08 y y � PROF y y 22-10-08 1-00 l 12-01-08 1-00 21-10-08 ; (c3 "�,ti,Ca�l►y��C, cS0 34-00 ; {` /�. • JOB NAME : POLYGON 3410-D NH - C1X / $ BE �`r WARNINGS: Scale: 0.1977 r.�F -�~ Truss: C 1X 1.ENING and erasion contractor should be advised of al General Notes GENERAL NOTES, unless umerwlee noted' and Wider and erection ons actor should commences. 1.This design Is based only upon the parameters shown and Is for an Individual �' Z.and compression web brad building component.Applicability of design parameters and proper ... � G s+, rig must be Inatalkd where shown e. Incorporation of component Is the responsibility of the building designer. "r�► ...... 1-3 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom choke to De laterally braced at [ DATE: 10/26/2015 is the responsibility of erector.Additional permanent bracing of 7 sc.and at o c.raepentivefy uNasa braced throughout their length by F.lit '� the overall structure Is me responsibility of the building designer. 2A Impact sheathing or such as plywood required et where and/or tlryweW(BC). /)�,,, `. S EQ.: K1487354 4.No bad should be applied to any component until after al brawnand 3.2sImpact bodging siralertpussingtyof the whptive contractor. o•te ` �'�t 1 +.�. sal fasteners are complete and at no One should anyloadsh S.DInesign asn sumes trusses Is the responsibility use l e respective-crtscor environment, }•�4.J Z TRANS ID: LINK design loads be applied to anygreaterman S.Dndansor"drycondes"efus. ueeam.noncoroave.nvtomnem. aamponem and areroraryoonanlon�orua.. S.CompuTrus hes no control over and assumes no responsibllby forme 8.Design assumes full bearing at all suppons shown.Shim or wedge If febnu8on,handling,shipment and Installation of components. Denary. EXPIRES: � �� 8 This design a furnished subject to the limitations set forth by 7 Design hallassumes adequate both Page isc truss, TPBN7CA In BCSI,copies of which coil be furnished u 8.Plates incl be located on tom laces of Wss,and placed so their center October 27,2015 bon request. Ones coincide with)Dint comet lines. MITek USA,Inc./COmpUTN8 Software 7.6.7(1 L}Z 0.Digits Indicate size of pate in Inches. 10.For basic connector plate design values see EBR-1311,ESR-1888(MiTek) This design prepared from computer input by pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 34-00-00 GIRDER SUPPORTING 10-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1070) 5622 13- 3=( -114) 950 10-19=(0) 130 BC: 2x6 KDDF 61&BTR 2- 3=(-7340) 1506 13-14=(-1068) 5610 3-14=( -480) 166 WE: 2x4 KDDF STNDR LOADING 3- 4=(-6592) 1928 19-15=(-1050) 5792 14- 4=( -774) 3616 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=(-5234) 1184 15-16=( -850) 5162 14- 5=(-2420) 500 - -5882) 312 TC LATERAL SUPPORT <= 12"OC. DON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 39'- 0.0" V 5- 6=(-5882) 1312 16-17=( -556) 5162 15-15=( -386) 2222 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 100.0)+DL( 20.0)= 120.0 PLF 1'- 0.0" TO 11'- 0.0" V BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 11'- 0.0" TO 34'- 0.0" V 7- 99=(-33100) 724 _516) 3376 0 19-11=( -516) 3376 16-17=(-2214) 498 9-10=(-9209) 856 17- 7=( -310) 1724 NOTE: 2 @@ADDL: BC CONC LL+DL= 3392.0 LBS @ 11'- 6.0" 19-10=(-4224) 790 7-17=(-1310) 410 NOTE: OPACIOR AT EASOC TO S. FOR 10-11=( 0) 68 7-18=( -438) 2272 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PDF LIMITED STORAGE 19-10=( -438) 272 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX BORE BRG REQUIRED BEG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1127/ 5353V -195/ 195H 5.50" 8.56 KDDF ( 625) 34'- 0.0" -577/ 3102V 0/ ( 2 ) complete trusses required. _,� Attach 2 ply with 3^x.131 DIA GUN @@ HANGER BY OTHERS TO APPLY CONC. nails staggered: 9" oc in 1 row(s) throughout 2x9 top chords, LOAD(S)EQUALLY TO ALL MEMBERS. 1 9" oc in 2 p00)5) throughout 2x6 bottom chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 'co spacing. \/M�/ 9^ :cc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.090" @ 11'- 7.7" Allowed = 1.654" MAX TL CREEP DEFL = -0.286" @ 11'- 7.7" Allowed = 2.206" MAX LL DEFL = -0.001" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 35'- 0.0" Allowed= 0.133" MAX HORIZ. LL DEFL = -0.026" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.063" @ 33'- 6.5" 0-09-09 13-05-10 10-06-11 9-11-11 f ,( '( Design conforms to main windforce-resisting 5-02-05 4-09-06 1-04-09 � �5-07-12 5-07-12 0�0� 9-07-OS � 5-02-05 � system and components and cladding criteria. ft, CE 7-10, 10-00 Wind: 140 mph, Enclosed,4Cat 2,, Exp BASC , MNFRS(Dir), .( load duration factor=l.6, M-3x4 M-4x6 12 End vertical(s) are exposed to wind, 12 M-5x8 M-3x8 Q 9,00 Truss designed for wind loads M-3x5 .1.. 72. in the plane of the truss only. 9.00 5 6 7 M-3x4 M-3x9 D 0 P o (� a' 13 lyr 15 17 18 19 `0 PROF FS M-3x8 M-1.5x3 M-3x5 � '''Y "u: M-1.5x3 �.25" M-3x4 0 o M-5x8 M-7x8(S1 M-3x8 04 e' - l/ 33921k y y y y 1 `'a y y y 5-00-09 9-07-05 1-11-13 5-04-04 5-04-04 1-11-13 9-07-05 5-00-09 y �` • C E y 0 34-00 1-00 1-00 JOB NAME : POLYGON 3410-D NH - C2GIRD Scale: 0.1602 OREGON, MIMI WARNINGS: GENERAL NOTES, unless°therele noted: �� tow 1.0 p�� jr. 1,Builder and erection contractor Mould be advised of a1 General Notes 1.This design Is based only upon the parameters shown and h for an Individual �dfj� �y,,[ wilding component.Applicability of deelgn parameters and proper �,.A ABY .��J '� �, Truss: C2GIRD ....wog.baron brangmu summate., Incorporation of component la mereresponsibility of the wNeing designer. T 4 2.2x4 compreeaon web bredrg mus be InataMd where shown.. 2,Deagn assumes the top and bottom chords to be lateraly braced at /�' • +` 3.Additional temporary bracing to Insure stability during wmlNction 7 u.c,and at 10'c.c.respect...unlessd sbraced throughout their t drywaA(th by �jq,�,/ � is the responablllty of the erector.Additional permanent bredng of continuous sheathing each as piy.o the overall structure Is the responsibility of the molding designer, 3.2t Impact bridging or lateral bracing required where Mown+• DATE: 10/26/2015 re pone 4.Installation of truss is Bre responsiMlty of the respective contractor, SEQ.: K 14 S 7 3 5 5 4.fe toad s erashouldcomplete ean to a m nt linty ager g eaacing and 6.Desgn assume.busses are to be used In a non-corrosive environment, design re area appleand at no time should any hada greater man end are for"dry condition-of use. EXPIRES: 12131/2016 design bade be applied to any component, 8.Design assumes MI bearing at a1 supports shown.Shim or wedge If TRANS ID: LINK 5,compuTrv.hes nocommlentandand assume none ppnaroidyforthe necessary. October 27,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided, Q This design b furnished subject to the limitations set forth by 8.Plates antl be located on both faces of truss,and placed so their center TRAMP,In 13G51,copies of which will be furnished upon request. lines comdde with Joint center litres. 9.0191W Indicate.be of plate In Inches. MiTek USA,Inc/CompuTrus Software 7.6.7(1L)-E 10.For beat connector plate design values sea ESR-1311,ES19-1088(MRek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF A16BTR TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF µl&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 68 2-12=(-383) 2159 12- 3=1 0) 331 8-18=(-113) 635 BWEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2898) 589 12-13=(-271) 1630 12- 9=(-138) 618 18- 9- - 3- 4=(-2569) 627 13-15=(-206) 1594 4-13=1-321) 203 (-221) 212 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-1832) 493 19-16=1 0) 0 13- 5=(-211) 858 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1411) 444 16-17=1 -9) 58 13- 6- 29) 187 DL ON BOTTOM CHORD= 10.0 PIP 6- 7=(-1595) 993 17-18=(-236) 1632 6-15=(--48) 316 TOTAL LOAD = 42.0 PSF 7- 8=1-1299) 429 18-10=(-316) 1931 16-15=1 0) 82 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=(-1719) 960 15-17=1-229) 1585 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-1991) 479 15- 7=(-159) 72 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 68 17- 7=( -78) 138 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 7-18=(-507) 162 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ 196H 5.50" 2.47 /CODE ( 625) 34'- 0.0" -227/ 1592V 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/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 = -0.092" @ 17'- 4.5" Allowed= 1.654" MAX TL CREEP DEFL = -0.185" @ 17'- 9.5" 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" 9-11-11 14-00-10 9-11-11 MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 2-07-04 3-06-05 3-10-02 2-01-13 5-03 6-07-13 4-10-11 5-01 MAX HDRIz. TL DEFL = 0.098" @ 33'- 6.5" 1' T T ' T T T 1' T 12 M-4x6 M-3x4 12 Design conforms to main windforce-resisting M-4x6 g 9.006 M-3X8 Q 9.00 system and components and cladding criteria. i Wind: 110 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x9 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads + \\N. in the plane of the truss only. M-1.5x3 /dAii&3 o %M-9x9 M• 101a 11" M-3x9+ M-3x81 ^^., o 14 16 � o M-5x10 o M-5x8 M-5x6 0.25'8 M-3x5 `�1 : a 3.75 M-1.5x3 M-5x8(5) o 12 l l l l )' y y l J, y os-osy 7-02-07 1-osl l-lz 4-11-0e 7-01-05 9-07-15 4`Od PR OFfis 1-oy-os-08 8-08 l y y ci 22-10-08 1-00 oo `L(',5• ., NG�NEE49 /0 l ,L' 12-01-08 1-00 21-10-08 b.y " 1-00 34-00 y i' ':9782PE 9Cr 1-00 JOB NAME: POLYGON 3410-D NH - C2X y/ • .i/ NIScale: 0.1609 '• ay�a1 p /} WARNINGS: GENERAL NOTES, unless otherwisenoted. 7- •� C7.1©N Truss: C2X I.Builder and erection contractor should be advised of.8General Notes 1.This design isbased only upon the parameters shown and iefor anindividual / yyyyq and VJemings bemre censirucllon commences in orpo component orient Ibillty of design pa tome lets and proper 'Q� C//}h'y.G 4' t 2.204 compression web bracing must be Installed where Mown i incerporagon of component Ia the regwnsiblity of the balding designer. �l al 1 V 3.Additional temporary bracing to Insure stability during enalrudbn 2.Design assumes the top and bottom chords to be laterally braced at �� Y DATE: 10/27/2015 la the responsibility of me erector.Additional permanent bracing of z o c.and at to os.respectively unless braced throughout their length by / /l p(t the overall structure Is the responsibility of the bolding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). �"t V it SEQ.: Ki487356 4.Na anyload aheuidbeapplied to4.In talltcnoftrnelath.relbracinglyofthdwfipreavown�a component only after greater bracing and 4.Design Installation buts Is the are to be U e of the o.uoeoe contractor. d fasteners b are e applied p li a and at no mpotkne ant. any beds than B.Design assumes condition" trusses are l4 be used In a non-corrosive environment, ) TRANS ID: LINK design bads be no codloaver and orient. and are kr"dry endgion"of use. EXPIRES: ' E 12/31/2016 5.CompuTrue has no control over and assumes no responsibility for the 6 Design ease assumes full bearing at all supports Mown.Shim or wedge If fabrication,handling,shipment and Installation of components. aOctober 27,201 5 6.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage ise provided, TP(NATCA In SCSI,copies of which will be furnished u 6.Pietac snag be located on both faces of hues,and placed so their center poo request. sines coincide with joint center lines. 7.6.7(11)-E9.Digits Indicate aloe of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L 10.For basic connector plate design values see ESR-1311,ESR-19191(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=( 0) 68 2-10=(-227) 1544 10- 3=) 0) 250 TC: 2x4 KDDF #1&BTR LOAD DUSPAIED I2CR0ASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2- 3=(-1981) 425 10-11=(-228) 1543 3-11=(-368) 203 3- 4=1-1602) 964 11-12=(-161) 1390 11- 9=1-190) 607 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-1185) 438 12-13=(-161) 1390 11- 5=(-403) 102 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1185) 938 13-14=(-263) 1460 12- 5=( 0) 285 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PUP 6- 7=(-1602) 469 19- 8=(-262) 1962 5-13=1-902) 102 8=(-1981) 924 6-13=(-140) 607 TOTAL LOAD = 92.0 PSF _ 8- 9=( 0) 68 13- 7=(-368) 202 7-14=( 0) 250 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHEDBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 POE' LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PUP. 0'- 0.0" -239/ 1542V -234/ 2341) 5.50" 2.47 KDDF ( 625) 39'- 0.0" -239/ 1592V 0/ OH 5.50" 2.97 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1./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 = -0.068" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.140" @ 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 = 0.036" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 10-00-10 11-11-11 Design conforms to main windforce-resisting 11-11-11 'f system and components and cladding criteria. 6-02-12 5-08-15 5-00-05 5-00-05 5-08-15 6-02-12 T Wind: 140 mph, h=23.7ft, TCDL=9.2,BCDL=6.o, ASCE 7-10, ,� .� T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 M-4x6 load duration factor=l.6, M-4x6 Q 9.00 End vertical(s) are exposed to wind, 9.00 M-3x8 6 Truss designed for wind loads S Asia in the plane of the truss only. M-3x4 M-3x4 3 + + 0 4/0//' o $ s.S.a 1 ,f 13 19 o i - l0 11 0.25" M-3x8 M-1.5x3 M-3x5r [�:�jryg� f I lM-3x5 M-1.5x3 M-3x8 M-5x6(S) o .(� 1O PRV!'e��1 ), y y y ), ), ), .� , zyGINEE /p 6-01 5-06-15 5-04-01 5-04-01 5-06-15 6-01 y y �}+ • ±'� 1-00 39-00 1-00 4t 89782PE r JOB NAME : POLYGON 3410-D NH - C3sale: 0.1727 r. � WARNINGS: GENERAL NOTES, unless otherwise noted: 4,0 1.Balder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ,/'�_ 1/1,OREGON�c� �" Truss: C3 sod Wamings wore wimbsdbn commons, Mang component.Applicability of design parameters end proper aw/.�ply A 2.2s4 compression web bracing must be metalled where Mown 0. Incorporelbn of component b the responsibility of the building designer. V .(j` 3.Additional tempora brat to bowie stability during construction 2.Design assumes the lop end vel unless lar to d l muggysteralry braced etby `4�V ry ell 7 ntin and at ea hin such respectively plywood s basun throughout their dry I sl(Bngth). A UL r° Is the responsibility of the erecter.Additional permanent bracing of continuous sheathing such as sheathing/7C)and/or drywal(BC). ("' DATE: 10/26/2015 the overel structure Is the responsibility of the building designer. 3.2e Impact bridging or lateral basing required where shown 0 0 4.Ne load should be applied to any component until eller all bracing and 4,Installation of truss la the responsibility of the reepectNe contactor. SEQ.: K 14 B 7 3 rJ 7 fasteners are complete and at no time should any bads greater than 6.Design assumes busses are to be used In a non-coraalve environment, design bade be spelled to any component. end are for"dry condition"of use. EXPIRES; q!�)I].E)ry TRANS ID: LINKS.Design assumes fall beadng at al supports shown.Shim or wedge if X�'1 l s, IG/7II:LO� 5.CompuTas hes no control over and assumes no responsibility for me 6 necessary. fabrication,handling.shipment and installation of components. 7.Design assumes edequale damage Is provided. October 27,2015 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so theb center TpIM7CA in SCSI,copies of which will be Nmhhed upon request. hies coincide with hint 9.DIOR Indbele aloe of plats intRobes. MiTek USA.Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values we EBR-7311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF 9103TR TRUSS SPAN 39'- 0.0" LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 2x9 KDDF M168TR 1- 2=( 0) 68 2-14=(-999) 2175 19- 3=( 0) 331 BC:WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2- 3=(-2898) 727 19-15=(-381) 1643 14- 9=(-150) 620 LOADING 3- 9=(-2564) 758 15-17=(-338) 1599 9-15=(-321) 179 C LATERAL SUPPORT <= 12"OC. DON. LL( 25T .0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(-1832) 619 16-18=( 0) 0 15- S- BC LATERAL SUPPORT <= 12"00. DDH. 5- 6=( 0) 0 18-19=( -13) 58 15- 7=(-534) 2858 22 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1911) 534 19-20=(-361) 1632 7-17=( -59) 331 TOTAL LOAD = 92.0 PSF 7- 8=(-1595) 601 20-12=(-401) 1931 18-17=( 0) 82 511 17-19=(-350) 1585 8-10=(-1299) NOTE: 2x4 BRACING AT 29"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 8-10=( 0) 0 17- 8=(-176) 82 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=(-1719) 576 19- 8=( -78) 138 OVERHANGS: 12.0" 12.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11-12=(-1991) 590 8-20=(-518) 182 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 12-13-( 0) 68 10-20=(-122) 635 20-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1592V -197/ 197H 5.50" 2.97 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICON D. 2: Design checked for net(-5 lief) uplift at 24 "or spacing. 0-01-13 11-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 IT 10-00-10 11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 2-07-04 3-06-05 3-08-01 2-02 S_!)3 9-07-13 I �2-02 ¢_()8_11 MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" 5-01 MAX TLMCREEP DEFL = -0.1085" @ 17'- 4.5" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed= 0.100" 10-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" I 10-00 12 M-83X4 4 MAX HORIZ. LL DEFL= 0.059" @ 33'- 6.5" 9.00 9 12 MAX HORIZ. TL DEFL = 0.098" @ 33'- 6.5" M-4x6 M-3x8 \çx6 . Design conforms to main windforce-resisting system and components and cladding criteria. M-3X9 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), + M-1.5x3 load duration factor=1.6, + 1 End vertical(s) are exposed to wind, 7741/1111... ,4 Truss designed for wind loads Aiiiiiii !„. in the plane of the truss only. o %M-1 :� 4s� A0 xM-3x8 0 18 18 19 20 1 0 M-3x4+ 0 M-5x8 M-5x6 0.2540 M-3x5,.�3 0i .a3.75 M-1.5x3 M-Sx8(S) o 12 J' l J' l l 1 y y 2-05-08 7-02-07 1-051o91-12 4-11-08 7-01-05 J J• 9 07-15 e ' � � 9 1-Oy-Os-08 8-08 22-10-08 ) J• y y 1-00 ;�NGINE�� ',% J• J• 12-01-08 1-00 21-10-08 �'A-•� (��'• 1-00 34-00 J• J• 87!821-E �r 1-00 JOB NAME : POLYGON 3410-D NH - C3X ,,,.....00!<, +■' Scale: 0.1609811, WARNINGS: GENERAL NOTES, unless otherwise noted: +'f OREGON YvtN Truss: C3X 1.SUIlder and erodlan contractor,hold be advised of all General Notes I.This design abased on ,.ri T r e GO �,andSunder andWarnings before canrctor should commences. building d y upon the parameters shown and la bran Individual `? ./� ('aaV, 2.2,4 compresalon web bracing must be Installed where shown e. Inco9 component.Appllcl Is th of design peremelere and pro X1� '. y.1 (! 'G' rporetlon of component la the reaponNbgBy of the building eelgner. 7 �l J 3.Additional temporary bracing to insure stability dudng construction 2 Design assumes the top end bottom dwrds to be laterally braced et DATE: 10/27/2015 is the teeponleBBy of the erector.Additional permanent bracing o! 7 o.c.and at 10'a.0.respectively unless braced throughout their length by t+t R the scaretl structure Is the responsibility of the building designer. continuous sheathing such as plywood required ng(TC)end/or drywal(BC). �./1� SEQ.: K 14 8 7 3 rJ 8 I.No bad should be applied to any component until ever a8 bracing3.m Impact bridging or lateral bracing where shown++ fasteners are and and 4.Installation of trues Is the responsibility of the respectNe c environment,r. TRANS I D: LINK design bade m applied to any no time should any loads greater than S.Design assumes trustee are b be used In a noncorrosive environment, yr component. and are mr drywndman of use. EXPIRES. 12/31/2016 5.Compvlrus has no control over and assumes no responsibility for me 8 Deoesae assumes NII bearing at all support.shown.Shim or wedge if fabricator,handling,shipment and inelallation of components. ry' October 27,2015 8.This design Is lumlahed subject o the limitations sat forth by 7,Design assumes adequate drainage is provided. TPIMTCA In SCSI,copies of whop will be furnished upon re test. a Plates shell be located on both laces of buss,and placed so their center 4 linea coincide with Joint center lines. Wel(USA,Inc./CompuTrus Software 7.6.7(11)-E 9.Digits indicate she of plate in Inches. 10.For basic connector plate design values see E014-1311,ESR-7988(MIRA) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER SPECIFICATIONS1- 2=( 0) 68 2- 9=(-210) 1513 9- 3=( 0) 293 BC: 2x9 KDDF #16 BTR TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE. " S.C.1.15 2- 3=(-1962) 415 9-10=(-210) 1512 3-10=(-477) 245 SPACED 24.0" O 3- 4=(-1502) 458 10-11=(-123) 1096 10- 4=( -87) 457 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1086) 935 11-12=(-240) 1492 10- 5=(-125) 130 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1508) 460 12- 7=(-239) 1943 5-11=( -81) 528 BC LATERAL SUPPORT <= 12"OC. DON. 6- 7=(-1962) 915 11- 6=(-472) 245 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF 7- 8=( 0) 68 6-12=( 0) 291 NOTE: 2T4 OPACIOR AT E9SOC UON. FOR LL = 25 PIE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PIE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES ) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -250/ 1542V -273/ 273H 5.50" 2.47 KDDF ( 625) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 0.0" -250/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=1,/240, TL=L/100 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 = -0.077" @ 20'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.196" @ 20'- 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 = 0.034" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 13-11-11 6-00-10 13-11-11 T 7-02-12 Design conforms to main windforce-resisting 7-02-12 6-08-15 6-00-10 6-08-15 T 'f system and components and cladding criteria. 12 Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x612 M-5X6 g,pp (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 - load duration factor=1.6, tEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M M-5x8(S) -5x8(5) 0.253" 11111111111111101X5. 411111 O O �I I 9 to M-3x4 M-1,5x3 M-3x5 oI r^r-3x5 M-1.5x3 M-3x8 M-3x5(5) ,1' ,,,co PR°F l )' y y 7-01 6-06-15 6-09-15 09-15 6-05-03 7-01 y �e!_� �tAGINE�`�-6/Q�"� 1 0 16-00 34-00 18-00 1-00 897 82 P E r' 1-00 • JOB NAME : POLYGON 3410-D NH - C4 . °'` Scale: 0.1602 / OREGON WARNINGS: GENERAL NOTES, unless otherwise noted �""q� EA=,�,S,J ©�` a..,... 1.Builder and erection contractor should be advised of all General Notes 1.TMs design is based only upon the parameters shovel and Is for an Individual Truss: C4 and Warnings before construction commences. building componentApplicability of design parameters and proper xy /� ¢ 2 2e4 compression web bracing must be installed where shown Design assuorationmes of component la the m chords to o/the building designer. 7 l 2 Design assumes the tap and bottom chords to d t rougho braced at 3.Additional tempormy bracing to insure stability during construction T a.c end et id o.c raspsdWely udaes braced Ihreughoul malt Nngth by /�( t is me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaW(BC). A t,J I.. DATE: 10/26/2015 the sveral structure la the responsibility of the building designer. 3.2r Impact bridging or lateral breang required where shown++ 4.No load should be applied to any component until eller ell bredng end 4.installation of truss Is the reeponsibSty of the respective contractor. SEQ.: K14 8 7 3 5 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, and era for"dry condition"of use. EXPIRES: 12!31/2016 TRANS I D: LINK design loads ne applied to any component. 8.Design assumes full bearing at all supports shown.Shirr or wedge if B.CompuTrushes nocontrol over and aswmeenoreepponendyrorme Dneesary. October 27,2015 fabrication,handling,shipment and Installation of components. T.Damen assumes adequate drainage is prodded. B.This design Is furnished subject to the limitations set forth by e.pates shall be located on both faces of truss,and placed so their center TPUWTCA In BCSI,copies of which will be furnished upon request. Anes coincide wgh joint center lines. 9.Digits Indicate sae of pate in Inches. MiTek USA,InciCompuTrus Software 7.6.7(1L)-E 10,For basic connector plate design wives see ESR-1311,ESR-19e8(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #16BTR TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 BC: 2x4 KDDF 8188TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-319) 1519 11- 3=( 0) 293 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2- 3=(-1962) 527 11-12=(-319) 1517 3-12=(-477) 232 LOADING 3- 4=(-1502) 569 12-13=(-155) 1096 12- 4=( -75) 466 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 13-14=(-339) 1442 12- 7=(-191) 146 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 4- 7=(-1086) 517 14- 9=(-333) 1443 7-13=( -73) 528 TOTAL LOAD = 42.0 PSF 6- 7=( 0) 0 13- 8=(-472) 232 7- 8=(-1508) 571 8-14=( 0) 291 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=(-1962) 527 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 68 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -328/ 1542V -274/ 274H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -328/ 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/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 = 0.080" @ 20'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.146" @ 20'- 0.0" Allowed = 2.206" 15-11-11 2-00-10 15-11-11 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" T MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 7-02-12 6-06-15 2-022 00-10 2-02 6-06-15 7-02-12 f f f f fMAX HORIZ. LL DEFL = 0.034" @ 33'- 6.5" 14-00 / 14-00 / MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 1 5 6 'f 12 9.00 M-4x6 �M-5x6 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. /r Sl Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-5x8(S) lrilloo M-5x8 End verticals) are exposed to wind, Truss designed for wind loads 0.25" in the plane of the truss only. 0.25" 3 0 II ...01•111/41 . Al &NIL F. oti ^ ea +11oi -3x5 M-15x3 M-3x8 M-3 x4 M-15x3 M-3x5 1o M-3x5(5) o J• y y y y L© rn�pr7-01 6-06-15 6-09-15 6-05-03 7-01 ‹< C�. y ol 16-00 18-00 1-00 34-00 y .1' ,"_ ''yy�{�y.�}h(� 1-00 :9782 E �v JOB NAME : POLYGON 3410-D NH - C5 Scale: 0.1602 WARNIN(a5. GENERAL NOTES, unless omerwlse noted VP OREGON !µ Truss: C S 1.Bottler and erection wntrador should be ativlaetl of all General Notes 1.This design Is based only upon the parameters mown and is for an individual ^O fl C J^,©� and Warnings before construction commences. building component.Applicability of design parameters and proV LL�I V t'}y„ 2.204 compreeabn vele bating mug be!Wailed where sheen+, Incorporation of component is the responsibility or the building designer. =T G4 F Y S ��¢� 3 Additional temporary bracing to insure stability during construction 2.Design resumes the top and bottom chords to be laterally braced et f� DATE• 10/26/2015 la me responsibility or the erector.Additional permanent bracing or r o e.and at to o.a respeclNaly unless braced throughout their length by the overa5 5tmcture Is me responsibility of the bu0ding designer, Z.Impact sheathing or lter as pfyvrooe required here sand/or tlryweN(BC). ry [�` SEQ.: K1487360 4.Haload shoaldbeapplied roe 3?xlmpadbSttrus(stherelbredngrequlredwnereNrown+« (` ss any component until after ail bracing and a.Installation of truss Is the re o y or the respectNe oonlrector, fasteners ate complete and at no time should any batba used greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for condition"of use. ler the 8.Design assumes Ng bearing at a8 supporta shown,Shim or vetlge if 5.CompuTrus has no control over and assumes no responsibility fabrication,handling,shipment and Installation of components. Design EXPIRES: 12/31/2016 S.This design Is furnished subject to the limitations set forth by 7.PlPlat s shall be asaumalocted ed en drainage Is trusisean October 27,2015 1l G+�7 TPIM/fCA h SCSI,copies of which out be furnished upon request. 9 linescoincidev omt centerhllne�s.s of truss,end placed so their center MTek USA,Inc./CompUTfus Software 7.6.7(1 L}E 9.Digits indicate size or plate in inches. 10.For basic connector plate design values see ESR-1311,EBR-7988(MITek) This acific designLumber preparedandTruss from computer-BC input by LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1640 3-10=(-246) 209 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-1946) 412 10-11=(-153) 1374 10- 9=( -60) 472 3- 4=(-1748) 460 11-12=(-153) 1254 4-11=(-615) 289 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-1271) 455 12- 8=(-229) 1932 11- 5=(-368) 1139 TC LATERAL SUPPORT 0= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1271) 455 11- 6=(-615) 289 BC LATERAL SUPPORT <= 12"00. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1748) 960 6-12=( -60) 473 TOTAL LOAD = 92.0 PSF 7- 8=(-1946) 412 12- 7=(-246) 209 8- 9=( 0) 68 OVERHANGS: 12.0" 12.0" 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" -272/ 1542V -336/ 336H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -272/ 1542V 0/ 0H 5.50" 2.47 KDDF ( 625) LC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. __1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.074" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL = -0.148" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 17_00 17-00 f MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 5-10-14 5-06-09 5-06-09 5-06-09 5-06-09 5-10-14 MAX HORIZ. LL DEFL = 0.038" @ 33'- 6.5" I 4 1' 1 1' 1' 1' MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-4x6 9.00 7 9.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 5 •f+f Wind: 140 mph, h=25.6f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.R, MWFRS(Dir), 410/// M-5x6(5) M-5x6(5) load duration factor=1.6, End vertical(s) a e exposed to wind, Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. 9 te M-1.5x3 llr/Ah6k /A1100,M-1.5x3 3 AL\ O OAlikhl 2 -41111111Mk le e ,IM-3x4-3x5 1 44, 0.25" M-3x4 ccD 10 M-3x512 l PRQp o 14-5x8(s) 8-08-03 8-03-13 8-03-13 8-08-03 y li 00 8 782PE �c 1-00 34-00 JOB NAME : POLYGON 3410-D NH - C6 Scale: 0.1602 / " �., WARNINGS: GENERAL NOTES, urdesa otherwise noted OREGON a'•.' _- 1.Budder and erection contrador should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Q Truss: C6 and blaming.before eonettudbn commences. building component Applicability of design peremelers and proper G� r C7. incorporation of component lathe responsibility of the building designer. J _+1,�C Z as compression coos basing must be installed where mown.. a Design assumes the tap and bottom chorda to be laterally braced at V 3.Additional temporary bracing to Insure stabllNy during conshuctbn 7 o.c and at tO o.c.respective*/unless braced throughout their length by /+� is me responstbrlty of the erector.Additional permanent bracing of continuous ehesming such as plywood stroathhp(TC)and/or dryw51(BC). � /•"�, UL r‘ DATE: 10/26/2015 IM overall structure is the responstbN*/of the building designer. 3.ac impact bridging or lateral bracing required where shown.a S E K 14 8 7 3 61 4.No load mould be applied to any component mid after all bracing and 4.Installation dims la the respensibilty of mrespect Ne respeca oontradoc Q•• fasteners are complete and at no time should any Reds greater than 5.Design assumes trusses are to be used ins non-corrosive environment, design loads be applied to any component. end are for"dry condition"of use. TRANS ID: LINK 6.Design assumes MIbearing ataNsupports shown.Shim orwedge g EXPIRES; 12/31/2016 s.compares has no control over and assumes no responsibility for me m".ary, fabrication.handing,shipment end installation of components. 7.Design assumes adequate drainage Is provided. October 27,2015 6.This design Is furnished ebfed to the limitations set forth by 8.Plates shall be boated an both faces of truss,and placed.o their center TPI/WfcA In BCSL copies of which will be furnished upon request. Nnes coincide nes. g.Digits Indicate size Jo of In inint center ches. M)Tek USA,lnc.lCompuTrus Software 7.6.7(1L)-E le.For basic connector plate design values see ESR-1311,ESR•ts613(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x4 KDDF #14BTR TRUSS SPAN 10'- 0.0" BC: 2x6 KDDF #14BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 1-2=(-2969) 606 1-6=(-579) 2210 6-2=( -246) 1338 2-3=(-1892) 432 6-7=(-568) 2182 2-7=( -986) 270 LOADING 3-4=( -202) 228 7-8=(-366) 1342 7-3=( -708) 3166 TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF q-5=( -14) 6 BC LATERAL SUPPORT <= 12"OC. DON, 3-8=(-2639) 656 DL ON BOTTOM CHORD = 10.0 PSF 8-9=( -204) 182 TOTAL LOAD = 42.0 PSF BEARING J MAX VERT MAX HORZ BRG REQUIRED BRG AREA ( 2 ) complete trusses required. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) )(; Attach 2 ply with 3"x.131 DIA GUN nails staggered: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -533/ 2562w -191/ 277H 5.50" 4.10 KDDF ( 625) @@ADDL: BC CONC LL+DL= 1175.0 LBS @ 2'- 0.0" 9" oc in 1 row(s) throughout 2x4 top chords, ADDL. BC CONC LL+DL= 620.0 LBS @ 4'- 0.0" 10'- 0.0" -820/ 3392V 0/ OH 5.50" 5.43 KDDF ( 625) ADDL: BC CONC LL+DL= 620.0 LBS @ 6'- 0.0" 9" oc in 2 rows) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. @@ADDL: BC CONC LL+DL= 1755.0 LBS @ 7'- 0.0"0" ADDL: BC CONC LL+DL= 944.0 LBS @ 9'- 0. ** For hanger specs. - See approved plans 'COND. 2: Design checked for net 5 (- psf) uplift at 24 c spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL o REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/290, llowed80 MAX LL DEFL = 0.015" @ 6'- 4.9" Allowed = 0.454" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.045" @ 6'- 4.9" Allowed = 0.606" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.5" MAX HORIZ. TL DEFL = 0.007" @ 9'- 6.5" Design conforms to main windforce-resisting 3-08-09 2-11-13 2-11-13 0-03-12 f fi system and components and cladding criteria. 12 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 M-1.5X 4 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, 17 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. @@ HANGER BY OTHERS TO APPLY CONC. LOAD(S)EQUALLY TO ALL MEMBERS. M-3x5 3 ,rllIllIllIll 0 1 M- 3x9 0 1 r 14' 0 ¢ 11�I iiii 7 *`B o M-3x4 M-1.5x3 M-5x8 M-9x8 y +11759 , +6208 +620q+1755# +9449y 3-06-13 2-10-01 3-07-01 y 0.0) PRp,rF 10-00 CaIN sir �` 89782PE � JOB NAME : POLYGON 3410-D NH - CGIRD f Scale: 0.2846 •41 7 • WARNINGS. GENERAL NOTES, unless otherwise noted Y Truss: CGIRD Bunderand e otionaomreaorsiwaldbe,d ieedorapceeerer001cc 1.rnLdesign Isbased ee me p and Warnings before construction should commences. building ly upon parameters shown and h for an individual V A i N. 2 Aa compression web bracing9 xmponenl.Appllcabnlly or design parameters end proper ,/ OREGON�'V moat be installed where shown�, Incorporation of component is me reeponslbnlN of the bolding designer, / yyy�� 3.Hddnlonal temporary bracing to Insure siadllry dudn9 construction 2.Design assumes me top and bottom choke to be laterally braced el �� 1//e.s i V+ DATE: 10/26/2015 tithe responsibility el me erector.Additional permanent bracing of 2o.c.end at 10'ee hie rmuon asety unless Orexdthroughok(heir length by ^f("( "�J the overall structure Is the reeponelbiIH of the balding designer, cormnu Impact sheathing or ltlateral acing re�ir a where Mown.dryweN(BC), �'L SEQ• : K1487362 4,No load should be applied to any compunenl unil aver all 4.Intmptio of Crus or thpredn9iy of the whpe Move ee /S j 1 fasteners are xmplete and at no time should anyloads bracing and 4.Installation of es trusses the rcapo of the respee8ve xmredor. A L T RAN S I D• LINK desl n loads be, ied to an pow, greater man S.Desar eorume nendtln of to be used In a nonconosiva environment, g no c y son m. and are tor^dry condition-of use. 5.CompuTme hes control over and sesames no responsibility for IM 6.Design assumes NII bearing at all supporta shown.Shim or wedge If fabrication,is furhandlnished shipment and the limitations os set forth components. nexseery. EXPIRES: �' � � � � � 6.This design is mmlsirod eab)ecl to the Ilmnatrona ani lode by 7.Design assumes adequate drainage Is provided, TPLM/ICA In SCSI,copies or which will be furnished upone.Ines Plates snap be located onrte both taxa of Imsc,end placed loo their comer October 27,2015 request. Ines coincide conn Joint caner lira MiTek USA,Inc./CompuTrus Sotlware 7.6.7(iL}E S.Digits Indicate sloe of plate In inches, 10.For basin connector plate design values see ESP-1311,ESR-1966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC WR/DD F/Cg=1.00 TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES BER=(0) 68 4WR2-4/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(0) 161 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. BC: 2x4 KDDF #160TR TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -77/ 264V -19/ 72H 5.50" 0.92 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 10.9" -179/ 226V 0/ OH 1.50" 0.36 ROOF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 KDDF ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.010" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.017" @ 4'- 9.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.208" @ 5'- 10.2" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. 1-11-117-10, ,� Wind: (Allmph, Heights),9 Enclosed,ft, 4Cat.2, Exp08,ASMWFRS(Dir), load duration factor=l.6, 12 End vertical(s) are exposed to wind, 9.00 Truss designed for wind loads in the plane of the truss only. 3 ( o I 0 .a I o / 0 4 M-3x4 ), l Y 1-00 (PROVIDE FULL BEARING;Jte:2,3,9 I 10-00 .I,, Q PRiFk, C7N �Nc NE h' �raI: 8978 PE v' • • JOB NAME : POLYGON 3410-D NH - CJ1 �. --- Scale: 0.5235 WARNINGS: GENERAL NOTES, udeasetMrwlse noted .." OREGON�h40 1.Budder and erection contrador should be advised of ad General Notes 1.Thts design Is based only upon the parameter.shown and 4 f oren Individual UU Mang componentApplicability of design parameters and „y�j ^r,� A G gre Truss: C J 1 and Warnings before consbude commences. incorporation of component Is me responsibility of the building designer. 7 "I(( i J 2 2x4 compression web bracing mast be Installed where shown.. z Design assumes the top and bottom chorda to be lateredy braced at 3.Additional temporary Priming to Mare dab:lily during construction 2 o.c.and at 10 o.c.respectively untese braced throughout their langur by �" t Is me responsibility of the erector.Adddlanal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dOWeRBG). L DATE: 10/26/2015 the overall structure 4 the responsibility onhe budding designer. 33.li Impe^bridging ussis the responsibility lbrenEasequired wtrere a red respective contractor. SEQ.: K 19 8 7 3 6 3 4. road sarec m ledtsn to am ti mp should any lieer d ail endig and 5.Design assumes trusses are to be used Ins noncorrosive environment, fasteners are compete and at no a pe enoee any loads greater man end are for"dry condition"of use. EXPIRES: 12131/2016 . design bads be applied to any component. 8.Design assumes lull bearing at al supports shown.Shun or wedge If TRANS ID: LINK S.camparnnhas noarmmnenlenend••am•a wnaepsnbn responsibility na..eaOctober 27,2015 fabrication,Is fumg.shipment and Installation of components. 7.Design assumes edequatb drainage Is provided. 8.This design is Nmished subject to the limitations set forth by 8.Plates coincide with joint renter gfia es of truss,and placed so their center TPWYfCA M SCSI,copied of whkh NI be furnished upon request. 9,Digits Indicate size of plate M Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E II.for basic connector plate design velure see ESR-1311,ESR-1958(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16HTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1S BTR SPACED 29.0" O.C. 1-2=( 0) 68 2-4=(0) 0 2-3=(-96) 92 TC LATERAL SUPPORT <= 12"0C, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP HEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -23/ 364V -37/ 1186 5.50" 0.58 KDDF ( 625) ** For hanger LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -220/ 199V 0/ OH 1.50" 0.32 KDDF ( 625) g specs. - See approved plans 10'- 0.0" 0/ 85V 0/ OH 5.50" 0.19 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 IC OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 = -0.018" @ 2'- 3.8" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.045" @ 2'- 0.7" Allowed = 0.435" MAX BC PANEL LL DEFL = -0.025" @ 4'- 4.6" Allowed = 0.454" MAX BC PANEL TL DEFL = -0.268" @ 5'- 5.8" Allowed = 0.606" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.001" @ 3'- 10.9" 3-11-11 I IDesign conforms to main windforce-resisting system and components and cladding criteria. 12 9.00 2 3 Wind: 140 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, 0End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. to 0 0 rn 0 .-I sir 0 0 1 M-3x4 4 1 y 1-00 'PROVIDE FULL HEARING;Jts:2,3,4 I 10-00 y �"'�" ,ti .D FR��ells C." ,�NGI N �C9 re 447 4t' 89782PE � ` JOB NAME : POLYGON 3410-D NH - CJ2 ,omp Scale: 0.4860 • WARNINGS. GENERAL NOTES, udeas olhanlse noted: 'F Mar Truss: CJ2 1.Builder and eredbncontractor should beadvised oralGeneral Notes 1.This design le based only upon the parameters Mown and is for an Individual 9 OREGON E and Warnings before construction commences, building component ApplicaNlly of design parameters and proper OREGON 471 V 2,204 compression web bradng must be metalled where shown+. incorporation a Ilan of component Is the responsibility of the bidding designer. (��/,,J// 3,Addllonsl temporary Oncmg to Insure siaMllty tlunng consirodbn 2,Design assumes the top and bottom chords to be laterally braced at '921N,' 4 f]4n• .{6 }., A UL n DATE: 10/26/2015 Is the responsibilly of the erector,Addlronal permanent bran ng of 2 o.c.and at 10 o o.respectively union braced throughout their length by ( r 7 1 i ` i./...0 the overall structure is the reeponsiblity of the building designer. continuousshgingior aterlbh es acng re uiret where idaM/ordrywel(BC). 7ss SEQ.: K1487369 4.No anybadshouitlbeapplied to9• Impactb tlgmgarlateralbradgrequiredrespe she co++ componenturalafterallbredngand 4.Oeiegatlonortrussismeresponsibilityortherespectivecomredor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied to any composed, and are for"dry condition"of uae, 5.CompuTrus has no control over and assumes no responslbily for the 8.Design coasfumes full bearing at all supports shown.Shim or wedge if fabrication,Mending,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. /�a{ I.� EXPIRES: 12/31/2016 B.This design is furnished subject to the lmletions set forth by 1,Plates shall be located on both races of truss,and placed so their center - 011lo Ver 27,2015 TP WI'FCA In SCSI,copies of which WI be furnished upon request. line coincide ash Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 9.Digits indicate elle of plate in Inches, 11,For basic connector plate design values see ESR-1311,158-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 68 2-5=(-170) 221 3-5=(-287) 222 TC: 2x4 KDDF #1LBTR LOAD DUSPAIED I2CR0ASE C 1.15 2-3=(-347) 162 WE: 2x4 KDDF STGNTR SPACED 24.0" O.C. 3-4=(-101) 63 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. OON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -78/ 534V -55/ 165H 5.50" 0.85 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -114/ 53V 0/ OH 1.50" 0.09 KDDF ( 625) 10'- 0.0" -42/ 268V 0/ OH 5.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ". For hanger specs. - See approved plans REQUIREMENTS OF IHC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.004" @ 5'- 1.1" Allowed = 0.270" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.238" MAX BC PANEL TL DEFL = -0.428" @ 5'- 1.3" Allowed = 0.605" MAX HORIZ. LL DEFL = 0.002" @ 9'- 9.2" 1 5-11-11 MAX HORIZ. TL DEFL = 0.003" @ 9'- 9.2" 1 M-1.5x3 Design conforms to main windforce-resisting 12 3 0system and components and cladding criteria. 9.00 , N Wind: 140 mph, h=21.9ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, 4� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di x), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. io 0 0 I o sit I 5 o M-3x4 M-1.5x3 y p PROS s 1-00 ROVIDE FULL BEARING;Ats:2,9,5 I 10-00 �.c3 �NGINE4R cS,.0 . 11 :9782PE r"' JOB NAME : POLYGON 3410-D NH - CJ3 .0, Scale: 0.4485 .fir /. . / IOW WARNINGS: GENERAL NOTES, unleuotherwteenHed ..eJI OREGON N. �. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shovel end Is for an Individual 77 Q Truss: CJ3 and Warnings before construction commence. building component.Applkebllity of design parameters and proper �y [A 2.IDr4 compression web tensing must be inetalbd where shown+. Deincsign assumes a componentan Is the m chords of the binding designer. 7 R F V 'j 3.Additional temporary bracing tc insure stability during construction 2.D n a.names the top and bottom ass bot to d t roagheerally braced at 1 ` Is the responsibility of the erector.Additional permanent brad f T ntie and et a hin.rs such piy weeds braced throughout mak sl(S). �'A UL �` n9 o continuous sheathing such as plywood sheathing(7C)and/or drywaA(BC). DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.Sr Impact bridging or lateral bracing required where Mown++ 4.No bad Mould be applied to any component untE alter al brsdng end 4.Installation of truss Is the responsibility of the respectbe contractor. SEQ.: K 14 8 7 3 6 5 fasteners are compete end at no time should any bade greater man S.Design asames trusses are to be used Ina noncorrosive environment, design bads be applied to any component. end are far"dry condition"of use. ��//p TRANS I D: LINK pone B.Design assumes full bearing at al supports shown.Shim or wedge II EXPIRES• 12/3112016 s.compwrrwd has no control war end assumes no responsibility forme neae.sary. + l� fabriutbn,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 27,2015 O.This design b furnished abject to the limitations set forth by 8.lines tcoincide with J d n bothenter mess of truss,end plead so their center TPNNfCA m SCSI.upas of which will be NrMMad upon request. g Diggs indicate size of plate in inches. MITek USA.Ino./CofnpuTrUs Software 7.6.7(114}E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x9 KDDF CATION TRUSS SPAN 10'- 0.0" BC: 2x9 KDDF #166TR LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 WCBS: 2x4 KDDF STAND SPACED 29.0" O.C. 1-2=( 0) 68 2-5=(-153) 194 3-5=(-252) 199 2-3=(-318) 149 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 32R--34==1)--37189)) -9=( -79) 37 BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0 +DL(1. 7,0) ON TOP CHORD = 32.0 PSP A ON BOTTOM CHORD = 10.0 PSF BEARING OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF REX IOT REX TIO2 SSQ.IN. D SPG IES) LOCATIONS' REACTIONS -74//ACTIONS SIZE 0 F ( 625) LL = 25 PSF Ground Snow (Pg) 0 0.0" -95/ 572V 21 OH 1.50" 0.85 ROOF ( 625) 7'- 10.9" -95/ 72V 0/ OH 1.50" 0.11 ROOF ( 625) r," For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -37/ 253V 0/ OH 5.50" 0.90 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP IC OND. 2: Design checked for net psf) uplift at 29 "oc spacing • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002^ @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.007" @ 2'- 9.3" Allowed = 0.391" MAX BC PANEL TL DEFL = -0.931" @ 5'- 1.3" Allowed = 0.605" (�( MAX HORIZ. LL DEFL = -0.002" @ 9'- 9.2" r MAX HORIZ. TL DEFL = 0.002" @ 9'- 9.2" 12 9.00 2 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 Wind: 140 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, End vertical(") are exposed to wind, too Truss designed for wind loads in the plane of the truss only, to 0 1 0 I cM o `y1 rI 0 1 5 M-3x4 M-1.5x3 l b 1-00 PROVIDE FULL BEARING;Jts:2,9,5 I 10-00 y ��4�V (-T1 VJ'Ls� mac,• •*,,, NE�r,9 Sri ` "• 89782PE �''c` JOB NAME : POLYGON 3410-D NH - CJ4 scale: 0.4170 •.,,.,e • WARNINGS: GENERAL NOTES, anises otherwise noted: Truss: CJ4 t.Bu/der and erection contractor should be advised Wail General Notes 1.This design is based on t -� and Warnings before construction commence° only cabn me parameters ee shown and i°WoM"individual +•-.�1-y �y�.y� Z b4 compression web brad building component.Applicability of design parameters ash V Fl l„l l„J �'. P ng must be Installed where Moven*. Incorporation of component la the responsibility of the balding designer. f yyyyyy 3.Addplonel temporary bracing to Insure siabllMy during conMucllon 2 Design assumes IM lop ant bottom chords to be neaghe braced al *'IJ'` GA� i r 5L}. DATE: 10/26/2015 Is the respuneblltty of the erector.Addfllene permanent breeds of 7 o.c.and at 10 o c.respectively unless braced throughout male length by •�G!] ��ll -{J the overall structure la me responsibility of the holding destgner continuous sheathing such as plywood aired ng(TC)and/or dryvnp(BC), it SEQ.: K1487366 4Noloadshouldbeappliedtoanycomponentuntilafterailbrads d 3InImpactntttngor istheresponsibility eprodngtyofhewhereMown.a PAUL fasteners aro compete and at no time should an padait`" 4.Design es of truss la me rosponsib of the rospectwe contractor. TRANS ID: LINK design leads be applied m any component. y greater man 5.end st eor"dryontrusses are to be used manonco non-corrosive environment, • ponenl. entl are for"dry condition"of use. 6.Design assumes tug bearing at all supporta Mown.Shim or wedge If N.CamWTnra Bee no control over and amt..no rasponsibilty ler the fabrication,handling,shimmery and installation of components. necenary. EXPIRES: ' ��• 12/31/2016 8.This design is furnished subject to the limitations set forth by 8.DesignPlates shall be assumes adequate drainage is truss,an TPUWrCA in SCSI,codes of whkh will be famished upon request. 8.linescoincidewith OW on both lines. '""•`"°p""°Porn°'rasenter October 27,2015 MiTek USA,Inc./CoRlpuTfus Software 7.6.7(1L}E 9.Digits Indicate eke of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TRUSS SPAN RE'- 0.0" 1-2=( 0) 68 2-5=(-199) 235 3-5=(-305) 259 LOAD DURATION INCREASE = 1.15 2-3=(-369) 170 S TC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-364) 69 WE: 2x4 ROOF TLNTR WEBS: 2x4 ROOF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -53/ 558V -93/ 262H 5.50" 0.89 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PIF Ground Snow (Pg) 9'- 9.2" -62/ 288V 0/ OH 5.50" 0.96 [(DEW ( 625) 9'- 11.7" -78/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1 B0 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 = 0.011" @ 7'- 8.2" Allowed = 0.379" 9-11-11 MAX BC PANEL TL DEFL = -0.428" @ 5'- 1.3" Allowed = 0.605" -I MAX HORIZ. LL DEFL = -0.003" @ 9°- 9.2" MAX HORIZ. TL DEFL = 0.003" @ 9'- 9.2" 1� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 9.00 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 to0 ♦� o I r o411111114 :]1 5. 0 I M-3x4 M-1.5x3 ,, `o) PRQp s 1 l y .�yG`INE. ' -/p 1-00 (PROVIDE FULL BEARING;Jts:2,5,4 110-00 ,......44e .y.,, (� (' p�'" ,,,,.+ 8®782 E L JOB NAME : POLYGON 3410-D NH - CJ5 - Scale: 0.3653 WARNINGS: GENERAL NOTES, unless otherwise noted. "�y OREGON ��) a.�... 1.Builder and erection contractor should be advised dal General Notes 1.This design is based only upon the parameters Moan and Is for an Individual /br e( Truss: CJ5 and Warnings before constroctbn commences. bending component.ApdkaalIty of design parameters and proper ,Q. �/q R t, Incorporation of component Is me respondblity of the building designer. o 2.2n4 compression web bracing moat be Instelied where shown*. 2.Design assumes me lop and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construcbb^ 2 sc.and at ill o e.reapecdvety octose braced throughout their Nnpth by �"a �,^' i t D1 A the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). I`{IJ L. DATE: 10/26/2015 the overall structure late responsiblity of the building designer. 3.2a Impact bridging or literal bracing required where shown** 4.No bad should be applied to any component until ager an bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K1487367 fasteners are complete and al no time should any loads greater than 5.D•sign°eosin°'Inaase.rerobe usedm°nen.00mawe.nmronm.m and are for"dry condition of use. EXPIRES:: 12/31/2016. TRANS I D: LINK design loads be applied to Mown.any component. 8.Design assumes fug bearing at all supports own.Shim or wedge If S CompuTru°has no control over and assumes no respondbnOfy br the neoism October 27,2015 fabrication,handling,shipment and installation of components. 7.Design assumes N adequate drainage prodded. S.This design Is furnished subject to the limitations set forth by 8.Platesshall shCd�Nlh dee M on bothenter faces of truss,and placed w their center TP WJfCA in 8031,copies of which will be furnished upon request. Inenes. 9.Digits indicate sloe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TC: 2x9 KDDF 1TBTR TRUSS SPAN 3'— 5.0" 'COND. 2: Design checked for net 5 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (— psf) uplift at 29 "oc spacing. WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. Design conforms to main windforce—resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. Wind: 140 mph, h=15ft, L=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=l.6, LL = 25 PSF Ground Snow (Pg) End vertical(s) are exposed to wind, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. II,,'' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP µrote:Truss design requires conntinuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. ( bearing wall for entire pan UON. 3-01-09 0-03-12 ' T T 12 9.00 v M-1.5x3 4 3 —! W 0 sa f-I N 2 0 cm 1 �� '� M-3x9 M-1?5x36 y y b 1-00 3-05 4,;;:. ti WO PR°Fess �.,, r1G1NE - f0 • JOB NAME : POLYGON 3410—D NH — Dl '7`822P • • 'E r` Scale: 0.6603 ,,/ - .'�/ / WARNINGS: GENERAL NOTES, unless otherwise noted v " N. Truss: D 1 i.B Atler and erection contractor should be advised of all General Nolee 1.This design Is based only upon the ((� '� and Weminga before construction commences. buIMln a parameters Mown and h kr an Individual (y Cj c/-�O y, 2.2r4 compression web brad g component.Applicability of design parameters and proper V Fl7-,41 'Y ng must be Installed where Mown i Incorporation of component la the roaponRbyity of the building designer. f y yrV� 3.Additional temporery bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be bterally braced at ie'9 A yyy'''"""'Vi}ty Alb. f� DATE: 10/26/2015 Is the responaibllgyofthe erector.Additional permanent bracing of 2o.c.and at 10ocreapectHetyunless seadsbraced throughout by '7al J 4�GV• the everap gnmaae is Me reaponNblllty of the bedding designer. continuous sheathing such as ptyvrood sheathing(TC)and/or drywall(BC). �\v SEQ.: Ki 4 8 7 3 7 0 4.Na bad should be applied b any componem ams eller al bracing 1 2a Impact bridging or lateral bracing required where shown v♦ �7 U \ fasteners aro complete and at no time should anybadeg end 4.Installation of Iruea la the cra toresponsibilityused of the respective contractor. TRANS I D: LINK design bade be appliedlets any greater than S.Design assumes busses are to be In a non-corrosive environment, component, and are for^dry condition'of use. 5.CompuTM has no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports Mown.Shim or wedge If EXPIRES: fabrication,handling,shipment and installation of components. necessary. ^r( Cly f � 1� �� 6.This tleaign Is furnished eub(ect to the Ilmllatlone set forth by 7.Design assumes adequate drainage is provided. X(- CJ TFIANICA in SCSI,copies of which MO be furnished upon request. 8.Mates Mal be located on Der faces of truss,and placed as their center October 27,2015 P 9 Ines coincide with tocol center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 9.Digits Indicate she of In Inches. t0.For basic connector plate design values see ESR-137 7,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 3'- 5.0" 1-2=( 0) 36 2-9=(0) 0 LUMBER 4PROIFICATIONS LOAD DURATION INCREASE = 1.15 2-3=(-99) 19 TC: 2x4 ROOF #1BTR SPACED 24.0" S.C. BC: 2x9 KDDF #1&BTR BC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 3'- 2.2" -58/ 339V 0/ 92H 5.50" 0.51 KDDF OVERHANGS: 12.0" 0.0" 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.19 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. 9.00 D ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR DS PSC LIVE LOAD. TEP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0(Dir), (All Heights), Enclosed, Cat.2, Exp.B, ti load duration factor=1.6, End vertical(s) are exposed to wind, o Truss designed for wind loads I in the plane of the truss only. N O I ro 1 dllgllAl / q•• 11.... ..0o1111 I 2 M-3x9 1-00 3-05 {'� 'PROVIDE FULL BEARING;Jts:2,4,3 a( '?\ V Fe A�'R V t9 e6- 14GI 89782PE c` JOB NAME : POLYGON 3410-D NH - D2 Scale: 0.8868 '',: �✓ G'o `' K �1 WARNINGS: GENERAL NOTES, unless otherwise noted. 9 OREGON �y�40 1.Builder and erection coMrador should be advised of el General Notes 1.Trus design is based only upon the parameters shown and Is bran Individual rry..0 and Wamin before construction commences. building component.Applicability of design parameters and proper '4 ^ r f+' w Truss: D2 lis meorporation of component is me responsibility of the building designer. l J +GY- g.Ht4 uromprewlon web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be morally braced et V 3,Additional temporary bracing to Insure stability during construction 2'o.c.and at 10"c.c.respectivety mien braced throughout their length by -1 �' t ��. Is the responsibiiy of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywal(BO). 1.. DATE: 10/26/2015 the overall structure la the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where.hewn a s 4.No load should be applied to any component until slier NI bracing and 4.Installation of truss is the responsibllty of the respective contractor. SEQ.: K 14 6 7 3 71 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment and are for^dry condition"of use TRANS ID' LINK design bads be applied n000nloanynendee nt. H.Design assumestullbearingatallsupportsshown.Shim orwedgeit EXPIRES: 12/31/2016 5.CompuTrushas nocontrolonlendieasumeanoresponsibillty for the necessary. October 27,2015 fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. S.Tills design is furnished subject to the Imitations sat forth by 8.N Plates ca hall be e located oc ted on th centerboth faces of truss,and placed so their center TPIMyfCA In SCSI,copies of which will be fumishs0 upon request. nes. g Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11)-E to.For basic connector plate design values see EBR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #1&BTR TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 1-2=( 0) 68 2-4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-1) 76 BC LATERAL SUPPORT <= 12"0C. UON, LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT DL ON BOTTOM CHORD = 10.0 PSF MAX REACTIONSHORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 287V -19/ 72H 5.50" 0.46 KDDF ( 625) 1'- 10.9" -150/ 157V 0/ OH 1.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.189" MAX BC PANEL LL DEFL = 0.012" @ 3'- 6.6" Allowed = 0.354" MAX BC PANEL TL DEFL = -0.078" @ 4'- 4.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 1-11-11 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" '1 '1 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 190 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. to 0 0 ti o I I ti o I =/ o 1 M-3x9 -f '�4 k . 1-00 (PROVIDE FULL BEARING/Jts:2,3,4 I 8-00 y , W) PRopSs, e+, , y GI N1 DC7 89782PE JOB NAME : POLYGON 3410-D NH - J1 Scale: 0.5751 / . '/ J I WARNINGS, GENERAL NOTES, unless otherwise noted: l / WM Truss: J1 1.Builder and erearon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en Individual 'i OREGON � end Warnings before construction commences. building component.Applicability of design parameters and proper V fl L,.�V h �, 2 204 compression web bracing mus be installed where shown+, incorporation or component la the responsibility or the sly braced designer. f� �}c, 3.AddAlonal temporary bracing b Insure stability during construction 2.Design assumes the top and bottom chords to be throughout braced et 9�'+e ��y� ;A(.V'' DATE• 10/26/2015 Is the responsibility of the erector.Adtlpbnel permanent bracing of 7 o.c and at 10 c.c.reapectwey unless braced throughout melt length by �T r 1 �( the overel structure is the responsibility or the building designer continuous hedging or ateheaacngrtluiredherehown+• waA(BC). • s•a` Q.: K1487372applied3.2slmpaabrttlgingor IstheralbnagrequirherespeMown++ A 1 i1 i'1 ,S f 4.No load should be to any component and alter all bracing and 4.Installation of trust Is the responsibility of the respective contractor. "1 /L fasteners are complete end at no time should any bads greater than S.Design assumes trusses ere to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and ere for"dry condition"of use. S.CompuTms has no comm)over and enwmee no responsibility forme 8.Design assumes full bearing ata supports shown.Shim or wedge if p ry J20/�.a fabrication,handling,shipment and Installation of components.. necessary. EXPIRES:ES: 1 2/471/2U 1 6.This design Is furnished subject to the limitations ser forth by 7.Oestgnhahbeeloafed oneothi face Is truss, October 27,2015 TPUWTCA in SCSI,copies of which wig be furnished upon request. 13.Plates c inei be loafed on beth faces of Wec,and placed co their center P 9 lines coincide with joint canter lines. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 9_Digits indicate raze of plate In inches. 10.For basic connector plate design value.see ESR-1311,ESR-19138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 BIDE #1&BTR LOAD DUSPAIED INCREASE = 1.15 2-3=(-78) 80 SPACED 24.0" O.C. BC: 2X9 BIDE #16BTR TC LATERAL SUPPORT <= 12"OC. SON. LOADING LL( 25.0)+ ( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DLDL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 10.9" -170/ 162V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. lift at 24 "oc spacing. ICOND. 2: Design checked for net(-5 psf) uplift BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX BC PANEL LL DEFL = -0.017" @ 3'- 6.6" Allowed = 0.354" MAX TC PANEL TL DEFL = -0.032" @ 2'- 2.2" Allowed = 0.435" MAX BC PANEL TL DEFL = -0.116" @ 4'- 4.8" Allowed = 0.472" 3-11-11 MAX HORIZ. LL DEFL -0.000" @ 3'- 10.9" fMAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 7 3 Design conforms to main windforce-resisting system and components and cladding criteria. '� Wind: 190 mph, h=20.7Enclosed,9Cat.2DLEop. B, MWERS(Di r), CE 7-10, (All Heights), load duration factor=l.6, End vertical(.) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 r1 o i M-3x9 1 1 1-00 'PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 P p OFe 619 NGIN E�c /0 :9782PE JOB NAME : POLYGON 3410-D NH - J2 .0 -do' Scale: 0.5501 / /y MIN WARNINGS: GENERAL NOTES, unless others's.noted: to. ©REGON�'�� 1.Builder and erection contractor should show d be advised of d General Notes 1.This design Is based only upon the parameters shoand Is Or an Individual t. TruSS: J2 and wanting.beforeconanrnooncommences, buidingcomponent.ApplcabilityofdesignParameter.end proper G Incorporation of component is the responsibility or the building designer. �w9 J� 2.204 compression web bracing must he Installed where.hewn�. 2.Design assumes me top ane bottom chords to be laterally braced at /,... Y 3.Additional temporary bracing to Insure stability during construction T c and et 10 o c.respectively wises braced throughout their length by r, /*f \ lame responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TO)end/or drywag(BC). I"' DATE: 10/26/2015 theoverall structure Is the responsibility of the building designer. 3.D<Impact bridging or lateralbrsdng required where shown+e 4.No sed should be applied to any component until alter all bracing end 4.Installation of trues Is the responsibility of the respective contrador. SEQ.: K 14 8 7 3 7 3 fasteners are complete and at no One should any pada greeter then N.Design sutures In saes are to be used m°non-corrosive enwrenm.m, design hada be applied to any component. and am for"dry demon•of use. t] /Y] { TRANS ID: LINK6.Design sewmeahitbeadngalall scpporh.00001.SMmorwedge It EXPIRES: 12/31/2016 5.cont WTNs has M control over and assumes no responsibility for the necessary. I,� fabrication,handling,shlpmeM and installation of components. 7.Design assumes adequate drainage Is prodded. October 27,2015 6.This design Is furnished subject to the Iimtabons set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVNTCA in SCSI,copies of which will be Nmlsthed upon request. lines coincide wfth l I.center lines. 9.Digits Indicate We of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For brain connector plate design values see E5R-1311,EBR-1958(Welt) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2x9 KDDF #16BTR TRUSS SPAN 8'- 0.0" BC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 1-2=( 0) 68 2-6=(-97) 110 6-5=( 0) 18 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-9=( -28) 90 3-7=(-168) 76 LL( 25.0)+OL( 7.0) OH TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING OVERHANGS: 12.0" TOTAL LOAD = 42.0 PSF MAX VERT MAX BRG REQUIRED BRG AREA 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. IES) 0'- 0.0" -38/ 370V -37/ 11H 5.50" 0 59 FP(C 625) LL = 25 PSF Ground Snow (Pg) ROOFOH ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" 0/ ID5V 0/ OH 5.50^ 0.17 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.007" @ 2'- 4.4" Allowed = 0.170" MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" 3-11-11 MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.178" ,r MAX BC PANEL TL DEFL = -0.037" @ 4'- 7.1" Allowed = 0.269" 12 MAX HORIZ. LL DEFL = 0.007" @ 7'- 3.0" 9.0017 9 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" r�) Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 190 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Ex .B, MWFRS(Dir), �O ti load duration factor=1.6, i End vertical(s) are exposed to wind, o Truss designed for wind loads Nin the plane of the truss only. o o m� ro M-1.5x9 I �� o M�-3x9 � 1 M-3x4 M-3x5 ..1' ,1 b l 2-03-12 4-11-04 0-09 1 y y y 1-00 2-05-09 8-00 5-06-08 (PROVIDE FULL BEA RI NG;Jts:2,9,7 I a(�� ) PR OFe��(1 t ,r,.-i t4G I N *k.-19 `✓/0 JOB NAME : POLYGON 3410-D NH - J2C `"- 89782 PE �'<'' Scale: 0.5126 Mir WARNINGS: GENERAL NOTES, �/� � Truss: J2 C Bolder and erection ontreaar should be advised of d General Name unless othe w se noted and WanEgs before censhucdon commences. 1.This building co is based only caupon the parameters sheen and le for an individual „y OREGON N bulltllrp component Applicability or design parameters and proper _ �/ lJ 2.2c4 compression web bracing must be Nretalled where snow„.. Incurporatlon of component is the reaponsitaity or the building designer. 3 Adaional temporary bracing to insure stability during construction 2 Design 9asumee the top and bottom chords to be laterally braced at `p .t�.a DATE: l i)/2 6/2 015 is Me responsibility or the erector.AtltlAlonel permanent bracing of T o c and at 10 o.<.respectively unless braced throughout their length by �� / r 'i`� � the overeA dructure Is the responslbAlty of the balding designer. continuous sheathing such as pdwgod aired ing(TC and/or o ( ) �' +{ � SEQ.: K].4 Q]3]4 4.Na baa should be applied to any component until ager all brag d 3.2a Impact bridging or lateral bracing required where shown♦+ A BC �A.V�.. fasteners are complete and at no time should t anyloads M an 4.Installation of tens Is the respo usedy of the respective contractor. TRANS I D: LINK design loads be applied to anycomponent. greater than N.andBea assumes trusses areoto be m.non-corrosive move envlmmmem, r an sent. ena are for^drycondMlan"oluse. 6.CwnpuTrua ha no control over and assumes no reaponalbility kr the 6.De6 sign assumes full bearing at all supporta shown.Shim or wedge if y[� (� fel/Hatton,handling,ed subject and the limitations s setcomponents. forth ry' EXPIRES:n ^.. � � � � O.Tho design Is furnished sub)ect to the Ilmlmtlona set forth by 7.Design assumes adequate drainage is provided. +h f "r J'' TPIPATCA in SCSI,copies of which all be furnished u on re request. S.lies coites nddeall with jointn on center etlaces of truss,and plecetlwihelr center October 27,2015 P 9 Digit colndtle with lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E S.Digits indicate size of plate In inches. 10.For basic connector plate design values see EMI-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC WR/DD F/Cq=1.00 TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 1EMB( 0) 68 9WR2-4/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-120) 167 TC: 2x9 KDDF #16BTR SPACED 24.0" O.C. BC: 2x9 KDDF #16 BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -24/ 422V -55/ 165H 5.50" 0.68 KDDF ( 625) TOTAL LOAD = 92.0 PSF 5'- 10.9" -159/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) B'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 6 ) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.144" @ 3'- 2.1" Allowed = 0.457" 5-11-11 ` MAX BC PANEL TL DEFL = -0.159" @ 4'- 1.4" Allowed = 0.472" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX BORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 0 9.00 [77Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=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 o in the plane of the truss only. I0 I 0 a ��9 55 �� I cc M-3x4 y y 1 , , (} PROpe 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 , , pfd'414 . 4 89782PE r • JOB NAME : POLYGON 3410-D NH - J3 -� % Scale: 0.9979 / �'y }}''r'�j'y 4.0 WARNINGS: GENERAL NOTES, unless otherwise noted. CO."'.y OREGON I.Builder and erection conlredor should be advised del General Notes 1.This design is based only upon the parameters shown and sroran Individual and Warnings before contraction commences. building component.Appledllly of design parameters and �y ^ r Truss: J3 Incorporation of component is the responsibility of the building deeigner. f a4 J 2.2x4 compresawn web bracing must be Installed where shown+ 2,Design assumes the top and bottom chords to be laterally braced al h-' 3.Addbbnal temporary bracing to insure stet:Shy during const^Icdo^ 7 a.c.and at 1 O cox.respectively untess braced throughout their length by t,a jt t k\. Is the responsibility of the wader.Additional permanent bracing of continuous Meathing such as plywood sheathing(TC)and/or drywal(BC). i^'1 1.. DATE: 10/26/2015 the overel structure is the responsibility of the building designer. 3.2k Impact bridging or lateral bredng required where Mown++ 4.Ne load should be applied to any component until alter al bredng and 4.Installation of truss is the respnnsibialy of the respective contradar. SEQ.: K1487375 fasteners ere complete and at no time should any wads greeter than 5.Desibe used In a non-corrosive Design assumes masses are to ive environment, and are for drycondlisn•"fuse. EXPIRES: 016 TRANS ID: LINK design wads be applied to any component. 6.Design assumes Ml bearing at ag supports shown.Shim or wedge if 5.CompuTrushes nocontrdover end assumes rarnponslbggyfor me necessary. October 27,2015 fabrication,harming,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished sublecl to the limitations set forth by B.Plates shag be located on both faces of trues,and placed so their center TP WIRCA In SCSI,copies of which wig be furnished upon request. Ines coincide with joint center lines. 9.Digits indi ate sire of plate In inches. MiTek USA Inc.ICompuTrus Software 7.6.7(1L)-E 1o.For basis connector plate design values see EBR.t311,EBR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #16BTR TRUSS SPAN 8'- 0.0" LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #19BTR 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 WEBS: 2x4 RODE STAND SPACED 24.0" O.C. 2-3=(-308) 45 5-7=(-184) 300 5-3=( 0) 68 LOADING 3-9=( -73) 63 3-7=(-310) 190 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT OVERHANGS: 12.0" TOTAL LOAD = 92.0 PSF MAX HORZ BRG REQUIRED BRG AREA 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -32/ 426V -55/ 165H 5.50" 0.68 RIDE ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -126/ 128V 0 _ / OH 1.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8' 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T 5-11-11 MAX LL DEFL = 0.015" @ 2'- 4.4" Allowed = 0.270" MAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed = 0.359" 4 MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 7'- 3.0" Allowed = 0.105" 12 MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" 9.00 )A) MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), M-4x6 w load duration factor=1.6, o End Vertical(s) are exposed to wind, Truss designed for wind loads 401111111'O in the plane of the truss only. iiiiIIIIIIIIIMMUMw 0 88 ri o k- 411111111111112o M-1.5x4 0 1 M6-3x4 0 M-3x4 M-3x5 1 l ,1 y 2-03-12 4-11-04 0-09 l 1 y y 1-00 2-05-08 8-00 5-06-0e ;) PRppes; (PROVIDE FULL BEARING;Jts:2,4,7 ~�3 .�1G t N FtC'9 ��d ti 44c. v JOB NAME : POLYGON 3410-D NH - J3C ®9782!'E 11, Scale: 0.4686 +'/ ''r WARNINGS: GENERAL NOTES, unless omerwise noted �� Truss: J3 C Solider and erection contractor should be advised of a9 General Notes This design h based only upon the parameters shown and h for an Individual OREGON (10 antl Warnings before construction commences. building component.Applicability of design parameters and proper �l' ham _ 2.2a4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. fl Y'}Y 3.Additional temporary bracing to insure stability during coiretructlon 2.Design assumes me lop and bottom chorda to be!oddity braced al "'�w vj(�[7`a,.:,y e: ✓ I, DATE: 10/26/2015 is the responsibility of the erector.Additional permanent bracing of 2 on.end at 1tl o c respectively unless braced throughout their length by 7 i 1 J Cr„� the overall structure is me responsibility of the building designer continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a.-al SEQ.: K1487376 4.Noloadshouldbeappliedtoanycomponentuntilafteraubrawnand 3 in tmpactbodgingor islalarelpracingryofthewhereeheco++ .JI' iL 1+•ti\ fasteners are complete and at no time should anypees 4.Design of was Is the responsibilitybe of the respectNe contractor. A Li L. TRANS I D: LINK design rade be applied to any component. greater then B.Design assumes trusses are to be used In a non-corrosive environment ponent. end are for"dry conddian"of use. 5.CompuTme has no control over end assumes no responsibility tor the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation al components. netBt EXPIRES: 12/312016 8.This design is furnished subject m the'Imitations set forth by 7.Designssumele adequate drainage is provided. GI u TPVWTCA In SCSI,copies of which adi be furnishedu upon S.linesPlates incl be located e elawn afwu,and placed so their center October 27,2015 po quest. lines coincide with Jolts center lines. MiTek LISA,Inc./CompuTrus Software 7.6.7(1L)-E 9.Digits indicate size of plate m inches. 10.For bade 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 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1-2=( 0) 68 2-4=(0) 0 TC: 2x4 ROOF #1SBTR LOAD DURATION INCREASE = 1.15 2-3=(-170) 138 SPACED 24.0" O.C. BC: 2x4 ROOF #16BTR TC LATERAL SUPPORT <= 12"0C. UON. LOADING LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 480V -74/ 213H 5.50" 0.77 KDDF ( 625) OVERHANGS: 12.0" 0.0" 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -130/ 225V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. lift at 24 "oc spacing. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 'COND. 2: Design checked for net(-5 psf) uplift 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 = 0.456" @ 4'- 9.0" Allowed = 0.624" 7-11-11 I MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" 3 -/ MAX NORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" )( Design conforms to main windfozce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 cli -1 414 4►1 0 1 M-3x4 l l y sys,t0 PR()Fe 1-00 a-oo *cj � gGtNE,E ".,dam 'PROVIDE FULL BEARING;Jts:2,4,3 :9782PE �c JOB NAME : POLYGON 3410-D NH - J4 ..... -AP' Scale: 0.9357 WARNINGS: GENERAL NOTES, unless otherwise noted .ef�OREGON rya"_J 1.Builder and erection contractor should be advised Mat General Notes 1.This design Is based only upon the parameters shown and Is for an individual 77 yyv.,i Truss: J 4 and Warnings before construction commences. balding component.AppllneleBy of design parameters and proper -9.„4. 41 `y .4iV 2.2r4 compression web braGng mud be mstslletl where shown+. Incorporation sss e component Is the mepends to be laterally of the binding assigner. ,11 K 2.Des edallDIla • lopendboyue Grantsladtre5NI5tthdt al /" 3.Additional temporary bracing to Insure stability during consiruction T as.and al 1 P o.c.respectNely unless Matted throughout their length by 'r'1 a w t +� lame responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryvmlA L (BC). DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bradng required where shown+s 4.No bad should be applied to any component untl ager all bradng and 4.Indaletln of truss N the responsibllly or the respective contractor. SEQ.: K 14 8 7 3 7 7 fasteners ere complete and at no time should any loads greater than 5.Design assumes trues""are to be used In a non.cerroslvs environment. and are tsr'dry condition"Muse. (} (y TRANS I D: LINK design bads be applied to any component. B.Design assumes full bearing at al supports shown.Shim or wedge if EXPIRES:RES. � � .l 6 /1/ 1 E CompuTruenasnocontrolovaraMesamaanoreapondbulyrorihe necossary. October 27,2015 fabrication,handling,ddpmeel and IndeMgon of components. 7.Design assumes adequate drainage Is provided. dosed so their renter 0 This design M furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and p TPIM/TCA In SCSI,copies of which vd1 be furnished upon request. less coindde with joint center lines. 9.Digits Indicate dao of plate in Inches. MTek USA,Ino./CGInpuTris Software 7.6.7(1L)-E 10 For bade oonneclor plate design virtues see ESR-1311,ESR4988(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC TC: 2X4 KDDF CATBTR TRUSS SPAN 8'- 0.0" BC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 WEBS: 2x9 KDDF STAND; SPACED 24.0" O.C. 1-2=( 0) 68 2-6=(-230) 310 6-5=( 0) 18 2x9 KDDF STUD A 2-3=(-412) 91 5-7=(-350) 968 5-3=( 0) 69 LOADING 3-4=(-122) 92 3-7=(-982) 361 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 469V -74/ 213H 5.50" 0.75 KDDF ( 625) LL = 25 PSF Ground Snow )Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7 - 11.7" -96/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX LL DEFL = 0.027" @ 2'- 4.4" Allowed = 0.354" ,' MAX TL CREEP DEFL = -0.034" @ 2'- 3.8" Allowed = 0.472" ', MAX HORIZ. LL DEFL = -0.028" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.030" @ 7'- 3.0" 12 Design conforms to main windforce-resisting 9.0017 system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=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 m. I in the plane of the truss only. 0 I N M-4x6 3 4 - M-1.5x4 AddME 1 o M-3x4 M3x4 0 M-3x5 J• l ,i , 2-03-12 4-11-04 0-09 y 1-00 y 2-05-08 8-00 5-06-08 y i) P R Ops ROVIDE FULL BEARI NG;Jts:2,7,9 I �GINEE. ('I. , Ic JOB NAME : POLYGON 3410=D NH - J4C ` 97$2P 'r Scale: 0.3929 i, ..01, WARNINGS: GENERAL NOTES, unless otherwise noted , 'F . Truss: J4C I Builder aril erection wnirodor should be advised of 01 General Notes 1.This design is based onJ and Warning.before construction commences. building only upon the parameters ar Mown and is for en IMlvltlual hLy �`' 2.244 compression web brodng must be detailed where shown.. Inco component.Applicability of design parameters end proper "74,V R 'y incorporation of component la Me responsibility of the building designer. 6/4 � (y 3.Additional temporary bracing to insure atadlny during construction 2.Design assumes the top and bottom chords to be Wendy braced al "'9. 6/,q ti. A y� V DATE: 10/26/2015 Ie meroaponsibllly01the erector.Atltlnbnelpermanent brodngol 7ocandatle'o.c.reaonaspNunlessbrawdthroughoutthryssl(hby �T �7(`( J -t the overall structure is me responsibility of the budding designer. continuous sheathing such I b acng re uired!Mere)and/or tlrywap(eC). �`V SEQ.: El 4 8 7 3 7 8 4.No load should be applied to any component until aper a0 bracing 3 DI Impact bridging or th era)bracing required where shown+. E)411 U \ fasteners are complete and et no time should an hadah antl 4.DesignInesillntron of es trsusses is ee ros to o be usedy of the o spectosi.muco or. r{A�,/L TRANS ID: LINK design pada be applied m any<om y greeter than 5. s,assumes ondsesan lobe Inc no wmays environment, possum. and aro for'tlry condition.'of use. 5.CompuTrua has en control over and assumes no reaponstbillly for tM ° D16 es ign assumes MI bearing at a9 suppose shown.Shim or wedge if EXPIRES: fabrication,handling,shipment and inetelletlon of components. 7 ° ry' ^ ( Ly,. / �+� 6.This design Is furnished subject to the Nmpatlons cat forth by 0.Design assumes mea atled nfl both faces N provided. Y\ a7 �J TPVWICA in SCSI,copies of whkh wig be furnished S.Plass shad be bested on beth fawe of truss,end placed so their center October 27,2015 upon request lines coincide with joint center lines. MRek USA,Inc./CompuTfus Software 7.6.7('1L)-E 9.Digits indicate sloe of plats In inches. 10.For basic connector plate design values see ESR-1311,ESR-7909(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 9'- 11.7" 1-2=( 0) 68 2-5=(0) 0 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-250) 236 TC: 2x4 KDDF #1sBTR SPACED 29.0" O.C. 3-4=(-132) 54 BC: 2x9 KDDF #16BTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PUP SEARING MAX VERT MAX HORZ 8RG REQUIRED BEG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 992V -93/ 262H 5.50" 0.71 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ OH 1.50" 0.65 KDDF ( 6 ) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.7" -98/ 49V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 0MAX TC PANEL LL DEFL = 0.326" 9 3'- 10.6" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.257" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.004" @ 7'- 11.2" 3 MAX HORIZ. TL DEFL = -0.004" @ 7'- 11.2" 12 0 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=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, `o 0 Truss designed for wind loads I in the plane of the truss only. 0 I r 2 5 o 0 i M-3x4 �j �� P R Opt. y 1-00 y 8-00 y 1-11-11 ��C INEe• / (PROVIDE FULL BEARING;Jts:2,5,3,4 I i\1. ,T 17�,- :9782PE r" .w/w JOB NAME : POLYGON 3410-D NH - J5 sale: D.4D26 ' �, / /y 110111 WARNINGS: GENERAL NOTES, unless otherwise noted' a 9y �I ,,,�V,I �N ©� �. I.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual , ,, 4, Truss: JS and Wammgs before construction commences building component. of design parameters and proper ,,.ty ^ r incorporation of component la the responsibility of t e buildingapr designer. 7v("� "4 J 2.Dot compression web bracing must be Installed where shown*. 2.Design assumes the top and bottom drama to be literally braced at v T� ti 3.Additional temporary bracing to insure stability during construction 7 o.c.and at 18 a.s.reapedNely unless braced throughout their length by a'/)' i( 1.. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such to plywood sheathag(TC)and/or drywall(BC). -AUL 1.. ,- DATE: 10/26/2015 the overall structure is the responsibility of the Meting designer. 3.Zs Impact bridging or lateral bracing required where Mown'+ 4.No bad should be applied to any component until after at bradng and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K 14 8 7 3 7 9 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, and are for'VG condition'of use. EXPIRES: 12/31/2016. . TRANS I D: LINK design bads be applied to anry component. 6.Design assumes lug bearing al at supports shown.Shim or wedge r s.CompuTrua has no control over and assumes no rssponaldlty for the necessary. 4 I.. fabacatfon,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided OCt0ber 27,2015 R This design Is furnished subject to the Potations set forth by 8.pales Mall be located on both faces of truss,and placed so their center TPPWTCA in SCSI,copies of Witch will be furnished upon request. Ones coindde with third center lines. 9.Digits Indicate size of pats In inches. MITek USA,Inc./CompuTrUS Software 7.6.7(1L)-E 10.For basic connector pats design values see ESR-1371,ESR-1888(MITek) This design prepared from computer input by LUMBER SPECIFICATIONS Pacific Lumber and Truss-BC LU: 2x9 ECIF C1TIOR TRUSS SPAN 9'- 11.7" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 I-2 2012 MAX MEMBER 185)FORCES 97-6=DF/C 5) 18 BC; 2x9 KDDF STAND SPACED 24.0" O.C. 2-3=( 5) 68 6-8=(-283) 270 6-3=( 0) 18 2-4=(-212) 71 6-8=(-283) 408 3-8=( 0) 69 TC LATERAL SUPPORT <= 12"OC. UON. LONDIOG 3-4=(-212) 177 3-8=(-421) 292 BC LATERAL SUPPORT <= LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 4-5=( -86) 38 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VIOT MAX TIOZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS 3REACTIONS 5I5E 0.72 F ( 625) 0'- 0.0" -37/ 44W -93/ 263H 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7' 3.0" -6/ 163V 0/ OH 5.50" 0.26 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7 - 11.2" -208/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.7" -15/ BV 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 'r VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '1 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.972" MAX HOBIZ. LL DEFL -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL6.0, 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. M-9x8 co '7, 9M-1.5x4 03x4 0 M-3x5 J, 1, 1 , 2-03-12 9-11-09 0-09 1, 1, y 1. 1-00y 2-05-08 7-06-03 1 y 4\ �D PRO- . 1-11-11 4,.co ,�NGINE'�r9 S 8-00 �� (PROVIDE FULL BEARING;Jts:2,8,9,5 I 0 89782-E v JOB NAME : POLYGON 3410-D NH - J5C Scale: 0.3317 d••4:„.. f • WARNINGS: GENERAL NOTES, /' Truss: JS C 7.Builder and er.os0 contractor should be advised of ail Genets NotesuMeup otherwise noted, and Warnings and erection construction sh wmmeadvisnces. 1.Thi•design Is based only upon the parameters shown and Ia for an Individual K"'� OREGON -_- building component.Applicability of design parameters and proper .4j�,,, V,J'y hT'4� 2.2,4 cont esion web bracingmust be Instated where shown+. Incorporation of component is the responsibility of the building designer. V it- 3 Additional temporary bracing to Insure BebApy during construction 2 Design assumes the top and bottom chords to be laterally braced at ,q� GgAY. Alb 2 r�.`"' DATE: 10/26/2015 Is the responsibility of the erector.Additional permanent bracing of 2con.a and at i0 o.a respectively unless braced throughout melt length by the overall structure la the responsibility of the building designee mpeasadginglor ltehesacng reuired e sown+ri aA(BC). + SEQ.: K1487380 4.No loadshouebeapplietlbanycomponentuntiaferallbred d 4.IntmptctbofSeslatereapanrptyofthewhereeMwota UL Internam are complete and at no time should anyloads an 4.Design ion of trues Is the roeponsiblllty of the respective contractor. TRANS I D: LINK design wade ba eppaod to an greater than 5.Design assumes trusses aro to be used Ina ran woos ve environment, y compomM. and ere for"dry condition"of use. 5.CampuTrus Ms no control over end assumes no responsibility forme 9.n cosi..assumes hdi bearing at all supports shown.Shim or wedge k fabrication.handling,shipment and installation or components. ne ry. EXPrREs:. 2(31t20i6 8.The design is famished subject to me limitations set bdh by 7.Design assumes adequate drainage Is prone.and TPWeTEA In SCSI,copies of which will be furnished upon re S.Inca PlatecsMAba ithated se lar lfeces of tone,end placedmlheir center October 27,2015 queeC pose coincide vMh)Diol center lines MiTek USA,Inc./CompuTrus Software 7.6.7(1L}E 9.Digits indicate she of plate In inches. 10.For basic connector plate design values see 558-1311.ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC WR/DDF/Cq=1.00 TRUSS SPAN 11'- 11.7" INC 2012 MAX MEMBER FORCES 1EMB( 0) 68 9WR/DD) 0 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=(-320) 361 BC: 2x4 KDDF R16BTR SPACED 29.0" O.C. 2-3=(-322) 52 BC: 2X9 KDDF k16BTR LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOM CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -29/ 449V -112/ 316H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) 7'- 11.2" -293/ 987V 0/ OH 1.50" 0.62 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 NSF LIMITED STORAGE 11'- 11.7" -91/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LLL/240, TLL/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 = 0.253" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.005" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 11'- 10.9" Design conforms to main windforceresisting system and components and cladding criteria. 129.00Wind: 140 mph, h=23.7ft, TCDL4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factorl.6, End vertical(s) are exposed to wind, Truss designed for wind loads ko in the plane of the truss only. o /7/ -I �, 0D PR OFFS y y y y Co „�\AGINEk"R `5>C7 1-00 8-00 3-11-11 t � ,0. 'PROVIDE FULL BEARING;Jts:2,5,3,9 I .117 PE i" JOB NAME : POLYGON 3410-D NH - J6 "+t. y' �]�..+ate l Scale: 0.3548 ! •/ GENERAL gra Is b uMeuponhervdsemete. �. WARNINGS' t.This tlesign b beaee only upon the parometen shave and I+for an Individual � I[5 i.and W and aro before onMnor"hood be advised of al General Notes building component Applkab88y of design perameten and proper a.� r V� Truss' J 6 and Warnings be ore bracing roe commences. Incorporation of component Is the rospensibllty of the building designer. 19. (r J ficir 2.9(4 compression web brodng mud be installed where shown.. 2.Design assumes the top and bottom nerds to be laterary braced at ` 3.Addabnal lemony bracing to Insure stability during construction T o.c.end at 10 o.c.respectively uMeea braced throughout their length by �"/i,+t �•. Is the respondblllty of the erector.Ademonal permanent brodng of continuous sheathing such as plywood sheathingTC)and/or drywa8(BC). A Li 1� DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 33.214 Impact olfdgiin s or latent be arequiredof user respective shown a actor. SEQ.: K 14 8 7 3 B 1 <.No ked should be feteappliedn k any component until.iter el brodng dna S.Design assumes inns aro to be used b a non-corrosive environment, faetenen are complete to at no time should any loads grosser than and are for"dry condition"of oil.. EXP I R S: 12/3112Q16. TRANS ID: LINK C enbadebe applledloanymnposCM. 8.Design assumes lam bearing et all supports dawn.Shim or wedge It S.CompuTma Mem control over and assumes no responsibility brlM Design rye October 27,2015 fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to me Imitations set forth by 8.Plates coincide hall he located ith)DIM on rh faces of buss,and placed so their center TPNN7CA In SCSI,copba of which MI be furnished upon request. 9.Digits Indkale sire of plate In Inches. MTek USA,Ina./CornpuTrUs Software 7.6.7(1L)-E 10.For basic connector plate dedgn values sea ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF CAT BTR TRUSS SPAN 13'- 11.7" LOAD DURATION INCREASE = 1,15 INC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 204 KDDF #1fiBTR 1-2=( 0) 68 2-6=(0) 0 SPACED 24.0" O.C, 2-3=(-389) 369 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4=(-150) 96 LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)-(51,( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( -44) 39 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF 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) 0'- 0.0" -30/ 999V -131/ 370H 5.50" 0.71 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7 9.2" 0/ 168V 0/ OH 5.50" 0.27 ((DIF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 7'- 11.2" --89/ 125V 0/ OH 1.50" 0.63 (MN' ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) 13'- 11.7" -39/ 7011 0/ OH 1.50" 0.11 KDDF ( 625) 5 !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 41 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 = 0.251" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.268" @ 3'- 11.0" Allowed = 0.939" i MAX HORIZ. LL DEFL = -0.007" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 13'- 10.9" 12 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=24,4ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v., load duration factor=I.6, o End vertical(s) are exposed to wind, o Truss designed for wind loads in the plane of the truss only. 0 N 0 CD 0 OrIAIMMIIIMEMINEIMIMIIMINIMMNEm I 1 6...o -, M-3x4 �y f y y y y R OFF 1-00 8-00 5-11-11Ns GIN � p (PROVIDE FULL BEARING;Jts:2,6,3,9,5 I ' Jl_ JOB NAME : POLYGON 3410-D NH - J7 �g7P F`�r Scale: 0.3133 w"��r WARNINGS: GENERAL NOTES, unless othe,Wlss notedilr Truss: J7 Builder and eredbn contractor should be advised of ag General Notes This design Is based only upon the and Warnings before construction commences, building component Applicability of parametersshownand is for an Individual d1(� /ti yv'yN 2. 40 214 compression web bradInco design parametere and proper V I1 4l\✓ :;,.(z, bracing must be installed Where shown+, incorporation of component Is the responsibility of the building designer, ( 3.AtltlBbnel temporary brackg to Insure stability during consirudlon 2.Design assumes the lop act bosom see braced to W laterally braced at "'�w q�y; 6 DATE: 10/26/2015 sIna respom blry al the erector.Atldgenst permanentbacing of7o,c,and et IOo,c,rely unless throughout their length by the overall structure la the responsibility of the building designer. continuous t rdgingia,such as plywood aired where shown C drywall(SC). t SEQ.: K1487382 4.Na bad should be bracingapplied toany component until after assand 4.21tmpactboftrus Ialiteralbredlgryofthewhpe Meso to PAUL 4.DesigInstallan on of trues la the responsibility of the non-corrosive contractor, fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design loads be apples to any component, and are for dry condmon°of use. 5.CompuTma hes no control over and assumes no responsibility for the 8,Design assumes full bearing at all supports shown.Shim or wedge If fabncation,handling,shipment and installation of components. Design ass EXPIRES:. 12/31/2016 e,Thio design h furnished subject to me limitations set forth by 7.Design assumes adequate drainage is provided TPWypEA In 8051,copies of which MN be furnished upon request. 8 IlnesPlateconids shall e be located Int centerllines.th s of hues and plead aoInelr center October 27,2015 MiTek USA,Inc,/CompuTrus Software 7.6.7(1 L)-E 9.Digits indicate size of phis in inches. f 0.For basic connector plate design values see 658-1311,ESR-1588(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER: SPECIFICATIONS DURALUSS SPAN 15'- 11.7"= 1-2=( 0) 68 2-6=(0) 0 LOAD DURATION INCREASE = 1.15 2-3=(-454) 436 TC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 3-3=(-454) 172 BC: 2x4 ROOF #1&BTR 9-5=( -89) 70 BC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF OCATIOG MAX VERT MAX TIOZ SIG REQUIRED SPG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 945V -151/ 427H 5.50" 0.71 ROOF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.2" -298/ 973V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -153/ 218V 0/ OH 1.50" 0.28 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 15'- 11.7" -77/ 1210 0/ OH 1.50" 0.19 KDDF ( 625) 10-10-03 5-01-08 ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. -I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.626" MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.939" MAX HOAR. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" M-3X5(S) Design conforms to main windforce-resisting system and components and cladding criteria. 12 4* Wind: 140 mph, h=25.2Et, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads Iin the plane of the truss only. 0 ti o M-3x4 [• 1410) P yl-00 8-00 7-11-11 QQQ'''] !PROVIDE FULL BEARSNG;Jts:2,6,3,4,5 I 89 F 82 PE. �A JOB NAME : POLYGON 3410-D NH - J8 Scale: 0.2795 ,.. ��y/�G�J 'Mir WARNINGS: GENERAL NOTES, unless otherwise noted -4J�OHEC`aON�p�4i�.. 1.Balder and erection canhedor should be advised of all General Notes 1.This design la based only upon the parameters shown and Is for a Individual building component Applicability of design parameters and - ^�Y �r Truss: J8 and Waminge before construction commences. Incorporation of component is the responsibility of the building destgner. l J { Z.214 comproe.bn web bracing must be Imtalled where shown+. 2 Design assume.the tap and bottom chorda to be laterally braced et 3.Additional temporary bracing to Insure stability during construction T do end et 10'ex.respectNety unless braced throughout NMlength by t "'s Ie Me responsibility of the erector.Additional permanent bredng of continuous sheathing ouch as plywood sheathing(TC)and/or drywa8(Bc). 1.. DATE: 10/26/2015 the overall structure Is the responsibility ctthe building designer. 3.21 Impact bridging or Mteral bredng regaled where Mown++ 4,Na toed should be applied to any component until ager al bracing and 4.Installation of Truss is the responsibility of the respectNe contractor. SEQ.: K 14 8 7 3 8 3 fasteners am complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, and are Por"dry condition'of use. EXPIRES: 12/31/2016 TRANS I D: LINK design bads be applied to any component. g.Design assunss MI bearing at all supports shown Shim or wedge if 5.ComWT� e. hrwcontreloverendaasumsarwreaponalbllgyfarihe necessary. October 27,2015 fabrication,handling,shipment and installation on of components. 7.Design assumes adequate drainage provided. S.This design is Nmished subject to the IMItathns set forth by H.Plates s shall bevboh t paboth ther llfame of Truss,and placed so their center TpWJIDA In BCSl,copies of which will be belched upon request. le9.Diglla Indlule abs of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-l908(MI7ek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 7.0" !COND. 2: Design checked for net(-5 TC: 2x9 KDDF #16BTR 9 psf) uplift at 29 "oc spacing. BC: 209 KDDF #16 BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"0C. UON. system and components and cladding criteria. LOADING BC 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, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.0, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPBF LIVE LOAD. TOP Gable end truss on Continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 31-102 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications, 12 9.00 17 3 1 2 1I 1 _ _ o / L//////U/////U///////////////////////////////////////l/////////////////////////// —/ CD M-3x4 4 l b 1-00 10-07 y P R Dress .4GINE R /� .4t 89782PE v<'` JOB NAME : POLYGON 3410-D NH - P1 Scale: 0.6090 WARNINGS: GENERAL NOSES, unless othanHse noted. Truss: P 1 i Buller and erection contractor should be advised of all General Note. 1.This design based only upon the parameters shown and Is for an Individual OREGON and Warnings before construction commences, balding component.Applicability of design parameters end properO 2.2s4 compression web bracing moat be Installed where shown.. Incorporation or component la the responsibility of the building designer. 6, .. „ N" 3.Additional temporary bracing to Insure MINOS during construction 2.Design and .110 Me tap and bottom es.b to be laterally braved al ' /+. A la the responsibility of the erector.Additional permanent bracing of 2'sc.entl et 10 o e.respectively unless braced Throughout their length by /7+ DATE: 10/26/2015 the overall structure is the recontinuous sheathing such as plywood sheathing(TC)arch/or drywall(BC). PAUL�� (� responsibility al the balding designer. 3.2s Impact bridging or lateral bredng required where Mown.♦ SEQ.: K 1 4 8 7 3 8 4 4.Na load should be spelled to any component until ager all bracing and 4.Installation of truss Is the responsibility of the respedme contractor. fasteners are complete and at no time should any Wada greater than B.Design assumes trusses are to be used Ina non-corrosive environment TRANS I D: LINK design Wads be applied to any component, and are for"dry condition"of use. .p(y �j /ry/{.p B.compuTrue ha.no control over and assumes no reeponsibiliy for the S. Design as.ume.Nil bearing at.0 supports shown.Shim.r wedge a EXPIRES:. 1 LIt71!L4 1 fabrication.hendling,Sapient and ineellallon of components, ty' 7.Design sesames aced on drainage faces of trusided. October 27,2015 8.This design la furnished essubjectat s to the limitations eel by e.Plates shag be bated on both faces of Irons,and plead w their Center TPBWfCA In SCSI,copies of which veil be furnished upon request, lines coincide with)Dint center Anes. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E S.Digits indicate.me of plate In inches. IN.For basic comedo,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 10'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-207) 605 6-3=( 0) 238 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-6933) 13586-7=(-211) 599 3-7=(-662) 105 -662) 186 WEBS: 2x4 KDDF STAND LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 0'- 7.0" -76/ 571V -43/ 12OH 5.50" 0.71 KDDF ( 625) 10'- 7.0" -52/ 443V 0/ OH 5.50" 0.71 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ". For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.013" @ 5'- 8.4" Allowed = 0.483" MAX TL CREEP DEFL = -0.027" @ 5'- 8.4" Allowed = 0.644" MAX HORIZ. LL DEFL = 0.004" @ 10'- 1.5" MAX HORIZ. TL DEFL = 0.007" @ 10'- 1.5" 5-10-02 4-05-02 0-03-12 Design conforms to main windforce-resisting T system and components and cladding criteria. 12 M-1.5x3 4.00 176 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 11l(End verticas) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 3 0 j (v1 M1T O t 2 I. 6 O M-3x4 M-1.5x3 M-3x4 1 y l 5-08-06 4-10-10 ope y 1-00 y PR 10-07 � " NG,IN `/0 � 89782PE JOB NAME : POLYGON 3410-D NH - P2 Scale: 0.4415 ''p. j✓fG' ` WARNINGS: GENERAL NOTES, unless otherwise noted: 7�OREGON /1K 1 a,I) 1.Builder and erection contractor Mould be advised of al General Notes I.This design is based only upon the parameters shown end le for an Individual G EG OI V .. Truss: P2 and Warnings before cen.tructin commence.. bulling componentApplkeNlty of design parameters end proper 2.2e4 compression Web bracing must be installed where shown a. Incorporation of component Is the re.ponalbllly of the bolding designer. ..74).. "4 i Y A b e 3.Add8anai temporary bracing to Inure Makin during construction 2.Design assumes"n lop end belt'n chords to M lelenly bnce0 el ✓rl 1 la me responsibility of the erector.Additional permanent bacin f T sc.and et ea Ides.respectively unless braced throughout their length by �+a g a continuous sheathing such es plywood sheathing(TC)andlor drywakBC). � -A UL L tFIP'� DATE: 10/26/2015 the overall structure Ie the responsibility Wile building designer. 3.2s Impact brtdgmg or Mterel bracing required where shown a a 4.No bed should be applied k any component MN eller al bredng and 4.Installation of truss is the responsibility of the respective certredor. SEQ.: K 14 8 7 3 8 5 fasteners are complet.and at no tine should any load.greater than 5.Design assumes Innes ere to be used Ina noncorrosive environment, end are kr'dry condition"or use design bads be applied is any component.component.TRANS ID: LINK 5.ComWTNehas nocontrol over end assumes noresponeibiliykrthe B °eehneryameiM1 tbearing IteMc supports °" Shim arw<deeit EXPIRES' 12/31/2016 fabrication.handing,shipment and instaletiun of components. 7.Deakinassumes adequate drainage is provided. October 27,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces or Was,and placed so their center TPIWICA N SCSI.topic"of Mich nil be furnished upon request. Mee coincide with joint center lines. 9.Digits indicate size of plate In inches. MTek USA,Ino.ICompuTfun Software 7.6.7)1L)-E to.Far basic connector plate design value.see ESR-131t,ESR-t888(MITee) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" TC: 2x4 KDDF #16BTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 BC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-98) 69 3-5=(-291) 172 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 2-3=(-100) 89 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -67/ 963V -31/ 92H 5.50" 0.79 KDDF ( 625) LL = 25 NSF Ground Snow (Pg) 7'- 9.0" -37/ 318V 0/ OH 5.50" 0.51 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = -0.229" @ 3'- 11.2" Allowed = 0.455" 7-05-09 MAX TC PANEL TL DEFL = -0.306" @ 3'- 11.2" Allowed = 0.683" 0-03-I12 1 f MAX HORIZ. LL DEFL = 0.001" @ 7'- 5.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 5.2" 4.00 ' M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 3 / Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, j (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Z load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only, N *9 O MI N 111 I 1 o -Mi ir _ 0 2 � -, 5 M-3x9 M-1.5x3 y l y 7-05-04 0-03-12 l l y 1-00 7-09 �� p PR Open t., NGINEF� ,0 :9782PE 172..... JOB NAME : POLYGON 3410-D NH - P3 Scale: 0.5962 WARNINGS' GENERAL NOTES, tides.otherwise noted' lir ,R Truss: P 3 Builder and erection contractor should be advised of ail General Notes This design I.based only upon the parameters shown and la for en individual def OREGON I �J end Warning.before construction commences building component Applicability or design parameters and proper +,(y ! 'e V I V (� 2.b4 comprepbn nsb bracing mull be installed where Mown+, incorporation of component la the rosponsibpity o/the building designer. T� �P V 3.Addillonal temporary bracing to Inwre stability during construction 2 Design and Ot tO the lop and bottom chords to be throughout braced et is the responsibility of Me erector.Additional permanent bracing of non a et i0 o.c.500h a ply unless braced throughout ihelr length by DATE: 10/26/2015 the overall structure le the responsibility of the building designer. continuous sheathing suerlbsdng requirede here hoorr rtlrywaA(BC). /+� (� 4.No lone should be applied to any3 in Impact bddging or lateral bradnp where Mown l♦ P `s SEQ.: K 14 8 7 3 8 6PPB component until ager ail bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at es time should any loads greater than 5.Design assumes wanes are to be used in s non-corrosive environment. TRANS I D: LINK design loads be applied to any component. and are for"dry condition.or use. 5.CompuTms has no oonhol over and assumes no responsibility for the 8.Design assumes full bearing al all supports Mown.Shim or wedge if fabrication,handling,shipment and installation of component. 7.Design saanea adequate drainage is provide.. EXPIRES: 12/31/2016 6.This design is hon/abed eab)enr Is the lielietione act forth Ny 8.P/ores shall No booted on both lOses otlr000,end pletad as their oenter October 27,2015 TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.7(iLFE 9.Digits indicate she of plate in bones. 10.For bads connector plate design values see ESR-1311,ESR-igen(MiTek) IMIMIMIMIIIMIIMMIIIIMIIIIIIMIIMIIIMIIMIMIIMIIMIMIMIMIIMIIMMIMIMI This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 WE: 2x4 KDDF STANTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. WEBS: 204 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. M-1.504 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM.CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-05-04 0-03-12 1' T T 12 4.00 17 M-1.5x3 i1i in 0 -''i' IIg1l ti N 2 in 0 1 o5 6 M-3x4 M-1.5x3 , l l 100 709 i,cOPRQ1 06, cc :9782PE 9r JOB NAME : POLYGON 3410—D NH — P4 '' .40111,Scale: 0.5837 �w WARNINGS: GENERAL NOTES, unless otherwise noted OREGON I.Builder and erection wntrador Maud be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual S. 1, . O REGo N `N !f•• Truss: P4 and warnings before construction commences. building componenl Applicability of design parameters and proper �,,�) I� 4)s� (7„v4 2.Dr4 compression web bradng maid be ineblbd where shown n. incorporation of component la the responsibility of the building designer. -74„. �/q E'f�y� A 'C 3.Additional temporary bracing to Insure stability during construction 2.Design and 10es the top and bottom aeras to be laterally braced atr'7 I 1 _4 y Is the responsibility of the erector.Additional permanent bracing of 4 nnnc.and s 1 a hin.suchuc as ply unless sheathing/7C) ihroug and/or their sl)B). ej continuous sheathing ti rpespectively sbraced t rouhoudrywaAgth b �. L {`� DATE: 10/26/2015 the overall structure is the responsibility of the budding designer. 3.23 roped bridging or lateral bradng required where shown e n SE K 4.No load should be applied to any component unto after all truss bradng and 4.Installation of ss Is the responsibility of respective contractor, Q• 14 8 7 3 8 7 fasteners are complete and at no time should any pads greater than 5.Design assumes trusses are to be used in a non-corrosive environment design loads be applied to any component. and are for"dry condition"of use. TRANS ID LINK B.Design assumes halbestingatatsupports shown.Shim orwedge if EXPIRES: 1`2131I D1 7 • 5.CompuTrvs has no control over end assumes no responeibdny forme necessary, �{ t� fabrication.handling,shipment end instaihtion of components. 7.Design assumes adequate drainage is provided. October Z7,2O15 8.This design is furnished abject o the nmyations set fort by S.Plates shad be located on both faces of truss,and placed so their center TPW.TCA in SCSI,copies of which MMA be furnished upon request. ines. 9.InDies coinincide withslujoint oi plate ecenter Rohaa. MiTek USA.Inc.ICompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,EOR-1988(1.0Tek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF g1613TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&RTR SPACED 24.0" O.C. 1-2=( 0) 68 2-4=(0) 0 2-3=(-62) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)♦DL) 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -71/ 30W -19/ 72H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -20/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 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/100 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" f 1' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads ' in the plane of the truss only. w 0 0 , 1 ti O f. N O 1 M-3x4 1 i' ). 1-00 2-00 PROVIDE FULL BEARING;Jts:2,4,3 4ED - PROPes s C7«' ' N I N �- 'O 1. '.` 89782PE -7r'` JOB NAME : POLYGON 3410-D NH - SJ1 "' Scale: 0.6696 WARNINGS: GENERAL NOTES, intens otherwise noted V. Truss: SJ1 1 Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual .A"OREGON N. and Warnings before construction commence. building component.Applkablllty of design parameters and proper / OREGON Q 2.Aid conal tempoession arab bracing Ins be t installed where shown«. Incorporation of component le the responsibility of the building designer. �� 6, (.15 � 3 Additional temporary bracing m Insure stability dicing construction 2.Design assumes the top and bottom chorda to be laterally braced at I/ Is the responsibility of the erector.Additional permanent bracing of T o c.and al 10 c.c.reepecltaely unless braced throughout their length by (,.: DATE: 10/26/2015 the overall structure Is the responsibility or the binding designer. continuous sheathing wenteaacing re aired mereCasm CtlryweA(BC) •' /+y 3.:n Impact brtdging or therelbracing required where shown«« '-" SEQ.: K 14 8 7 3 8 8 4.No mad should be applied to any component until after all bredng and 4.Installation of Ousels the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design anuses trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be appliedteanycomponent. enders for"dry condition"ofaee. 5.CompuTma hes no control over end assumes no responsibility formeneset6.Design assumes full bearing at all supporta shown.Shim or wedge if �.a fabrication,handling,shipment and Installation of component.. 7.Design aswmes adequate drainage la provided. EXPIRE :S12/31/2016 8.This design is furnished subject to the limBatlons set forth by 8.Plates shall be bated on both faces of(ruse,and placed so their center October 27,2015 TPIIW1CA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. MTek USA,Inc./CompuTrus Software 7.6.7(1L}E 9.Digits indkate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 63 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. 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 PIF 0'- 0.0" -50/ 322V -37/ 118H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -7/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -60/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.0 9.00 3 -/ MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 10 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir I, ,o load duration factor=1.6, o I End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. cm o cm, o / -/ M-3x4 l . el l 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 ' ,;?,0) h R ope �C7,`�- „.GINE,''' cSj0� 17 4 :9782PE JOB NAME : POLYGON 3410-D NH - SJ2 . • -""'� Scale: 06592 -� WARNINGS: GENERAL NOTES, unless otherwbe notesA. +CJaa©N N. 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for en individual A_ •v 17 EGO �. Truss• S J2 and Warnings before construction commences balding component.Applicability of design parameters end proper 5', G� • 2.2s4 compression web brad must be instalbd where shown+. incorporation ass e component b the mapondbllly of the buildingbdesigner. R _,<(,,N- 3. bracing mu 2.Design assumes the tap end bottom drords to be laterally braced at V 3.Additional temporary bracing to insure stability during construction 2 oc.and et 10 o c respectNely unless brand throughout Nair bngth by /+.s/l is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa/(BC) T"„�"1 U I_ �` DATE: 10/26/2015 the overall structure le the responsibility of the building designer. 3.2s Impact bridling or lateral bracing required where Mown++ SEQ.: K 14 8 7 3 8 9 4.No bed should be applied to any component until ager al bradng and 4.Installation of truss is the rosponalbllty of the respectNe contractor. fasteners are complete and at no time should any bads greater then 5.Design assumes trusses are to be used Ina non-corrosive environment design loads be applied to any comporwN and are for"dry nndmon'of use. (� {] �'r 12/31/2016!7 �j.l[ry/�{p TRANS ID: LINK 8.Design assumes lull bearing at al supports shown.Shim or wedge!! EXPIRES: IG�7/TLU I V 5.compurrue has no control over and assumes no responsibility for the n m-„,. ,.,a fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both fans of buss,and placed so their center TPNNICA in SCSI,copies of which WS be furnished upon request. 9.Ines sa coincide ijoint center lines size of tots in inches. MITek USA,Inc./CompuTnus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS LU: 2x9 ECIF C1TIOR TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4BR/DDF/Cq=1.00 TC: 2x9 KDDF 91613TR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 1-2=(-85) 69 1-3=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS' R/ACTIONS REACTIONS 8H 5I5E 0.21 F ( 625) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 130V -32/ 83H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" -27/ 72V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -64/ 99V 0/ OH 1.50" 0.16 IMF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5(- psf) uplift at 29 "oc spacing. 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LI, DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 9.00 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 -I MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 0 r CD / o � 0 1 . 3 . y M-3x9 ) l ,1 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:1,3,2 I 0 �0 P R Ofifiss k.4 ",R /0 .4t 89782 ter-- JOB NAME : POLYGON 3410-D NH - SJ2X Scale: 0.6561 WARNINGS; GENERAL.NOTES, unless otherwise noted: `ry Truss: SJ2X Bunker and erection contractor should be advised chat General Notes 1.This design is based only upon the parameters shown and is for an individual .4. .. ORE!'GO ;J and Warnings before construction commences building component ApplkabilEy of destgn parameters and proper 7 V 1 7 4-14J f j1 O 2.254 compression web bracing must be installed where shown 4. incorporation of component is the responsibility of the building designer. �.,y 3 Additional temporary bracing to Muse stability during construction 2.Design assumes the top and bottom chords to be tMandyhroughout braced at "qj., eft k-17, Lj V: }.,¢ DATE: 10/26/2015 is the responsibility of the erects,Additional permanent bracing or 2'o.c and at 10 0.0.respectively unless braced throughout their length by a 7 ! V_1. the overall structure is the responsibility of the building designer. continuous sheathing suchras acing red uired here seers dryweN(BC). f"q I J L R�} Q.: K1487390applied4.InIimpactbridgingislarerelpracingtyatthewhpsheer S E 4,No lose should be to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time should any pads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied to any componentt end are fan dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility ler Me 8.Demsea y. assumes di bearing at at supports shown.Shim or weeps if / l .{ febdcetlon,hantlling,shipment and Inatellallon of components. 7.Design assumes adequate drainage is provided. EXPIRES. 1 2/31/20 E 6. 6.TMsdestgnishimus ishedsubjecttothelimitationssetfodhby 8,Plates shall be located on both faces oftrs,and placed sotheir center October 27,2015 TPIM'TCA in BCS',copies of which edt be furnished upon request. lines coincide with joint center lines. MTek USA,Inc./CompuTrus SOM1ware 7.6.7(1 L)-E 9.Digits Indicate she of plate In inches. 70.For bask connector plate design values see ESR-1317.ESR-1988(MOTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATITNS 1-2=( 0) 68 2-4=(0) 0 TC: 2x4 KDDF #lBTR LOAD DUSAIED INCREASE O.C.= 1.15 2-3=(-135) 92 BC: 2x4 KDDF #1&BTR SPACED 299..0" O TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -25/ 310V -55/ 165H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 5'- 11.7" -93/ 197V 0/ OH 1.50" 0.24 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 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, IL=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 BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.054" 3 .../ MAX BC PANEL TL DEFL = -0.004" @ 1'= 0.1" Allowed = 0.072" • MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 'f MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 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. 1 0End 4�� M-3x4 y y 1 1 1-00 2-00 3-11-11 so PEI oFe.c, (PROVIDE FULL BEARING;Jts:2,9,3I •C��j�yG,l C /0 a�u 8.782PE sr JOB NAME : POLYGON 3410-D NH - SJ3 Scale: 0.5345 WARNINGS: GENERAL NOTES, unless otherwise noted -y �RE. ON�^�'.v~* 1.Buller and erection conlrador should be advised of al General Notes 1,This design is based only upon the parameters shown and Is for an Individual 7 v Truss: S J3 and Warnings before construction commences. beading component.AppgcHlity of design parameters and proper yver �q 1 2.2x4 compression web bradng must be Installed where shown*. Incorporetlon of component Is the responsibility of the building designer. {,�. a Design assumes the top and bottom chords to be laterally braced et Y 3.Additional temporary bredng to Insure debility during a/narucgon 2 our and at is o.c respectively unless braced throughout their length by lathe reapondblllty of the erector.Additional permanent bredng 91 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) ir PA UL ♦- DATE: 10/26/2015 the overate stmctaro Is the responsibility of the building designer. 3.2a Impact bridging or lateral bradng required where shown+• 4.No load should be applied to any component until after el bradng and 4.Installation of buss Is the responsibility of Me respectNe contractor. SEQ.: K 14 8 7 3 91 fasteners are complete and at no time Should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. and are for"dry condition of use. TRANS I D: LINK design lads be applied to any compliant. 6.Design assumes hill bearing at all supports shown.Shim or wedge if EXPIRES- 12/31/2016 6.CompuTrus has no control over and assumes no responsibility for the neasssry. tsbriallen,handling shipment and installation or components. 7.Design assumes adequate drainage Is provided. f\ 4 9". r 27,2015 6.This design is fumiehed subject to the lhntatbns col forth by 8.Plates sshall be coincide with located d on center lines.faces of truss,and placed so their center TPVm WICA SCSI.copies of whichfurnished befurnishedfurnisheded upon requesrequest. A lines request. g.Digits Indicate saeofplate In Inches. Mrrek USA,Inc.ICompuTrus Software 7.6.7(11}E to.For basicconnector plate design volas see ESR-1311.ESR-1880(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #16BTR TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cpl=1.00 BC: 209 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 SPACED 29.0" O.C. 2-3=(-182) 120 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" 0/ 299V -79/ 212H 5.50" 0.90 KDDF ( 625) 1'- 9.2" -195/ 296V 0/ OH 5.50" 0.97 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.6" -125/ 198V 0/ OH 1.50" 0.32 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 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 = 0.000" @ 0'- 0.0" Allowed = 0.001" --; MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.059" VI MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ioEnd verticals) are exposed to wind, o Truss designed for wind loads d, in the plane of the truss only. 0 kV o 0 O l l y l 1-00 2-00 5-11-11 "VO PROF s (PROVIDE FULL BEARING;Jts:2,9,3 . . GINE ". tS>, rt` 89782PE 17�' JOB NAME : POLYGON 3410-D NH - SJ4 4011110 Scale: 0.4473 """""^ ' •- ' WARNINGS. GENERAL NOTES, unless otherwise noted: 'MAWN Truss: S J4 1.Baader and erection contractor should be advised el all General hales t.This design Is based only upon me parameters shown and N for en individual ..ay�OREGON/".5!^t� �__I and Warnings before construction commences. building component.Applicability of design parameters and proper 77- V Fl 41 V 2.2a4 compression web bracing mull be installed where Moven+. Incorporation of component Is the reeponsibalty of the building designer. 3.Additional temporary bracing N Insure aI billty du4ng construction 2 Design assumes the lop and bottom chords to be Ntereay braced at "�A q[y gyp:.q lj '� Is the responsibility of the erector.Additional permanent bracing of T o.c and et 1 d a.c.eonS cc sty unless braced throughout their length by !IV rZ I 1 DATE: 10/26/2015 the overaf Nructu,e is the responsibility of the bowing designer. In Impact bddging or such as adng re aired here shown tlrywaA(BC). /y � (�}� 3.2x bet Is t • Na is me responsibility of me respective contractor. fasteners are complete and at no time should any bads greater than s.Design assumes Misses are to be used Ina non-corrosive environment. TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. 6.Design assumes Mid bearing al all supports ahovm.Shim or wedge If 5.CompuTus has no control over and assumes no respensibillty for me }� f fabrication,handling,shipment end installation of components. 7.Design auumea adequate drainage is provided. EXP'."ES: 12!3112016 6.This design is Furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center October 27,2015 TPIM/ICA in SCSI,copies or which will be furnished upon request. Ines alndde with joint center linea MITek USA,Inc./CompUTfu6 Software 7.6.7(1L}E B.Digits indicate size of plate In inches. to.For basic connector plate design values see ENR-1311,EBR-7888(MiTek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION joint unless x,y on plateFailure to Follow Could Cause Property 1 3/4 Center 6-4-8 dimensions shown in ft-in-sixteenths I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury Mil Dimensions are in ft-in-sixteenths. viT446. Apply 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 BCSI. TOP CHORDS c1-2 C2-3 2. Truss bracing must be designed by an engineer.For O'1/16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I !c16- filMamor bracing should be considered. M = 3. Never exceed the design loading shown and never stackmaterialsoninadequatelybracedtrusses.O4. Provide copies of this truss design to the building C7-8 C6-7 C5-6designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-14a' 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 and embed fully.Knots and wane at joint AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. required directionof slots in THE LEFT. connector plates. 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as publisheJuned specified. / pir Indicated by symbol shown and/or by AWC ineffective thedate 2005of/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 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. *111 Ailk Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. II 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with r.=. project engineer before use. Industry Standards: 19.Review 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. is not sufficient. DSB-89: Design Standard for Bracing. a ttt20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, i' ekTGuide 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