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Plans (388) mS-1- c\ - � 1 c,(Act Srcvcc \ MiTek� MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-355_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45755189 thru R45755200 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. `���0 P R()Fess 5 �NGINi F9 /0 (14 2 87022PE 9f N N g. <c`,�'Oi, OREGON cy <u 9c, ''78ER �1 �`9 A. 1-1E-C EX' :06/30/ / October 27,2015 Hernandez,Marcos 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. Job Truss Truss Type Qty Ply POLYGON R45755189 PL15-355 UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:20 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-Z8J1 rY?d5vDVTbKMJBy122_DyC9jGwiZPT4JdoyPA2r p10-011 1-2-0 111-0-12 1 1 2-6-0 I 2-4-9 1H.1:2&_,11 1-9-11 1 P-84)I Scale=140.1 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 9\ '/ No Nl'- • i bO It.— 1C11111%4 24 23 22 21 20 19 18 17 16 15 1.5x3 II 1.5x3 II 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 I 8-8-5 P-3-51 I 19-6-8 I 22-11-8 I 3-6-12 5-1-9 7-o 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)- 12:0-1-8,Edoe1,13:0-1-8,Edgel,118:0-1-8,Edgel.(19:0-1-8,Edgel LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-377/Mechanical,21=950/0-7-0,24=-15/0-1-12,16=1450/0-5-8 Max Upliftl5=-480(LC 6),24=-121(LC 6) Max Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=-1478/0,6-7=-1478/0,7-8=-1478/0,8-9=-1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=-812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. � c) PR 0Fe �(. RNs�lNE`cR�/-9 87022PE r yc ,N '0), OREG•N cls iti 9O cci�jSER \\ \O On A. HEik EXPIRES:06/30/2017 October 27,2015 i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. NI. Design valid for use only with Mffek/connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,D5B-89 and BCSI Boning Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755190 PL15-355_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:22 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-V WRnGDOtdWIDiuUkRc?V7T3VW?I5k5HrtnZQigyPA2p Fj H a to - Scale=1:40.5 4x4= 2x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 N1 s./ ,\ •�I/•\ / N e/ !e/ !e-w-n/,\e a/,\ /+\ / \• 1-‘I j e 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 DESIGJJzER IS REQUIRED. n-- I 16-5-2 1-07-21 I 23-9-0 I 16-5-2 0.7-0 6-1-14 a7-0 Plate Offsets(X,Y)- (18:0-1-8,Edgel,129:0-1-8,Eduel,130:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=-1608/0,4-5=-2891/0,5-6=-2891/0,6-7=-3859/0,7-8=-3859/0, 8-9=-4510/0,9-10=-4510/0,10.11=-4847/0,11-12=-4847/0,12-13=-4859/0, 13-14=-4859/0,14-15=4583/0,15-16=4583/0,16-17=-4583/0,17-18=-3948/0, 18-19=-3948/0,19-20=-3948/0,20-21=-2879/0,21-22=-2879/0,22-23=-1613/0, 23-24=-1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=-1183/0,2-38=0/1068,4-38=-952/0,4-37=0/846, 6-37=-730/0,6-35=0/625,8-35=-508/0,8-34=0/403,10-34=-288/0,14-31=-305/21, 17-31=0/551,17-30=-991/0,24-26=-1187/0,24-27=0/1072,22-27=-931/0,22-28=0/841, 20-28=-768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��r_O PR OFF 3)Refer to girder(s)for truss to truss connections. S 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 ��,Ca �NGINEi- 5/029� attached to walls at their outer ends or restrained by other means. $7022PE N N y "j, OREGO cy�a� 9O 0M$EFt \'' OSA. Hec EXPIRES:06/30/2017 October 27,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I Design valid for use only with Weir®connectors.This design is based only upon parameters shown,and is for an individual building component,not a tens 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 b to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,DSB-89 and BCSI Building Component 7777 109 Safety InformatIon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus HeiOhts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755191 PL15-355_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9g1Z-RvZYhv2798jxyCd7Y01 zCu8t3pPZCmR8K52XmZyPA2n 11-0-0 I0-11 1-2-0 i V-- __RI =1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e e a e e a e_ o_ + o e_ e _ _ 3V" 29 28 27 26 25 24 23 22 21 '2D 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5 = 3x4= 12-10-10 I 11-8-10 112-3-101 1 19-0-8 I 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edoel,f23:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress!nor YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1508/0,3-4=-1508/0,4-5=-2627/0,5-6=-2627/0,6-7=-3368/0,7-8=-3368/0, 8-9=-3726/0,9-10=-3726/0,10-11=-3737/0,11-12=-3737/0,12-13=-3422/0, 13-14=-3422/0,14-15=-2618/0,15-16=-2618/0,16-17=-1511/0,17-18=-1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=429/0,2-30=-1125/0,2-29=0/987,4-29=-847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=-313/0,12-25=-60/615,18-20=-1127/0,18-21=0/989,16-21=-832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<:Ck PROFESS ‘crc tiNGINE-,1 /04y 87022PE f f N 'cvN -7„�Aj, OREGO r)�Ali C AMBER \, SSA. HEt4 EXPIRES:06/30/2017 October 27,2015 t __ t ®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 Mtiek®connectors.This design a 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 the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qua*Criteria,DSB-89 and BCSI Butidng Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 I Job Truss Truss Type Qty Ply POLYGON R45755192 PL15355_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct27 13:51:24 2015 Page 1 ID:s3crybS6SJgMSM2Sm_Dy9giZ-RvZYhv2798jxyCd7Y01 zCu8xepXLCod8K52XmZyPA2n 0-10-0 I I 1-2-0 0-19_1-03131 2-6-0 1 I 1-2-0 1 1 1-3-7 Scale=1:19.8 1.5x3 11 3x4= 3x4 114x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 7 8 3x4= 9 e • • • e • ee0 9 11N7:e. o �(ue) e� e 17 16 15 e'4sl 13 12 11 10 1.5x3 11 1.5x3 II /\ 3x6 = 1.5x3 II 1.5x3 II 3x4= 4x6= 3x4 = 1 3-0-0 885 9-3-5 9-10-5 11-4-12 3-0-0 1 5-8-5 1 0-7-0 1 0-7-0 1 1-6-7 Plate Offsets(X,Y)— 1.2:0-1-8,Edge1,f3:0-1-8,Edge1.17:0-1-8,Edoel,f8:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17=-72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6=-570/0,6-7=-570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,5-14=-508/0,8-10=-610/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. '`ccE© PR ppFSS ,_5 NGINE wo2 87022PE �r N N - c\AAj, OREG•N q, L APO AM1 BER \ N' �S A- HES'` EXPIRES:06/30/2017 October 27,2015 ...... I mit ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI57473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors.This design B based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755193 PL15-355_UPPER F06 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:25 2015 Page 1 ID:s3crybS_6sJgMSM2Sm Dy9giZ-v57wuF3mwRroZMCJ6kYC15h5hDerxAglZlo4J?yPA2m 10-10-0 ii 1-2-0 ii 1-0-12 1 1 2-3-1 I I 2-6-0 ii 1-2-0 ii 2-3-3 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 43 5 6 7 8 9 10 e e 6. -----------------------r1; I° N B e 9 - 44144414144411411% c.- • • -f 411, 1�s 18 17 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= I 3-6-12 I 8-8-5 1935 10-5i 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— f2:0-1-8,Edgel.13:0-1-8,Edael.14:0-3-0,Edgel,f6:0-1-8,Edge1.f7:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 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 Incr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=-1/0-1-12,11=571/Mechanical Max Uplift19=-105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (Ib)-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. c��' GNEERs, 87022PE 7t 7 N '- N SATOREG•N ry�O4 �0 c�wt3ER �� .7 OS A. Heck EXPIRES:06/3012017 October 27,2015 6 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MiTeke connectors.This design B 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 Mieek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755194 PL15-355_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 I D:s3cryb0S6sJgMSM2Sm__D_y9giZ-sUEgJx40S35WpgMi E9bgq WmPv0RaP7Ka03H BNuyPA2k 11-60 I f1 1 1-2-0 1 F-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14+\\15 16 17 18 19 30 29 28 27 26 25 24 23 22 21 30 3x4 = 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-6-14 I 11-4-14 1I-t1-1, 1 1B-8-12 I 114-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,123:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. <��EO P R OFFS �� tlaINER Svo1- 'r 87022PE ter' / N i.0OREGON cP <U '�<MQ LBER EXPIRES:06/30/2017 October 27,2015 e I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" o always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M11 Quafty Crtteda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755195 PL15-355 UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 I D:s3crybS_6sJgMSM2Sm_D_y9giZ-sUEgJx40S35WpgMiE9bgq WmPw0XiP3ma03HBNuyPA2k I 2-3-0 I 2-3-0 1115-9 I 1-2-0 ii 1-9-11 1 2-6-0 I ID-6D I Scale=1:34.2 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x4 = 1.5x3 I I 3x6= 3x4 II 3x8= 1.5x3 I I 1 2 3 4 5 e 7 8 9 10 11 _ • 0.1 18 17 16 15 14 13 12 3x4= 1.5x3 II 3x4= 3x8= 3x8= 3x5= 3x5= I 18-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(X,Y)— 14:0-1-8,Edoel.115:0-1-8,Edael LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 Max Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1736/0,3-4=-1736/0,4-5=-1867/0,5-6=-1867/0,6-7=-1190/0,7-8=-1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=-1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=-851/0,4-17=-462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. R <<-\` R., P OFFS &70 2PE N 7c% SAT OREGON ti�Q�N 9O 41BER1\ k9 ckv• EXPIRES:06/30/2017 October 27,2015 e 1 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1611 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 we,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 MiT@ke is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,D5B-89 and SCSI Building Component 7777 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heghts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755196 PL15-355_UPPER F09 Floor 2 1 Job Reference(ptional) Pacific Lumber Si Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 ID:s3crybS_6sJgMSM2SSm_Dy9giZ-otMRkd6G gLE2zW4Lad8vxskzg6gt1jtUNmISmyPA2i 1 1-0-0 I 1 0.82 I 1-2-0 I FI-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e 1:42 � B ' • 29 28 27 26 25 24 23 22 21 �'. 3x4 = 4x5= 3x5 = 3x5= 3x5 = 3x5= 3x4= 3x5= 4x5= 3x4= 12-9-10 I 11-7-10 112-2-lot 1 18-11-8 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)-- 112:0-1-8,Edge1.123:0-1-8,Edpe1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.28 25-26 >817 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.43 25-26 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:96 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=-1500/0,4-5=-2612/0,5-6=-2612/0,6-7=-3346/0,7-8=-3346/0, 8-9=-3697/0,9-10=-3697/0,10-11=-3697/0,11-12=-3697/0,12-13=-3396/0, 13-14=-3396/0,14-15=-2603/0,15-16=-2603/0,16-17=-1504/0,17-18=-1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=-841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=-827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���E'D PROFFLS Co NGINEF.q /O �, 2 87022PE 9f cn >, -7 �Aj, OREG•N /o q�H �O '48ER 11 �S A. HE EXPIRES:06/30/2017 a October 27,2015 __ f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. MI Design valid for use only with MTek®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. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tell Quality Crtteda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755197 PL1S-355_UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber S Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 ID:s3crybS 6sJgMSM2Sm_Dy9giZotMRkd6G_gLE2zW4Lad8vxsrWglbt8otUNmlSmyPA2i 3x4= 0-11-11 I I 1-2-0 I I 0-10-1 I 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 0 N 1.5x3 II 1.5x3 I I 8 7 6 3x4= 3x4= I 3-5-12 I 3-5-12 Plate Offsets(X,Y)-- f2:0-1-8,Edgel,13:0-1-8,Edriel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft 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 Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. C,N•-• �G E,Fu. R sip_ 4c 87022PE 9r / yN ' ,N Ni ,0), OREGON rye OCU 'A0 1/8ER \1 OS A- HCrt EXPIRES:06/30/2017 October 27,2015 i 1 itigr• ii ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design's based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery;erection and bracing of trusses and truss systems.see ANSI/Mil QuaIlly Csfterta,DSB-89 and SCSI Building Component Suite 109 Safely information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755198 PL15-355_UPPER Ell FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:30 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-G3wpxz6ul_J5g75HvH8NR9OtAERBcOelilWr CyPA2h °f ia°I f 1-2-0 I I I-0-12 I I 1-0-0 I -I 1 1-2-0 110-11-3 Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 5x6 = 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 l'-5: r,, LW MA oo - K. Mlip, - /4 14 1 Nil IV 1 liMr•.Wro i N.. / I '11 r W. W I _ _ ii 31 30 28 27 26 25 24 23 22 21 3x4= 3x6= 4x5= 3x5= 3x6= 3x5= 3x5= 4x8= 3x4 = 1-i-0 11-8-0 17-3-0 1 3-6-17 I 8-8-5 C315?- 3-5 -10-51 19-6-8 1-1-0 0-7-0 0-7-0 1-3-12 5-1-9 7-0 0-7-0 9-8-3 Plate Offsets(X,Y)- 12:0-1-8,Edgel,(3:0-1-8,Edgel,(9:0-1-8,Eduel,110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress 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- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=-164/0-1-12,20=1315/0-2-12 Max Uplift32=-269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=-610/0,6-7=-610/0,7-8=-1756/0, 8-9=-1756/0,9-10=-2370/0,10-11=-2900/0,11-12=-2900/0,12-13=-3113/0, 13-14=-3113/0,14-15=-2995/0,15-16=-2995/0,16-17=-2480/0,17-18=-2480/0 BOT CHORD 31-32=-450/0,30-31=-450/0,29-30=-450/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 WEBS 2-31=-252/0,9-26=0/410,10-25=-331/0,2-32=0/665,3-29=-917/0,5-29=-1249/0, 5-28=0/1047,7-28=-898/0,7-27=0/716,8-27=-11/251,9-27=-1122/0,18-20=-1819/0, 18-21=0/1654,17-21=-839/0,16-21=-438/0,16-22=0/283,11-24=-266/0,10-24=0/844 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)32,20. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��Q PR OFF be attached to walls at their outer ends or restrained by other means. fL �' 5)CAUTION,Do not erect truss backwards. ,-_\ '7 ��GI N4-, d/9 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. ,C? ?ice The design/selection of such connection device(s)is the responsibility of others. Q $70 2P E 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). r` LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 O SRI , Uniform Loads(plf) AT OREGON (©O(V Vert:20-32=-8,1-19=-80 Concentrated Loads(Ib) `per ' ER 1'' Ver[:17=-791(F) Or, A FiER'� EXPIRES:06/30/2017 October 27,2015 4 a r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. .', Design valid for use only with MRek®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 a� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi!T Qi k* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quarriy Criteria,DSB-B9 and BCSI Building Component Suite 109 Safety Information avalable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755199 PL15-355_UPPER F12 FLOOR 1 1 Job Referencejootional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:31 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-kFU8917W M-lcylHgTT?fc_Mx4VercLvTAxhFPWtyPA2g 0f 10-0{1 1-2-0 1 I 1-0-12 1 1 2-6-0 I 2-4-9 ii 1-2-0 1 1 1-9-7 I Scale=1:34.0 1.5x3 I 13x4 = 3x4 = 3x4 II 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e e e e e / T-/ o ',1'I I/e -� e 1,, e �p V like 19 18 17 16 15 14 13 12 3x4 =1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4= I 3-6-12 I 0-6-5 g3-5 fi10-51 1'M-4 I 6 312 5-1-9 b-7-0 0-7-0 9-7-15 1 Plate Offsets(X,Y)— 12:0-1-8.Edael.13:0-1-8,Edoel,114:0-1-8.Edoel,115:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Upliftl9=-166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-18/294,3-4=0/714,4-5=0/720,5-6=-1980/0,6-7=-1980/0,7-8=-1980/0, 8-9=-2148/0,9-10=-2148/0 BOT CHORD 18-19=-294/18,17-18=-294/18,16-17=-294/18,15-16=0/887,14-15=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. 444 2 87022PE -9r yNN �"c, OREG N et,eO� "IPOsM8ER �\ OS A- HE.0 EXPIRES:06/30/2017 October 27,2015 i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with Weir®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 apptcability 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualily Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755200 PL15-355_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:32 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-CR2ZMe89GbkovRFfOiArXaUMt1 KQ4VhKAL?y25yPA2f 3x4= 0-11-11 I I 1-2-0 I 0-9-5 I 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 II ilH EIM II II IMF' r ■ wii!:!. -/ 1.5x3 II 1.5x3 II 8 pi 7 6 5 3x4= 3x4= I 3-5-0 1 3-5-0 Plate Offsets(X,Y)— F2:0-1-8,Edael.13:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=145/0-2-12,5=145/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �o� 0 PR Ofse c..co NGINEAR siO29� ma 8 0 2PE , CP gy �'0j, OREGO cls,41/9O0M8ER '\1 � S A. HEcik EXPIRES:06/30/2017 October 27,2015 S 1 l mi ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall MiTek' building design.Bracing indicated is to prevent buckling of individual tens web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,devery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaiily Criteria,1)58-89 and BCSI Building Component 7777 Greenback Lane li Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4" ( (Drawings not to scale) Damage or Personal Injury offsets are indicated. I J 1 rY raMDimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS �� 2. Truss bracing must be designed by an engineer.For 0 /16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _t U o bracing should be considered. 3111M-01111O A 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. � O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-8 C6-7 C5-6r- designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS, software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that i! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ff.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 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. ■Mliefr reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN NM 40 18.Use of green or treated lumber may pose unacceptable �_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: WI ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracin is not sufficient. g g• miTeke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 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. .$), OPR()Fe 616) eco t4G1NE 144 89782PE 9f OREGON ��• '9 "AUL 31/2016 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 LUMBER SPECIFICATIONS 19-09-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1507) 398 1- 5=(-243) 1108 5- 2=( 0) 277 BC: 2x6 KDDF #1&BTR 2- 3=(-1108) 367 5- 6=(-246) 1109 5- 3=(-39) 56 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1509) 398 6- 9=(-292) 1110 3- 6=( 0) 269 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. DON. TC SNIP' LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 8'- 9.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC UNIP LL( 50.0)+DL( 14.0)= 64.0 PLF 8'- 9.0" TO 14'- 9.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 19'- 9.0" V 0'- 0.0" -294/ 1175V -92/ 92H 5.50" 1.88 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR 19'- 9.0" -244/ 1175V 0/ OH 5.50" 1.88 ROOF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 8'- 9.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR LOPS£ LIVE LOAD. TOP MAX LL DEFL = -0.027" @ 6'- 0.0" Allowed = 0.692" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.049" @ 8'- 9.0" Allowed = 0.922" MAX HORIZ. LL DEFL = 0.008" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.012" @ 14'- 3.5" 2-09-10 5-11-11 Design conforms to main windforce-resisting 5-11-11 f system and components and cladding criteria. T 320# $320# 12 12 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-5x69 OO (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 9.00177 'q load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads #1e� in the plane of the truss only. ' o Ihilillikillh. o 1 o o 1f 6 6 .. 4 i * o M-3x4 M-3x4 M-1.5x3 M-3x4 y l , l 5-09-11 3-03-07 5-07-15 y 14-09 y ' t'f. ,U PRope e3 0.4GINEk-61. /0 :9782PE JOB NAME : POLYGON 3410-D NH - Al • Scale: 0.4028 -"� WARNINGS: GENERAL NOTES, unless othe,vhe noted: .., (vI O1.-- Truss: � 1.Binder end erection contredur should be advised of all Genets)Notes 1.This design Is based only upon the parameters shown end la for an individual 9' ffR... OI V T ru S S: Al end Vdemklgs before construction commences. bulking component.Appddceb114 of design parameters and proper it 2 2.244 compreabn web bradng must be installed where shown e. incorporation of component h the royroneWAlty of the building designer. 7 4[i`r ' , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be htereM braced et e'I I ` �(/ Is the responsibility I the erector.Additional m bracing f 2 o.c.and et 10 o.c.eaoh cc sly anises braced throughout their length by s �j`* Ity a permane 9 o continuous sheathing ouch as pNwwod sheathing(TC)and/or drywa8(BC). PAUL L L y DATE: 10/26/2015 the overall structure Is the responsibility of the balding designer. 3.24 Impact bridging or lateral bredng required where shown 0* v SEQ.: 01407343 4.No load should be applied to any component until after el bredng and 4.Installation of truss Is the responsibility or the respective contractor. fasteners are complete and at no time should any roads greeter than 5.Design assumes trusses are to be used in a nen-corm&ee environment, and TRANS ID: LINK design loads be applied toany component. Design ssumesor"dry ondem bearing at 5.CompuTrua hes no control over end assumes no responsibility for the d Design ese'mee bell baa""gat•"sapyad"kovsr.shim or wedge if EXPIRES:. 12/31/2016. fabrtation,handing,shipped and instdiOon of components. 7.Designassumes edequate drainage is presided. OV101,24r 27,2015 8.This design is banished subject to the limitations set forth by 8.Plates shall be located on both faces of tons.and placed ea their center TPUWICA In BCSI,oodles of whirl,will be furnished upon request. lines coincide wdh joint center lines. 9.Digits Indicate eke of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6.7(1L)-E t0.For bake connector plate design values see ESR-1311,ESR-1988(Mack) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 BIDE #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-735) 222 1-6=(-124) 520 2-6=(-193) 192 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-559) 199 6-5=(-121) 515 6-3=(-125) 381 WEBS: 2x9 KDDF STAND 3-4=(-559) 199 6-4=(-193) 192 LOADING 4-5=(-735) 222 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 = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 50.IH. (SPECIES) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -83/ 620V -122/ 122H 5.50" 0.99 KDDF ( 625) 14'- 9.0" -83/ 619V 0/ OH 5.50" 0.99 BIDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.011" @ 7'- 9.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.028" @ 11'- 4.4" Allowed = 0.435" 7-04-08 7-04-08 MAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" 1' 'c 1' MAX HORIZ. TL DEFL = 0.009" @ 14'- 3.5" 3-09-09 3-06-15 3-06-15 3-09-09 T 1' '1 ' ' Design conforms to main windforce-resisting 12 12 IIsi-9x4 system and components and cladding criteria. 9.00 v 9.00 Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IVEnd 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 1111111111111:- .5x321+ Allihkh 0 0 of 1* 6 ** 5 1 o M-3x4 M-3x8 M-3x4 y l c 7-04-08 7-04-08 ,. y �CQ`�p P R OF 14-09 cam• '„, /E�`'T Sr0� " :9782PE 9r JOB NAME : POLYGON 3410-D NH - A2 ..e• ' Scale: 0.3528 V MIWARNINGS: GENERAL NOTES, urMeesotherMsenoted 7 EG©(V Truss: A2 1.Binder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and h for an Individual y 'Q4 •sue ` and Warning.before construction commence.. building component.Applicability of design parameters and proper fCJ �q` 2.aid compression web bracing must be installed where shown+. incorporation or component is me rospomlenlN of the building designer. 9: 4/4y y A b 3.Additional temporary bracing to Imre stability during construction 2.Design assumes me top end bottom chords to be laterally braced at +T ��/ is the responsibility al IM erector.Additional permanent bracing or Too c and at 10'o.c.respectbely unless braced throughout their length by Y DATE: 10/26/2015 the overall structure Is the responsibility f the building designer. continuous sheathing igor such lateral b ptyvg rte uir ething(re s antl/or dr/weN(BC). /.'J4 t 't �V N o g la 3.In tmpact bridging le th.nabracing required where shown.. r""'11 41 L SEQ.: K 14 8 7 3 4 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the are Is of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nonmorroaive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry of use. �Y 12/31/2016 5.CumpuTrus has no control over and...times no responsibility for the 6.Design saumea lull beating at an supports sheen.Shim or cadge If 1.� EXPIRES: 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 faces of truss,and placed so their center TP11WICA In 8051,copes of which v4N be furnished upon request. lines coincide with joint center lines. MRek USA,Inc./Com uTrus Software 7.6.7 1 L E 9.Digits Indicate size of plate in inches. P ( ). 10.For basic connector plate design values see ESR-1311.ESR-1988(MITak) 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 TC: 2x9 KDDF #163TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-2060) 429 1- 6=(-400) 1523 6- 2=( -299) 1595 BC: 2x6 KDDF #160TR SPACED 24.0" O.C. 2- 3=( -534) 140 6- 7=(-392) 1989 2- 7=(-1313) 347 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 7- 8=( -82) 132 7- 3=( -82) 334 LOADING 3- 5=( -369) 140 7- 5=( -360) 1591 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8=(-1557) 373 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) NOTE: 2x9 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -289/ 1431V -94/ 186H 5.50" 2.29 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1175.0 LBS @ 3'- 0.0" 8'- 0.0" -394/ 1656V 0/ OH 5.50" 2.65 KDDF ( 625) ADDL: BC CONC LL+DL= 620.0 LBS @ 5'- 0.0" ADDL: BC CONC LL+DL= 620.0 LOS @ 7'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. " For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 pE09 .0 8CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.017" @ 3'- 0.0" Allowed = 0.354" BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.052" @ 3'- 0.0" Allowed = 0.472" 7-07-03 0-04-13 1 1 ' MAX HORIZ. LL DEFL = -0.004" @ 7'- 10.2" MAX HORIZ. TL DEFL = 0.008" @ 7'- 10.2" 3-01-12 3-07-15 0-04-13 4 1 4 f--f Design conforms to main windforce-resisting 7-00 system and components and cladding criteria. f T Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights),M-7x8 load duration factor=.Enclosed,,Lat.2, Exp.e, MWFAS(Di r), 9.00 M-4x6 4 End vertical(s) are exposed to wind, Truss designed for wind loads 3 in the plane of the truss only. A/ IM-3x62 4_I 0 N O rA li mint 0 1�' 6 7 8 o M-3x5 M-3x8 M-8x10 M-1.5x3 J., +1175# +620# ,, 620# , 3-00 37f-8-00-07-15 1-09-01 .co RLQ O ~ y y s+' GINE 4 `f-9 :9782PE r JOB NAME : POLYGON 3410-D NH - AGIRD •iir ..r► Scale: 0.3303 / Mill WARNINGS: GENERAL NOTES, unless otherwise noted: V / ]t/'y„' �4 1.Bulder and erection contractor should be advised of al General Notes 1.This design la based only upon the parameters shown and Is for an individual , -OREGON V . t},. Truss: AGIRD end Warnings before construction commences. building component.Applhablllty of design parameters and proper (+'6 4 9. 2.214 compression web bracing must be Installed where Mown+, incorporation of component Is the responsibgl y of the building designer. 1 2 Design assumes the top and bottom chards to be laterally braced at • ..3 ?'' ' 3.Addldonel temporary bracing to Insure stability during construction Y o.c.and at la..respectively unless braced throughout their length bye- Is yill Is the reeponebllky of the erector.Addllonel permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywd(BC). P* /i UL '' DATE: 10/26/2015 the overal structure is the responsibility of the building designer. 1 2s Impact bddging or lateral bradng required where Moven++ �"'{ SE K 14 8 7 3 4 5 4.No bed should be applied to any component until after all bradng and 4.Installation of truss la the responsibility of the respective contractor. 4 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses ere to be used ins noncorrosive environment, TRANS ID: LINK design bads be applied to any component. ® end rebr'dry ndbon�loes. n.Mown.snborwe u t�] t] 5.CompuTrus has no conhd over aho eeoces no responsibdty ler th. cogn Cuees g a ppo dBs EXPIRES: 12/31/2016. N. fabrication,handling,shipment endelallatbn of components, 7.Design essumeie adequate drainage is provided. October 27,2015 B,This design is furnished witted to the limitations sat forth by B.Plates shall be located on both latae of truss,and placed as their center TPLWTCA In SCSI,copies or which will be furnished upon request. Ines coindde with Joint center lines. B.Digits btlbate sloe of plate In inches. MEek USA,IOc./CompuTrus Software 7.6.7)1L(-E 10.Far basic connector plate design values see ESR-1311,ESR.19ee(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=0) BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. - 2-3=(-53) 50 ( ) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 296V -19/ 72H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -113/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF 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" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.123" f '1 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.184" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 9.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORR. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting 3 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), �' load duration factor=1.6, End vertical(s) are exposed to wind, ko Truss designed for wind loads o in the plane of the truss only. 0 ti o f c o 1 M-3x4 J' l y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 ,c10 PR �_5 .��,G�N�fir f© iN :9782PE 'r JOB NAME : POLYGON 3410-D NH - AJ1 ,or ,.ai Scale: 0.6771 WARNINGS: GENERAL NOTES, unless otherwise noted ,� C.44" , 11) 1 Truss: AJ1 andwmntngs beforeconst000nnemmen nd credos contrador should be advised or al General Notes buildThis ing component.Apesign 0 based plicability ofupon the dealgn parametersand rameters shown and iproper individual rs 1a OREGON Q) Z a4 compression web bracing muse be metalled where shown.. Incorporation or component is me responsibility Orme bonding designer. %%,y '. G,q 1�: �rU l]. 3.Additional temporary bating to Insure stability during construction 2.Design assumes the top and bottom ass Er ca be laterally braced at 77 ! "C Is the responstMlity of the erector.Additional permanent bracing of T a e and at 17 o.c.respectively unless braced throughout their length by DATE: 10/26/2015 the overallstructure Is the responsibilityof the building destgner. 3.a continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA!J L (".�� Impact bridging or lateral bracing required where shown,+ 1 SEQ.: K 14 8 7 3 4 6 4.No load should be applied to any component until after an bracing and 4.Installation of truss le the responsibility of the respective contactor, fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Ina non-corrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. yy {{� �i ry/'���jj.g/�] p 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes M141 bearing ae all supports shown.Shim or wedge it EXPIRES'RES' 1 2/3 i/201 6 nesen fabrication.handling,shipment and installation of components. Design7. assumes d. S.This design Isfudshedsubject tothe lbneationsset todhby 8.Plates shallbelocateduonebethifacesage loftrusss s,andplacedsotheircenter October 27,2015 TPI/WTCA In SCSI,copies of which soil be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com Trus SORware 7.6.7 1L E 9.Digits Indicate she of plate in inches. W ( )- to.For basic connector plate design values see 155-1 31 t,ESP-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-85) 72 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 347V -37/ 118H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -116/ 130V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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" f MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 9.00 17 3 0 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, `o Truss designed for wind loads II in the plane of the truss only. 0 co O N O M-3x4 J• l 1 1-00 6-00 (({��� RR((f���///-- (PROVIDE FULL BEARI NG;Sts:2,3,4 I c NEf ('a e. ��,y� t;J V 4 :9782PE 44 �<' JOB NAME : POLYGON 3410-D NH - AJ2 -r ""'' Scale: 0.5814 ,;, RIM WARNINGS: GENERAL NOTES, unless otharvdse noted: ",/ OREGON 4 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Off' �. Truss: AJ2 and Wamhps before construction commences. building component.APpticaally of design parameters end proper , ( Aye 2.2r4 compression web bradrp must be Installed where shown+. incorporolbn of component b the roeponstbRty of the building designer. -q 4y 15 , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom drools to d throughout laterally Macetl at is the reaponstDNMy el int erector.Addlbnel permanent basing of T a.c.antl al/0'o.c.roepecthay unless braced dlMair length by V DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2s Im,xd bridging)sheathing such bradingreqsheathing(TC) i edhwh rre shows e• drywaN(BC). �,[� 1 L i SEQ.: K1487347 4.Na bad should be applied to any component until alter ell bradngend 4. atalationoft 1a a liability ants. wive.trac,�n.nt, r fasteners are complete and at no time should any bads greater than Design assumes TRANS I D• LINK design loads be applied to coy component. and are for'dry condition'of use. • 5.CompuTrue has no control over and assumes no responsibility for the 6.Design swmes lull bearing at eg supporta shown.3hhn or wedge if EXPIRES. 12/31/2016 Y Abdeem,handling,shipment and hdalhttn of components. 7.Design assumes adequate drainage Is provided. October 27,2015 8.Thiss design is furnished subject to the!Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TPI.M'PCA In BCSt,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,EBR•t Baa(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-129) 101 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -34/ 902V -55/ 165H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -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. '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/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 = 0.134" @ 3'- 7.2" Allowed = 0.457" MAX TC PANEL TL DEFL = -0.117" @ 3'- 4.8" Allowed = 0.685" 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 3 -e MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 �) Design conforms to main windforce-resisting 9.00 '� system and componentsand cladding criteria. Wind: 140 mph, h=21.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 fiti o ►� 9�� -/ M-3x4 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,3 � 4 ' �C�.C//0 11 89782PE <" JOB NAME : POLYGON 3410-D NH - AJ3 . , _ , `,+r` ' • Scale: 0.4979 411, WARNINGS: GENERAL NOTES, unless otherwise noted. V ��E OREGON X40 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: AJ3 and Nhmingsbefore construction commences. building component.Applicability of design parameters and proper a // r15 Q"` 2.Dt9 compression web bracing must be Installed where shown+ Incorponllon of component is the responsibility of the building designer. .,1J�. / a,,,y r�'�. 3.Additional temporary bracing to Insure stability during construction 2.Oesign assumes the top end bottom chords to be laterally braced at 7 ''7("( le the reaponsibilily of the erector.AdtlNanel permanent bracing of 2 o c and at 10'Ac.respectively unless braced throughout their length by ` DATE: 10/26/2015 the overall structure is thereresponsibility of the building de continuoussheathingor suerlbacih as ng requirede ewheresend/or Orywnll(BC). .}/1'+t * span ly g signer. 3.Zr Impact bntlging or lateral bracing where shown++ r"'{lel 1.. SEQ.: K 14 8 7 3 4 8 4.No loadshoum be applied to any component until after all bracing and 4.Installation abuse Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design 0000mec trusses are to be aced in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5. 8.CompuTrus has no control over and assumes no respomibility for the �ecsisea saumee full bearing at all supports shown.Shim or wedge if EXPIRES:. 12/31/2016. febrlcatbn,handling,shipment end Installetinn of components. ry 7.Design aswmesadequate botdrainage to truss, d. October 27,201 5 6.This design Is furnished subject to Na limitations eel forth by e.Pullet shall be bated on both faces of truss,and placed so their center TPI,TCA In SCSI,copies of which IMO be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size o/plata in inches. MITek USA,Ina./CornpuTrrs Software 7.6.7(IL)-E 10.Fm basic connector plate design values see ESR-1371,ES119908(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED. 29.0" O.C. 2-3=(-191) 171 3-4=(-102) 46 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 377V -67/ 196H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -209/ 373V 0/ OH 1.50" 0.98 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -r" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.064" @ 2'- 9.2" Allowed = 0.459" 4) MAX TC PANEL TL DEFL = -0.061" @ 2'- 11.9" Allowed = 0.689" ', MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 9.00 �, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, '"t End vertical(s) are exposed to wind, If Truss designed for wind loads o in the plane of the truss only. 2 ti i c MMOMMEMMEMMEMMEMOMMMEMMEM o �� 5�1 0 M-3x4 y 1-00 l 6-00 y 1-03-07 y ti ,,D PROFkCS (PROVIDE FULL BEARING;Jts:2,5,3,4 I c6.", A�� ._`/' (NEE. (J/�/J_ e:T rj�7 • -0 89782PE -57c JOB NAME : POLYGON 3410-D NH - AJ4 ..._ , `-.00.' ' • Scale: 0,4745 WARNINGS: GENERAL NOTES, unless olhendae noted. C.a yam[] /' ^J 1.Balder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ' OREGON Ni. Truss: AJ4 end warnings before construction commence.. bullring component.Applicability of design parameters and proper a AQ oQ" 2.214 compression web bredng must be inetalled where shown.. Detagnincorpoatbn ofthetapcomponent la me responsibility chords of the building designer. a9 A a,� Ir: V 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bolt't chords to be Isleralty gho braced et T �1(`� 't J Is the reaponsiblAy of the anctar.Additional permanent bracing et T o.c.end M 10 o c respectively unless brshe=eed throughout their knglh by DATE: 10/26/2015 the°verse structure Is the re neOvl f the boldin de continuous sheathingdginsuch as wing rpkwooequired aired dere s and/or drywaA(BC). fS/I i j � ape ivy o g signer. 3.1st Impact bridging or such bracing required where Mown*. x'"11 tJ SEQ.: K 14 8 7 3 4 9 4.No bad should be applied to any component antl alter aN bracing end 4.Inntelatlon of tlae,Is the rresponsibility baayd tthe non-corrosiveranentractor. toIn ffasteners are complete and at no time should any loads greeter man Design assumes design loads be applied to any component. and are for"dry condition.of use. TRANS ID: LINK 8.Design assumes Mlbearing atanwpponaMown.shimorwedge If EXPIRES: 12/31/201 5.ComWTrus has no control over and swum..no responsibility for the ,racoµry. I., fabicatian,handling,p,shipment end installation of components. 7.Design assumes adequate drainage prodded. October 27,2015 O.This design Is furnished subject to the limitations set kith by 8.Plates shall be foaled on bath faces of truss,and placed no their center TPbWTCA In RCS(,copks of which MN be Nmlahed upon request. Ines coincide with Joint center lines. 9.Digits indicate size 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-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2- 9=(-530) 2802 3- 9=( -118) 244 BC: 2x6 KDDF #1613TR SPACED 24.0" O.C. 2- 3=(-3723) 756 9-10=(-389) 2429 9- 9=( -238) 1272 WEBS: 2x4 KDDF STAND 3- 4=(-3601) 763 10- B=(-326) 1859 9- 5=( -205) 904 LOADING 4- 5=(-2847) 696 5-10=(-1145) 302 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=(-1814) 408 6-10=( -206) 1111 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2336) 473 10- 7=( -152) 207 TOTAL LOAD = 42.0 PSF 7- 8=(-2486) 476 NOTE: 2x9 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 7'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ADDL: TC CONC LL+DL= 598.0 LBS @ 8'- 0.0" 0'- 0.0" -580/ 2858V -132/ 140H 5.50" 4.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 1656.0 LBS @ 7'- 9.0" 22'- 6.0" -306/ 1755V 0/ OH 5.50" 2.81 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans 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/1B0 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 HORIZ. LL DEFL = -0.017" @ 22'- 0.5" MAX HORIZ. TL DEFL = 0.041" @ 22'- 0.5" 7-11-11 6-06-10 7-11-11 T T ' T Design conforms to main windforce-resisting 4-00-09 3-11-02 3-03-05 3-03-05 3-11-02 4-00-09 system and components and cladding criteria. 1' 1 4598# 1' 1 f 1' Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q . 9.00 17M-6x8 M-4x6 load duration factor=l.6, 900 9.4 M-3x9 End vertical(s) are exposed to wind, 5 Truss designed for wind loads le SIMin the plane of the truss only. M-1.5x3 M-1.5x3 3 ro + o M-3x8 9 0.25" M-3x8 :=14-4x4 **g o M-7x8(S) l ♦1656# l y Ed PRpfi'�7-07-15 7-02-03 7-07-15 'BGCyy •1INE / ro0Ra? oo22-06 89782PE �<' JOB NAME : POLYGON 3410-D NH - B1 r.= .'< tsar' • . Scale: 0.2633 NW WARNINGS: GENERAL NOTES, unless otherwise noted w� 47 B 1 1.Builder and erection oontrador should be advised of all General Notes 1.This design Is based Dog upon the parameters shown end la bran individual 'q OREG©a V '- Truss:• and Warnings before construction commences. building component.Applicability ofdesign parameters and proper _S it/- yNC) t'" 2.204 compression web bradng must be Installed where Moms+ incorporation of component la the responsibility of the wading designer. .A� (/4A r V 3.Additional tem bracing to insure Mablltty during oonatrucibn 2.Design assumes the top end bottom chorda to be laterally braced at T7 J temporary 7 o c and at is o c respectively unless braced throughout their length by Is the responslbillty of the erector.Additional permanent bracing of 2 continuous sheathing such as pdweod sheathing(TC)and/or drywa8(BC). /y(+t �� DATE: 10/26/2015 the overall structure Is the responsibility of the balding designer. 3,2s Impact bridging or Meryl bracing required where shown+. r"{�./1w SEQ.: Ki4 8 7 3 51 4.No bad should be applied to my component until after ea bracing and 4.Installation of Was Is the reepondbilly of the reapedke contractor. (listener.are complete and at no time should any bads greater than 5.Design assumes tosses are to be used Ina non-corrosive environment, TRANS ID• LINK design loads be applied b any component. and ars for condition"of use, 5.CumpuTrus has no control over and assures no responsibility Be the 6.Design assumes full nearing at al supports sham.Shim or wedge it .EXPIRES: 12/31/2016 necessfabrication.handling,shipment end Installation of components. 7.Design assumes edequete drainage is provided. October 27,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMRCA in SCSI,copies of which all be furnished upon request. lines coincide with Joint center line. uTrus Software 7.6.7(1 L E 4.Digits indicate see of pate in inches. MiTek USA,Inc./Com p )- 10.For basic connector plate design values see ESR-1311,ESR•1 ge8(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-11=(-276) 900 3-11=(-165) 146 BC: 2x6 KDDF #14BTR SPACED 29.0" O.C. 2- 3=(-1234) 438 11-12=(-235) 871 11- 9=(-107) 373 WEBS: 2x4 KDDF STAND 3- 4=(-1057) 427 12-10=(-288) 905 11- 6=(-180) 198 LOADING 4- 5=( 0) 0 6-12=(-178) 191 TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( -786) 383 8-12=(-125) 374 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( -786) 375 12- 9=(-171) 169 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 __________- ------------------- 8- 9=(-1058) 429 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1236) 444 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -229/ 1065V -133/ 141H 5.50" 1.70 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 6.0" -183/ 994V 0/ OH 5.50" 1.51 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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" 9-11-11 2-06-10 9-11-11 f f 1' 1' MAX HORIZ. LL DEFL = 0.010" @ 22'- 0.5" 4-00-09 3-09-01 2-02 1-03-®503-05 2-02 3-09-01 4-00-09 MAX HORIZ. TL DEFL = 0.016" @ 22'- 0.5" T T T T T T T T T 8-00 8-00 Design conforms to main windforce-resisting f . r system and components and cladding criteria. 5 7 12 12 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00Q 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C77M-9X6 load duration factor=1.6, M-3x9 end vertical(s) are exposed to wind, 6 'CI Truss designed for wind loads ,ork., .4%,,, in the plane of the truss only. M-1.5x34pr/A\1111 M-1.5x3 3 O AlLIAO, mow_ - 11 12 "10 0 0.25" M-3x8 M-3x4 1 o M-3x4 0 M-7x8(0) y 1 l y 9,0 P R OFe y y 7-07-15 7-02-03 7-07-15 y �`• _ •tJCaINE�r.9 /42 • 1-00 22-06 �:9732 P E r JOB NAME : POLYGON 3410-D NH - B2 Scale: 0.2383 '/ ..AA' GENERAL NOTES, unless otherwise noted: �/ / mom WARNINGS: 40 t.Builder and erection contractor should be advised of sip General Notes 1.This design is based only upon the parameters Moven and b for an Individual ��j�,OREGON Off' �. Truss: B2 end Wemings before construction commences. building component.App4cabllty of design parameters and proper I,e l'L 2.2x4 compression web bredng must be Installed where shown*. incorporation of component Is the reaponsaitty of the building designer. 11;5) G4/4y. A b �I�. . 3.Additional temporary bracing to insure stability during construction 2.Design end t 10 ms tap and bottom drone to be througaterallyhout braced al _(i(ea Is Me roaponstblof the erector.Additional permanent bracing of T rt.,in et ee c.c.respectively unless braced throughout their length by V Ary continuous sheathing such as plywood sheathing(TC)and/or dryweR(BC). P'^A.I 1 t L ` DATE: 10/26/2015 the overall structure Is the responsibility or the building designer. 3. M 2K Impact bridging or Were!bracing required where own++ l� SEQ.: K 14 8 7 3 5 2 4.No load should be applied to any component until after al bracing and 4.Installation of cess Is the responslb11y or the respective contractor. fasten"are complete and at no time ehoald any bads greeter than 5.Design assumes trusses are to be used Ins non-corrosive environment, are for TRANS ID: LINK design bads be applied to any component. and gnassumee hal bearing at all support.shown.Shim or wedge if ry condition"st use. 5.CompuTrue hes no control over and enamel no responsibility for the 6.Design assumesEXPIRES: 12/31/2016 ry I,. fabrication,handling,shipment and Inetalleeon of components. 7,Design assumes adequate drainage Is provided. October 27,2015 8.This design Is bmished subject to the limitations set forth by 8.Plates shag be legated on both faces of truss,and placed so their center TPIIWICA in ECSI,copies of which SIN be furnished upon request. Ansa ceindde with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CornpuTrus Software 7.6.7(1L)-E to.For basis connecter plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 34-00-00 HIP SETBACK 8-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 68 2-13=(-1562) 5593 13- 3=( -240) 925 8-19=(-2001) 849 2x6 KDDF #1613TR T2 2- 3=(-7271) 2077 13-14=(-1344) 4516 13- 4=( -203) 1216 9-19=( -436) 1793 BC: 2x6 KDDF #16BTR LOADING 3- 4=(-6598) 1940 14-16=(-1878) 5729 4-14=( -296) 134 19-10=( -126) 251 WEBS: 2x4 ROOF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-5309) 1772 15-17=( -66) 198 14- 5=( -536) 2084 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 8'- 0.0" V 5- 6=(-4271) 1465 17-18=(-1811) 5535 14- 6=(-2145) 904 2x4 KDDF #169TR B 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) 5041 6-16=( -59) 679 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 26'- 0.0" TO 34'- 0.0" V 7- 8=(-5080) 1843 19-11=(-1107) 3677 15-16=( 0) 144 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 16-17=(-1747) 5368 I RC LATERAL SUPPORT <= 12"OC. UON. 9-10=(-4779) 1584 16- 7=( -117) 278 I TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 8'- 0.0" 10-11=(-4870) 1558 17- 7=( -400) 384 TC CONC LL( 466.7)+DL( 130.7)= 597.3 LBS @ 26'- 0.0" 11-12=( 0) 68 7-18=( -734) 292 NOTE: 2x4 BRACING AT 24"OC UON. FOR 18- 8=( -115) 749 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -995/ 3513V -155/ 155H 5.50" 5.62 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = -0.244" @ 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" MAX HORIZ. LL DEFL = 0.125" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 33'- 6.5" 7-11-11 18-00-10 7-11-11 1. 'I` l.r '1 2-07-042-05-112-10-12 4-01-13 5-03 4-08-03 3-11-10 3-11-12 3-11-15 Design conforms to main windforce-resisting T f ' 4597.304 T 1' 1' 4597.308 T 1' system and components and cladding criteria. 12 12 M-5x10 M-5x8 '\19.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 V 5 M-3x8 M-3x8 -M-4x4 Q 9.00 fi 7 B (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), _ n load duration factor=1.6, End vertical(s) are exposed to wind, M-3x5 Truss designed for wi lid loads + 104-1.5x3 End the plane of the truss only. o M-1.5x4 � co - + D M-5x12 FM 0 It of 13 19 t` .`\ � / " M-4x8 of M-7x10 of M-175x3 M-4x12 0.25w M-3x10 M-3x10 1 0 M-3x4+o o M-7x10 0 M-3x4+ M-7x8(5) d 3.75 12 J' l l l l y l y y y 05-0 y 5-01-01 4-08-11 4-11-08 4-06-07 4-08-03 7-06-09 y y p F3 0 1-0y 05-08 8-08 l l 22-10-08 1-00 Co v GINS fi�sS J• 12-01-08 1-00 21-10-08 y t ryr�pp��� ) D,ri, 34-00 � 89782 E { JOB NAME : POLYGON 3410-D NH - C1X -, *,.....-0e."":. . . '.,lr ' • . Scale: 0.1477 IIIIF WARNINGS: GENERAL NOTES, unless otherwise noted Truss: C 1 X 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is b 1'for Individual OREGON J " and Wamings before construction commences. building component.Applleabllly of design parameters and proper 4{f '�yW t" 2.2x4 compression web bracing must be Installed vinare shown+. incorporation of of mponecomponentrs la the sponsibAlty of the building designer. r 2.Desi ,may jJ Design assumes the top and bottom chords to be laterally braced at 7 `/�7/'�' 't 3:AdOtRoal temporary bracing k Insure stability during consimctkn T e e and at 1U o.c.respectively unless braced throughout melt length byNI Is the responsibility ethyl erector.AddRlonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA 1. U L DATE: 10/26/2015 the overall structure Is the responsibility of the building designer 3.2a Impact bridging or lateral bracing required where shown++ SJ . SEQ.: K 14 8 7 3 5 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the teapunalbilty or the respective contractor. fasteners aro compete and at no time should any keds greater than 5.Design assumes tenses are to be used In a non-corrosive envkonment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CuopuTrus has no control over and assumes no responsibility kr the 6.Design assumes NII bearing at all supports nhawn.Shim or wedge If EXPIRES: 12/31/2016 y. fabrication,handling.shipment and Instsllallen of components. 7.Designecesn assumes adequate drainage k provided. October 27,2015 8.This design Is furnished subject to the limitations set forth by B.Plates ah51 be located on both faces of truss.and placed se their center TPIIWICA In SCSI,copies of which will be furnished upon request. Anes coincide with)tilt center linea 9.Digits Indicate size of plate In Inches. M)Tek USA,Inc./CompuTrus Eefheere 7.6.7(1()-0 10.Fat basic connector plate design values see ESR-1311,ESR-1988(Wok) 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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 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 #1&BTR 2- 3=(-7340) 1506 13-14=(-1068) 5610 3-14=( -480) 166 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-6592) 1428 14-15=(-1050) 5792 14- 4=( -774) 3616 LL = 25 PSF Ground Snow (Pg) 4- 5=(-5234) 1184 15-16=( -850) 5162 14- 5=(-2420) 500 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 34'- 0.0" V 5- 6=(-5882) 1312 16-17=( -850) 5162 5-15=( -412) 2222 BC LATERAL SUPPORT 6= 12"OC. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 11'- 0.0" V 6- 7=(-3834) 828 17-18-) -556) 3764 15- 6=( -386) 1402 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 11'- 0.0" TO 34'- 0.0" V 7- 9=(-3312) 724 18-19=( -516) 3376 16- 6=( 0) 492 8- 9=( 0) 0 19-11=( -516) 3376 6-17=(-2214) 498 NOTE: 2x4 BRACING AT 24"OC UON. FOR @@ADDL: BC CONC LL+UL= 3392.0 LBS @ 11'- 6.0" 9-10=(-4204) 856 17- 7=( -310) 1724 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-4426) 790 7-18=(-1958) 410 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 11-12=( 0) 68 9-18=( -438) 2272 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18-10=( -210) 200 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1127/ 5353V -195/ 195H 5.50" 8.56 KDDF ( 625) 34'- 0.0" -577/ 3102V 0/ OH 5.50" 4.96 KDDF ( 625) ( 2 ) complete trusses required. __,� Attach 2 ply with 30.131" DIA GUN @@ HANGER BY OTHERS TO APPLY CONC. nails staggered: 9'• oc in 1 rowLOAD s) throughout 2x4 top chords, LOAD(S)EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. 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 = -0.001" @ -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" 0-09-09 MAX HORIZ. TL DEFL = 0.063" @ 33'- 6.5" 11 9-11-11 13-05-10 10-06-11 T f f f Design conforms to main windforce-resisting 5-02-05 4-09-06 1-09-09 5-07-12 5-07-12 0-09 4-07-05 5-02-05 system and components and cladding criteria. T T T T T T T T T T 10-00 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4' . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12M-5x8 M-3xt M-4x6 12 End vertical(s) are exposed to wind, 9.00 p 4 M-3x5 M-3x8 6 7 Q 9,00 Truss designed for wind loads in the plane of the truss only. d M-3x9.N.of/// \.\\ 3xN , , . -, , re, a , 1,, " o I M-3x8 M-1.5x3 M-3x8 �.25M-3x4 M-1,5x3 M-3x5 i M-7x8(S) ?#r' PROppM-yx8 M-3x8 33929 4 �' l' y , 1, 1, /' /, 1, NAGINE % 5-00-09 4-07-05 1-11-13 5-04-04 5-09-04 1-11-13 4-07-05 5-00-09 a • Q� y y �G/1-00 , 34-00 1-00 4 :9782PE JOB NAME : POLYGON 3410-D NH - C2GIRD .+ ''r Scale: 0.1602 / WARNINGS: GENERAL NOTES, unless otherolse noted. < <+" OREGON /'�(�� �'_! 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual orf -9 -OREGOIV h �. Truss: C2GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper +c�' I 6 rp 2.204 compression web bradng must be installed where shown+. Incorporation of component lame nsponsibilty of the building designer. ..y 4 i y A5 4 3.Additional temporary bracing to metre stability during constnwilon 2.Design endllassumes ms top and bottom unless b to be laterally throughout braced at rT _t lame responsibility f the erodor.Additional nem bracing of T ex. al l V o.c.respectively braced throughout their length by 1�l o perms g condnuuus sheathing such ac plywood Meath sng(TC)arWbr drywel(BC). � A 1''l ' DATE: 10/26/2015 the overall structure Is Me reeponsibnh of the bulding designer. 3.24 Impact bridging or lateral bracing required wkrore shown•. A v L SEQ.: Ki4 8 7 3 5 5 4.No load Mould be applied to any component until after al bracing and 4.Installation of russ is the responsibility of the respective contractor. fasteners are complete and at no time should any hada greater than 5.Design tisanes trusses are to be used In a non-orroslve enoronment, TRANS I D: LINK design loads be applied to any component. and are for rudry condition"ri C un. wedge 5.CompuTrus has no control over end eseumes no responsibility ler Me 6.DseOir asoma"full bearing t i supports shown.Shim or wed if EXPIRES: 12/31/2016 fabrtoeten.handling,ehlpment and lnetalledon 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 shag be located on both faces of in aa,and placed so their center TP9WTCA h SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate sin of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR4608(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #19BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-12=(-383) 2159 12- 3=) 0) 331 8-18=(-113) 635 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=(-2848) 584 12-13=)-271) 1630 12- 4=(-138) 618 18- 9=(-221) 212 WEBS: 2x4 RODE STAND 3- 9=(-2564) 627 13-15=(-206) 1594 4-13=(-321) 203 LOADING 4- 5=(-1832) 493 14-16=( 0) 0 13- 5=(-211) 858 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1411) 444 16-17=( -9) 58 13- 6=(-529) 187 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1595) 493 17-18=(-236) 1632 6-15=) -48) 316 TOTAL LOAD = 92.0 PSF 7- 8=(-1299) 429 18-10=(-316) 1931 16-15=( 0) 82 8- 9=(-1719) 460 15-17=(-229) 1585 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 POP Ground Snow (Pg) 9-10=(-1941) 479 15- 7=(-159) 72 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 68 17- 7=( -7B) 138 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-18=(-507) 162 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 HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -227/ 1542V -196/ 196H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -227/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = -0.092" @ 17'- 9.5" Allowed= 1.654" MAX TL CREEP DEFL = -0.185" @ 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" 9-11-11 14-00-10 9-11-11 MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.098" @ 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 f T . T T T T f T 12 12 Design conforms to main windforce-resisting 9.00 P7 M-4x6 M-3x4 M-3x8 .M-4x6 9 OO system and components and cladding criteria. 6 7Wind: 140 mph, h22.9ft, TCDL=4.2,BCDL6.0, ASCE 7-10, NM-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), End vertl( ) aredto windM-3x4 wdlo+ +/,/,/ -M-3x4+ oI M-5x8 M-5x6 0.25" M-3x5 i M-5x10 M-1.5x3 M-5x8(S) d 3.75 12 J. J. J. J. J. 1 1 1 (? l 2-05-081 7-02-07 1-051-0)1-12 4-11-08 7-01-05 9-07-15 1 1 �r 'u 0Fk. �' 1-oy-os-08 8-08 1 1 22-10-08 1-00 oo �`5 �yGIN E. 1 1 12-01-08 1-00 21-10-08 1 1 .. :9782PE �r 1-00 34-00 1-00 JOB NAME: POLYGON 3410-D NH - C2X 'fir ..le Scale: 0.1604 Ci• ate, • WARNINGS: GENERAL NOTES, unless otherwise noted: '. �4, R �yyc, "Zr 1.Builder and erection contractor should be advbed of ail General Notes 1.This design Is based only upon the parameters shown and Is for an Individual illf��./t'J (�//� V Truss: C2X and Warnings before construction commences building component Applicability of design parameters end proper , •l '` _i 2.254 compression web bracing must be installed where shown+. mcorporatlan of component is the reepondbatty of the building designer. ......sss V 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the lop and bottom chords to be laterally braced at -i. �J� { �' Is the responsibility I the erector.Additional permanent bracing of 2 o c and et ICY o c respectively unless braced throughout their length by A U L. 8Y• continuous sheathing such as plywood shee )and/or drywall(BC). DATE: 10/27/2015 the overall structure is theresponsibility of the building designer. 3.24 Impact bridging or lateral bracing ng required where shown++ S E Ki4 8 7 3 5 6 4.No bad should be applied to any component until after all bredng end 4.Installation of truss Is the responsibility of the respective contractor. 4' fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. design bade be applied to any component. end are for dry condition"of use. EXPIRES: 122/31/2016 T RAN S I D: LINK s.Cnmpurrua has no control over and assumes no responsibility for 6.Dea g"assumes nal bearing al an supports shown.shim or wedge g October 27,2015 necessary. rabricallon,handling.shipment and installation of components. 7.Passumes adequate toboth Io truss, sed. 6.This design is furnished subject to me limitations eel recta by e.Plates shall be looted on Doth hoe of buss,and places ss their anter TPSWICA In SCSI,copies of which will be furnished upon request. linea coincide with joint center linea 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basicconnector plate design values see ESR-t3tl,ERR-1988(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-227) 1544 10- 3=( 0) 250 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1981) 425 10-11=(-228) 1543 3-11=(-368) 203 WEBS: 2x4 KDDF STAND 3- 4=(-1602) 464 11-12=(-I61) 1390 11- 4=(-140) 607 LOADING 4- 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=(-1185) 438 13-14=(-263) 1460 12- 5=( 0) 285 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1602) 464 14- 8=(-262) 1462 5-13=(-402) 102 TOTAL LOAD = 42.0 PSF 7- 8=(-1981) 424 6-13=(-140) 607 8- 9=( 0) 68 13- 7=(-368) 202 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 POE Ground Snow (Pg) 7-14=( 0) 250 ALL FLAT TOP CHORD AREAS NOT SHEATHED 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) OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 0'- 0.0" -239/ 1542V -234/ 234H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -239/ 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 = -0.068" @ 17'- 0.0" Allowed = 1.654" 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" 11-11-11 10-00-10 11-11-11 Design conforms to main windforce-resisting f f f 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 1' ' j f vf f ' Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 M-4x6 load duration factor=l.6, 9.00 7 M-3x8 Q 9.00 End vertical(s) are exposed to wind, 5 ` Truss designed for wind loads i++ in the plane of the truss only. M-3x4 M-3x4 3 14111111N. 0 0 0 1 1B 11 12 , 13 14 I r M-3x5 M-1.5x3 M-3x8 0.25° M-3x8 M-1.5x3 M-3x5 1 c. c. M-5x6(5) �Ep PROF k 6-01 y 5-06-15 l 5-04-01 y 5-04-01 y 5-06-15 l 6-01 y l . ,`j -'<c„ �rR• `rO Jr l 1-00 34-00 1-00 gg g2 E v-- JOB NAME : POLYGON 3410-D NH - C3 • Scale: 0.1727 � • ',, -yi WARNINGS: GENERAL NOTES, unless otherwise noted: V _J 1.Builder and erection centred°,should be advised of all General Notes 1.This dede mis basetl only Applicability parameters and is for an Individual E OREGON N. Truss: C3 and Warnings before construction commences. 4,/, 3t �T 2.2x4 campresslon web bndng must be Installed where shorn«. Incorporelbn of component Is the responsibility of the budding tlestgner. "+t1� 4A` f2 3.Additional temporary bracing to Insure stability durtng construction 2 Design assumes the top end bottom asscholos to be laterally braced at 7 '7 Y J Is the responsibility f the ander.Additional permanent bracing of T o c end at I0.se.respectively unless bread throughout their length by /� Ity ocontinuous sheathing such as plywood sheathing(TG)and/or dryweit(BC). PA UL DATE: 10/26/2015 the ward structure is the responsibility of the building designer. 3.Iv Impact Mdging or lateral bracing required where Mown«« SEQ.: K1487357 4.Ne teed strsOtd be sppiedte any eetttpenent untI sEcond bracing end 4.InstaIate�efbuwmrasha�spo�actysed tttherespe t,e•n acts,.. fasteners are complete and at no time should ens wads greater than sed gra for"dry trusses are"of tousbe TRANS ID: LINK design loads be applied to any component. s.Design assumes full bearing at a supports shown.Shim or wedge if 5.Compulrae has no control over and assumes no responsibility Hr the �„„ry. EXPIRES: 1213112016. fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design Is furnished subject to the llmtatlons set forth by 8.Plates ahal be located on both faces of truss,and placed so their center TPIaMCA In SCSI.ceplee of which AAN be fumlehed upon request. Ines coincide with joint center lines. 9.Digits indicate alas of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(11}6 i1.For basicconnedor plate design values see EOR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-14=1-999) 2175 14- 3= 0) 331 BC: 2x4 ROOF #1&BTR SPACED 29.0" O.C. 2- 3=(-2898) 727 19-15=(-381) 1693 14- 9=(-150) 620 WEBS: 2x9 KDDF STAND 3- 4=(-2569) 758 15-17=(-338) 1594 9-15=1-321) 179 LOADING 4- 5=1-1832) 614 16-18=( 0) 0 15- 5=(-244) 858 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=1 0) 0 18-19=( -13) 58 15- 7=(-531) 222 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1411) 534 19-20=(-361) 1632 7-17=( -54) 331 TOTAL LOAD = 42.0 PSF 7- 8=(-1595) 601 20-12=1-401) 1431 18-17=( 0) 82 8-10=(-1299) 511 17-19=(-350) 1585 NOTE: 2x9 BRACING AT 29"OC UON. FOR LI, = 25 PSF Ground Snow (Pg) 9-10=1 0) 0 17- 8=(-176) 82 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1719) 576 19- 8=1 -78) 138 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1941) 590 8-20=(-518) 182 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 68 10-20=(-122) 635 OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20-11=(-211) 187 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ./N. (SPECIES) 0'- 0.0" -303/ 1542V -197/ 197H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -303/ 1542V 0/ OH 5.50" 2.97 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0-01-13 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 11-11-11 10-00-10 11-11-11 MAX TL CREEP DEFL=-0.003" @ -1'- 0.0" Allowed= 0.133" LL DEFL = 2-07-04 3-06-05 3-08-01 2-02 5-03 4-07-13 f2-02 4-08-11 5-01 MAX TL*CREEP DEFL =-0.185" @ 17'- 4.5" Allowed = 1.654" 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" 10-00 10-00 4 1' 1 1' MAX HORIZ. LL DEFL = 0.059" @ 33'- 6.5" 12 M-63X9 9 12 MAX HDRIZ. TL DEFL 0.098" @ 33'- 6.5" 9.00V )x67M- 8 hew system and components and cladding criteria. Wind: 190 mph, h=23.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-3X9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, +. End verticals) are exposed to wind, + Truss designed for wind loads M-1.5x3 7 n the plane of the truss only. 3 o %M-4x4 _ o 4 is M-5x10 P .`.� c 1 M-3x8 0 20 l o M-3x9+M-3x9+ of 16M-5x8 M-5x6 0.2520 M-3x5 3 1 , 3,75 M-1.5x3 M-Sx8(S) o 12 l y 1 l l y y 2-05-08y 7-02-07 1-051-031-1z 4-11-08 7-01-05 9-07-15 y ..i r R.n'- 1-oy-os-oa 8-08 l y 22-10-08 1-00 ``JGIN '4 9'',/0 y y 12-01-08 1-00 21-10-08Z. 1" 1-00 34-00 J' i' .<- -89782PE �v 1-00 JOB NAME: POLYGON 3410-D NH - C3X ""' - Scale: 0.1604 yy OREGON WARNINGS, GENERAL NOTES, unless 08,5,5,8.noted �I���./a,,,rrr OREGON (�=- Truss: C 3 XCNr rr Builder and erection ccnbador should be advised of st General Notes This design is beeed only upon the parameters ahem end I.for an individual �41- �� ' and Warnings before construction commences. building component.Applicability of design parameters and properyAb 2.254 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the bedding designer. /� 3.Additional temporary bracing to Inure Mobility during construction 2.Design assumes the top end bottom shards la be laterally braced et l f AO, ,,.a Is the responsibility of the erector.Additional permanent bracing of 2 o.c.end el 70'o.c.reach..ey orales.braced throughout theft et(8 by �5•� UL r DATE: 10/27/2015 the eastst*mottos is me responsibility of the building Designer. continuous sheathing such ere plywood sheath ing(TC)end/or drywag(BC). SEQ. 4.No load should be applied to e g an I In impact oftru g or lateral bracing required the Where shown contractor. K1487358pW ny wmpanem omy sod geredn d 4.Essigntas ufes runes are to be useohnereepectosia environ fasteners aro complete and at no time should any loads greater Than 5.Design assumes trusses are to De used In a noncorrosive environment �/p p /e] Jry/� TRANS ID: LINK design beds be applied to any component. and are ror"dycontl8lon"of use. EXPIRES: 1 (1717201 5.Dammam has ne control over end assumes no responsibility for the 8.Design assumes full bearing at al supports shown.Shim or Wedge it October 27,2015 fabrication.handling,shipment end installation of components. necoseery. 5.This design is furnished subject to the limitations set forth by 7.Design assumes adequate drainage is provided. S.Plates shag be located on both faces of(ruse,end placed so their center TPIM7CA in BCSI,copies of Which MI be furnished upon request. linea coincide with joint center lines. MiTek USA,Inc./Com Trus Software 7.6.7 1L E 9.Digits indicate alae of plate in inches. ( (- to.For basic connector plate design values see ESR-1311,ESR-1958(Wok) f This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 DC: 2x4 KDDF 015BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2- 9=(-210) 1513 9- 3=( 0) 293 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1962) 415 9-10=(-210) 1512 3-10=(-477) 245 3- 4=1-1502) 458 10-11=(-123) 1096 10- 4=( -87) 457 WEBS: 2x9 KDDF STAND LOADING 9- 5=(-1086) 935 11-12=(-240) 1492 10- 5=(-125) 130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1508) 460 12- 7=(-239) 1443 5-11=1 -81) 528 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1962) 415 11- 6=(-472) 245 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 68 6-12=1 0) 291 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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 PIF. 34'- 0.0" -250/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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 = -0.146" @ 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 7-02-12 6-08-15 6-00-10 6-08-15 7-02-12 Design conforms to main windforce-resisting T 1' 1 f 1' j' system and components and cladding criteria. 12 12 M-5x6Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.0017' 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. M-5x8(5) M-5x8(5) 0.25"3 414,111111100,04;„..25" 0 2 r1 �i A.'^I -3x5 M-1.5x3 M-3x8 M-3x4 M-1.5x3 M-3x5+v\ o M-3x5(S) J. J. 7-01 y 6-06-15 y y 09-15 y 6-05-03 y 7-01 l ��'<<'• .. ,i, �� �,i*{ y 16-00 18- 00 ) y <u N E� et. J, 0 34-00 1-00 89782PE c 1-00 JOB NAME : POLYGON 3410-D NH - C4 Scale: 0.1602 '• WARNINGS: GENERAL NOTES, unless otherwise noted: c..., �4 I.Builder and eredien contractor should be advised of ail General Notes 1.This dedgn is based only upon the parameters sewn and N for an Individual •4* 7AO OREGON 0. Truss: C4 and Warnings before construction commences. building component.Applkeblgly of design parameters end proper IW 2.204 compression web bracing must be Metalled where shown+, mcorporatbn or component Is the responsibility of the building designer. +'Q A A Y. -\ ti 3.Additional temporary bracing to insure stability during construction 2.Dedgn assumes the top and bottom dards to be laterally braced at J is the respondbllty of the erector.Additional permanent bracing of c nti and at eahin. uch es ply plywoodsnless braced(TC)and/or their drylengthby continuous sheathing such es sheathing(TC)aM/ar tlrywsA(BC). � �A U L. {`� DATE: 10/26/2015 the overall structure Is the respondbllty or the building designer. 3.2a Impel bridging or lateral bradng required where shown•• 4.No load should be applied to any component until ager ail bracing and 4.Installation of truss Is the responsibility of Me respectNe contractor. SEQ.: K 19 8 7 3 5 9 (setons are complete and et no tine should any wads greater man 5.Dedgn assures trusses ae to be used m a nen-corrosive environment. and are for condition"of use. TRANS ID• LINK design loads be applied to anycomponent. b 5.CompuTrushas nocontrol over and assumes corosponsib8kyfor the B.Ensigassumes""°'"^°"'°•upp""""°�^Bhlmer"'°°elf 'EXPI'RES: 12/31/2016. fabrication.handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 8.This design Is furnished subject to me limitations set forth by B.Plates shall be located on both faces of loss,end placed so their center TPLVJFCA In SCSI.copies of which wN be furnished upon request. lines coincide with Joint center lines. 9.Diggs Indicate size of plate in mchee. MITek USA,Inc./CompuTfue Software 7.6.7(1L)E 10.For baelc=nectar plate design values see ESR-1311,ESR-1988(Web) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 68 2-11=(-314) 1519 11- 3=1 0) 293 BC: 2x4 KDDF p19BTR SPACED 24.0" O.C. 2- 3=(-1962) 527 11-12=(-314) 1517 3-12=(-477) 232 WEBS: 2x4 KDDF STAND 3- 4=(-1502) 569 12-13=(-155) 1096 12- 4=1 -75) 466 LOADING 4- 5=1 0) 0 13-14=(-334) 1442 12- 7=(-141) 146 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-1086) 517 14- 9=(-333) 1443 7-13=( -73) 528 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1 0) 0 13- 8=(-472) 232 TOTAL LOAD = 42.0 PSF 7- 8=(-1508) 571 8-14=( 0) 291 8- 9=1-1962) 527 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 68 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.080" @ 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 ' f f MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 7-02-12 6-06-15 2-02 2-00-10 2-02 6-06-15 7-02-12 MAX HORIZ. LL DEFL = 0.034" @ 33'- 6.5" T 1 1' 1' 1' ' ' 1' MAX HORIZ. TL DEFL = 0.058" @ 33'- 6.5" 14-00 14-00 f ,r 5 6 4 f 12 M-9x6 M-5x6 12 Design conforms to main windforce-resisting 9.00 7 4 Q 9.00 system and components and cladding criteria. y S,l 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=1.6, End vertical(s) are exposed to wind, M-5x8(5) M-5x8(5) Truss designed for wind loads in the plane of the truss only. (1.2541111111111111111111111111111125" 0 0 o ^ •` D o I -3x5 M-1.5x3 M-3x8 M-3x4 M-1.5x3 M-3x5 0 0 M-3x5(5) y 7-01 y 6-06-15 y 6-09-15 y 6-05-03 y 7-01 l <<, 1...),S, PFl()FeSS l 1 y 16-00 18-00 cam' `", ��i9 rs- 1-00 34-00 1-00 G�" _z9782PE r JOB NAME : POLYGON 3410-D NH - C5 • Scale: 0.1602 WARNINGS:u9derO. hRAe NOTignIsb, uNaupontheise 7 OREGON '.- Truss: I,Builder and erection contredor Mould be edviwtl of ail General Notes 1.This design Is based only open the parameters shown and b bran individual ry T ru S s: C 5 and Warnings before construction continences. building component.Appicabety of design parameters and proper / 429' 2.9x4 compression web bracing must be Installed where shown•. incorporation of component Is the responsib969 of the building dealgner. °V C/A yw.. f= V I, 3.Additional temporary bracing to Insure stability during construction 2.Design and at lB the top end bottom unlchoess braced b be througaterallyhout braced at T �T(`�Y J UY. Is the responsibility of the erector.Additional permanent bradng of 2 o c at 10'o c respectively unless throughout their length by /{L continuous sheathing such as plywood shoe whereC)end/or drywall(BC). ` P.A t't � DATE: 10/26/2015 the overall structure la the responsibility piths building designer. 3.2x Impact bridging or lateral brewing required shown•• 5,.1 1w SEQ.: K 14 8 7 3 6 0 4.No bad should be applied to any component until after al bracing and 4.Installation of tons Is the respondbilty of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are lobe used In a noncorrosive environment, design leads be applied to any component. and are ler"dry condition"of use. / q/ryy�.4 TRANS ID: LINK 8.Design assumes full bearing at all supports shown.Shim or wedge If ' 121 /201 5.CompuTnn has no control over and eswmes no responsibility ler the neceaeery. U 6 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 faces of truss,and placed so their center TPIW1CA In SCSI,copies of which wig be furnished upon request. Anes coindde with joint center lines. 9.Digits Indbale size o/plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.7(11)-E to.For basic connector plats design values sae ESR-1311,ESR-19ee(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 68 2-10=(-215) 1690 3-10=(-296) 204 BC: 2x9 KDDF #l&BTR SPACED 24.0" O.C. 2- 3=(-1946) 412 10-11=(-153) 1379 10- 9=( -60) 972 WEBS: 2x4 KDDF STAND 3- 4=1-1748) 460 11-12=(-153) 1259 4-11=(-615) 289 LOADING 9- 5=(-1271) 455 12- 8=(-229) 1432 11- 5=(-368) 1139 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-1271) 455 11- 6=1-615) 289 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1748) 460 6-12=( -60) 473 TOTAL LOAD = 42.0 PSF 7- 8=(-1946) 412 12- 7=(-296) 209 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 68 LL = 25 PIE 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/ 1592V -336/ 336H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -272/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/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 = -0.074" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.148" @ 17'- 0.0" Allowed = 2.206" 17-00 17-00 MAX LL DEFL = -0.002" @ 35'- 0.0" Allowed = 0.100" 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" '' 4' 1' '1' 4' 1' 1' MAX HORIZ. TL DEFL = 0.060" @ 33'- 6.5" 12 12 M-9x6 9.00 7 N 9.00 4,0" Design conforms tomain windforce-resisting S ,f,/ system and components and cladding criteria. ii Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) M-5x6(S) load duration factor=1.6, End vextical(s) are exposed to wind, 0.25„ 0.25" Truss designed for wind loads in the plane of the truss only. 9 • M-1.5x3 AlpopM-1.5x3 3 0 0 ./y- //AII\ ti 10 11 12 ..,!t, �'y[� �i wI -3x5 M-3x4 0.25" M-3x9 M-3x5 I 41 ' (^11.� 1��� M-5x8(5) �+ C) V e l l l ) l eco ‘..,‘GINE - /p 1-00 8-08-03 8-03-13 34-00 8-03-13 8-08-03 1 00 rG • -V 8 782PE • JOB NAME : POLYGON 3410-D NH - C6 '' " Scale: 0.1602 ^' #• -�� WARNINGS: GENERAL NOTES, unless otherwise noted Ce+' 1.Bolder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and is ler an Ind/Wdual 'v OREGON d Truss: C6 and Warnings before construction commences. building cemponant.Applicability of design parameters end proper .7.1:9.. �i' Y) 2.2e4 compression web bracing must be Installed where shown". incorporation of component Is the responsibility of the building designer. ce9 (11,1/4 ii I� V j, 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be[Merely braced at 7 '-7� '�J (/V. Is the responsibility I the erector.Additional M bracing o! NI 7 o.c.and at 10 o.c.reach as unless braced throughout their length by ty o permane continuous Mging or such as plywood mg(TC)and/or drywall(BC). �S/l U t '0 DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown•• �'9 L. SEQ.: K1487361 4.No lead sheold ha app/led teeny vemponent vntl after a!bnadng and 4.otal^.a�/�nlasish.raconsiblbe ltyofhed in a no�respective environment, fasteners are complete and at no time should any bads greater than Deane gra fordo,trusses erettion"of tob. TRANS I D: LINK design beds be applied to any component. B.Design assumes hull bearing at al supports shown.Shim or wedge if 5.CompuTrue has no control over and assumes no responsibility for the CBe„ry, EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 8.This design Is furnished sub)ect to the limitations sat forth by 8.Plates shag be located on both faces of toss,and placed so their center TP WWTCA In SCSI.copies or Milch will be furnished upon request. Anes coincide with Joint center lines. 9.Digits indicate stye of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.7(10-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2964) 606 1-6=(-574) 2210 6-2=( -296) 1338 BC: 2x6 KDDF #l6BTR SPACED 24.0" O.C. 2-3=(-1892) 932 6-7=(-568) 2182 2-7=( -986) 270 WEBS: 2x4 HOOF STAND 3-4=( -202) 228 7-8=(-366) 1342 7-3=( -708) 3166 LOADING 9-5=( -19) 6 3-8=(-2639) 656 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 8-4=( -209) 182 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -533/ 2562V -141/ 277H 5.50" 4.10 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN @@ADDL: BC CONC LL+DL= 1175.0 LBS @ 2'- 0.0" 10'- 0.0" -820/ 3392V 0/ OH 5.50" 5.43 KDDF ( 625) nails staggered: ADDL: BC CONC LL+DL= 620.0 LBS @ 9'- 0.0" 9" oc in 1 row(s) throughout 2x9 top chords, ADDL: BC CONC LL+DL= 620.0 LBS @ 6'- 0.0" 9" o n 2 row(s) throughout 2x6 bottom chords, @@ADDL: BC CONC LL+DL= 1755.0 LBS @ 7'- 0.0" 9" oc in 1 row(s) throughout 2x9 webs. ADDL: BC CONC LL+DL= 944.0 LBS @ 9'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Os For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL = 0.015" @ 6'- 4.9" Allowed = 0.454" MAX TL CREEP DEFL = -0.095" @ 6'- 4.9" Allowed = 0.606" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 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 system and components and cladding criteria. 1' 1' 1' '1'1' Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-1.5x3 5 load duration factor=1.6, 9.00 7 4 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 o 111111111 4dl o 1 6 7 "4 8 o M-3x4 M-1.5x3 M-5x8 M-4x8 y +11758 y +6208 +620#+17550 +9440, 3-06-13 2-10-01 l'' 3-07-01 , 'N PROF kor 1 10-00 l t".::::, 'e.,- ,,-..., r�� '�" 89782PE <" JOB NAME : POLYGON 3410-D NH - CGIRD . s-wt • Scale: 0.2896 / )_ WARNINGS: GENERAL NOTES, unless othenvlae noted 4+ 4) 1.Builder and erection contractor should be advised of all General Notes 1.This design C based only upon the parameters Mown and Is for an Individual •'$!OREGON ycy(.*� Truss: CGIRD and Warnings before cenarudion commences, building componentApplicability of design parameters and proper / 5 Z 294 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. �iFl� A�`_ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom MOMS to M laterally braced at 77 'ill Y 1 AA and at 10 o c rCsty unless braced throughout their length by Is the responsibility of me erector.Additional permanent bracing of aunh a continuous sheathing such es ptywuod sheatntng(TC)and/or drywall(BC). PA UL DATE: 10/26/2015 Behoverall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I"'7 SEQ.: K 14 8 7 3 62 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is the reeponsibllty of the respective contractor. fasteners are complete and at no time Mould any bads greater than 5.Design assumes inoses are to be used In a non-corrosive environment, TRANS I D• LINK design lads be applied to any component. and are or dry conditionof use. 5.CompuTrus hes no control over and names no responsibility for the 6.Design xl ssa assumes NII bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design ssumes 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 feces of truss,and placed so their center TP WOICA In BCSI,coples of which will be furnished upon request. Anes coincide with joint center line. 9.Digits Indicate sbe of plate In Inches, MITek USA,Ina./CompuTrus Software 7.6.7(1L)E 10.For basic connector plate design values see ESR-1311,ESR-7988(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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 68 2-4=(0) 0 BC: 2x4 KDDF #1GBTR SPACED 29.0" O.C. 2-3=(0) 111 TC LATERAL SUPPORT <= 12"OC. [JON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POP 0'- 0.0" -77/ 264V -19/ 72H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -179/ 226V 0/ OH 1.50" 0.36 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -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'- 4.6" 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 1-11-11 system and components and cladding criteria. Wind: 140 mph, h=19.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3 -/ 1 o I 1 o /v _ 1 X aa M-3x4 l l y 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 I 10-00 61. itr /7 89782PE JOB NAME : POLYGON 3410-D NH - CJ1 . • Scale: 0.5235 WARNINGS: GENERAL NOTES, unbsa otherwise noted: �� --� 1.Builder and erection conlrector should be advised of all General Notes I.This deNgn is based only upon the parameters shown and is for en individual ,y� "' Truss: CJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper ��fj (7d 2.9(4compression web bradng must be Installed where shown* Incorporation of component Is the responsibility of the building designer. 5T,1 V A 14 V 3.Additional tem brad to Insure stability during construction 2 Design assumes the top and bottom chords to be ehregy braced et T7 �1 y temporary o.c.and et 10 o c respectively unless braced throughout their length by R the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood a p(TC)and/or drywall(BC). • P.A U L DATE: 10/26/2015 the overall structure is the responsibility of the budding designer. S 2x Impact bridging or lateral bracing requiredfired where shown** SEQ.: K1487363 4.Ne bed should be applied to any component until alter ail bradng and 4.Installation et truss istrosW baudsadithe h nrespective tive conn ro ler"dry wnstiector. fasteners aro tim compote end st no e should any bS ads greater than end IntagaMSSLIMOS trusties ere tob. TRANS I D: LINK design loads be applied to any component. 6.Design assumes full bearing ate.supports shown.Shim or wedge If 5.CompuTrushas nocontrol overandassumesnorespe lebilitytorthe eea.ery. EXPIRES: 12/31/2016 fabdcaeen,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. (' 4 Ire.r 27,2015 6.This design Is furnished subject to the limitations set forth by 6.Plates shag be located en both faces Grose,end placed so their center TPIM71CA b SCSI,copes of which wig be furnished upon request. lines colndde with Joint center lines. 9.Digits Indicate see of plate in Inches. MiTek USA.Inc./COmpuTrus Software 7.6.7(1L)-E 10.Far basin connector plate design values see ESR-1311,ESR-1088(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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.151_ BC: 2x4 KDDF 8168TR SPACED 24.0" O.C. 2-3=(-96) 92 2-4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 364V -37/ 118H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -220/ 199V 0/ OH 1.50" 0.32 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 10'- 0.0" 0/ 85V 0/ OH 5.50" 0.14 KDDF ( 625) cc 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 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 = -0.018" @ 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 fI Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.00 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. io 0 0 ell 0 c o 11 o 0 1 M 3x4 4 l l l 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 10-00 ` �D PR C•j�F � e. �� NGINEk' s O `,- 897822E -7r" JOB NAME : POLYGON 3410-D NH - CJ2 .R''� "' • • Scale: 0.4860 WARNINGS: GENERAL NOTES, unless otherwise noted. 4I. Truss: CJ2 Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual "V OREGON h'/..,. and Warnings before conabudbn commences. building component Applicability of design parameters and proper V 2.234 compression web laming mud be installed where shown t. Incorporation of component Is the responsibility of the building deagner. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at � � V •A6 }; �• Is the responabillty of the erector.Additional permanent bracing ofcT o c end et 17 o c rsspectksly unless braced throughout their length by r l(„a DATE: 10/26/2015 the overall structure la the responsibility of the balding designer. On Impact sheathing e,Stehaapywg re uirede(raRsonC) rtlrywag(BC). "IA � (�� 3.In Impact bntlging or the Steal bracing required where Mown•♦ "I T y SEQ.: '147 3 6 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is thresponsibility of the respective conked°, fasteners are complete end at no time should any leads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK decgn leads be applied to any component. and are for^dry condition"of use. p 5.Compurrus has no control over and assumes no responsibility for the 8.Design escumes NII bearing et al supports shear,Shim or wedge If EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. 7.Desiassumes necessary, e 8.This design Is furnished subject to the limitations set ledh by 8.Pic es chap be located onebeth facgesls of trusls,ed.and placed so their center October 27,2015 TPI/VI/FCA In ECS:,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1LFE 9.Digits indicate ante of pate In Inches. 70.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 10'- 0.0" IBC 2012 MAX MEMBER FORCES 481R/DDF/Cq=1.00 TC: 2x9 BODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-170) 221 3-5=(-287) 222 BC: 2x9 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-397) 162 WEBS: 2x9 KDDF STAND 3-4=(-101) 63 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. U014. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -78/ 534V -55/ 165H 5.50" 0.85 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 10.9" -119/ 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 IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "ac 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 = -0.004" @ 5'- 1.1" Allowed = 0.270" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX TL CREEP HEEL = 0.000" @ 0'- 0.0" Allowed = 0.238" MAX BC PANEL TL DEFL = -0.928" @ 5'- 1.3" Allowed = 0.605" 5-11-11 MAX HORIZ. LL DEFL = 0.002" @ 9'- 9.2" '1 f MAX HORIZ. TL DEFL = 0.003" @ 9'- 9.2" M-1.5x3 Design conforms to main windforce-resisting 12 3 /01 system and components and cladding criteria. 9.00 7 4, Wind: 140 mph, h=21.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.O, 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 1-1I Aghllihllihh o e Ar r1 5 o M-3x4 M-1.5x3 1 Fs1-00 yIPROVLDE FULL BEARING;Jts:2,4,5 I lO-OO , V(} P R OF ,6 s 04GINEE4, /0 . ®9782PE �v- JOB NAME : POLYGON 3410-D NH - CJ3 / > -der Scale: 0.4485 ,®/ / WARNINGS: GENERAL NOTES, unless otherwise noted: -7 OREGON Sc, �. 1 Builder and erection contractor should be advised 5(51 General Notes 1.This design is based only upon the parameters shown end is ler an Individual •` h Truss: CJ3 and Warnings before cenwrucson commences. building component.Applicability of design parameters and proper f, �" �° 2.2a4 compression web bredng must be installed where shown a. ‘,- incorporation of component Is the responsibility of the building designer. "Q' vq R Y:.{ 3.Additional temporary bracing to insure daddy during construction 2.Design assumes me top and bottom moms to he laterally braced el ` _t Ie the responsibility of the erector.Additional perreenent bracing of 2'o,c.end at t e e,c respectively unless bread ihroughd l their Nnglh by V continuous sheathing such as pdwned sheathing(TC)end/or dryweit(BC). PA U L. [i" DATE: 10/26/2015 the overall structure N the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown"" I e SEQ.: K 14 8 7 3 6 5 4.No load should be applied to any component until after ell bredng and 4.Installation of roes is the responeibilry of the respective coniredor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK deagn loads be applied to any component. and g�ames it baa g use.supports wedge 5.CompuTrus has no control over and assume no responsibility ler the 6.Design full beadn 1 el w rte shown.Shbn or wed if EXPIRES: 12/3112016. awry, I fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 27,2015 6.This design le furnished subject to the limitations col forth by S.Plates shall be bated on both faces of Imes,end pieced ea then center TPINWTCA in SCSI,copes of which vdit be furnished upon request. g,arDies indicatecoindde eh Mint date erliness.. MITek USA,Ino./CampUTrus Software 7.6.7(1L}E tO.For basic connector plate design values see ESR-1311,ESR-I988(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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-153) 199 3-5=(-252) 199 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2-3=(-318) 149 WEBS: 2x4 KDDF STAND 3-9=( -79) 37 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -42/ 533V -74/ 213H 5.50" 0.B5 ROOF ( 625) LL = 25 POE' Ground Snow (Pg) 7'- 10.9" -95/ 72V 0/ OH 1.50" 0.11 KDDF ( 625) 10'- 0.0" -37/ 253V 0/ OH 5.50" 0.40 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 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/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 - 0.078" 7-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed - 0.105" 1' 'f 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" Il MAX HORIZ. Ti DEFL - 0.002" @ 9'- 9.2" 12 Design conforms to main windforce-resisting 9.00 system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=22.2ft, TCDL=4.2,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 o in the plane of the truss only. 0 ko0 I ji o �� -f S 0 1 M-3x4 M-1.5x3 1-00 Y 'PROVIDE FULL BEARING)Jts:2,9,5 I 10-00 �a � � an � O Ls,� -�C�tN ,rte 89782PE -7_, JOB NAME : POLYGON 3410-D NH CJ4 //r • Scale: 0.4170 --.rwr WARNINGS: GENERAL NOTES, unless otherwise noted V ,(y /1/'� �� Truss: CJ4 1.Builder and erection contredor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual "7 OREGON and Warnings before construction commences. balding componentApplicability of design parameters and proper �tf 2.2s4 compression web bradrig mull be installed where chase*. q5' Nr Incorporation of component lathe responsibility of the building designer. ,y /� 3.Additional temporary bracing to'nears stability during construction 2 Design assumes me top and bottom chords to be laterally braced at .(^1 Y { �/,. Is the responsibility al the erector.Additional permanent bracing of 7 a c.end at IC/o.c.respect as ply unless braced throughout their length by y]- v DATE: 10/26/2015 the overall structure m the responsibility f the buildingdesigner. continuousxImpact ahginglor suehlbalywg requirede sheewhereC)and/or tlrywep(SC). .�Ji' it +�� Pon Iit o3.2s Imped bridging or such bracing where shown r A Iv.i 1r SEQ.: Ki 4 8 7 3 6 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design a es busses are to be used Ina non-corrosive environment, TRANS ID: LINK design wads be applied to any component. end are fm cry condition-of use.es �+ 5.CompuTrus has no control over and assumes no responsibility ler the 6.Design e sceeea assumes full bearing al all supports shown.Smm or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of corn ry smell components. B7.Pesinsesumeloctedonedrsfacesotinage is russ,an October 27,2015 e.This design h Nmlahed subject to the limitations set forth by B.Plates shall be located on born feces of Inns,and placed so their center TPIANTCA In SCSI,copies of which will be furnished upon request. linea coincide with Joint center lines. B.Digits Indicate sheet plate In inches. MITek USA,Inc.iCon uTrus Software 7.6.7(10-E 10. For basic connector plate design values see ESR-1311,ESR-1988(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 IC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(-199) 235 3-5=(-305) 259 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-369) 170 WEBS: 2x9 KDDF STAND 3-9=(-113) 69 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -53/ 558V -93/ 262H 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 9.2" -62/ 288V 0/ OH 5.50" 0.46 KDDF ( 625) 9'- 11.7" -78/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) 04, 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 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/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" 9-11-11 MAX TC PANEL LL DEFL = 0.011" @ 7'- 8.2" Allowed = 0.379" f MAX BC PANEL TL DEFL = -0.428" @ 5'- 1.3" Allowed = 0.605" MAX HORIZ. LL DEFL = -0.003" @ 9'- 9.2" MAX HORIZ. TL DEFL = 0.003" @ 9'- 9.2" Design conforms to m windforce-resisting system and componentsrand cladding criteria. Wind: 190 mph, h22.9ft, TCDL4.2,BCDL6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9.00 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-1.5x3 1 /7/ ."' 5o M-1.5x3 cO PROp y1-00 y (PROVIDE FULL BEARING;Jts:2,5,4 110-00 y �` lG1NEe'' 63, i `( 8"782P^E� �Cye JOB NAME : POLYGON 3410-D NH - CJ5 ' /-�\ ''" Scale; 0.3653 }'��tlf" 1 -�.e 'l L. WARNINGS: GENERAL NOTES, unless otherwise noted V 4) 1.Builder end erection contractor should be advised Wall General Notes 1.This design is based only upon the parameters shown and Is for en Individual OREGON W`' Truss: CJ5 and Warnings before construction commences. building component Applicability of design parameters end roper �A- ran ¢` 2.2a4 compreesan web bracing must be installed where shown". incorporation of component is the roeponstblily of the building destgner, »� -Y�./�Q ty y: 1� 3.Additional temporary bracing to Insure stability during constructan 2.Design assumes 1M lop end bottom anechobrads ced o be oesghalaterally braced et AIR "fi e N the responsibility of the cede,.Additional permanent bracing of T o.c.and el eaICY o c.respadl plywood uMeae braved throng ndl thele etyBength by continuous sheathing such as plywood sheethhtg(TC)end/or drywal(BC). PA U L '�' DATE: 10/26/2015 the overal structure Is the responsibility of the balding designer. 3.20 Impact bridging or lateral bracing required where shown** V 1_ SEQ.: K1487367 4.No load Mould beapplied toany component unitafter albracing and 4.Installation oftr.t Is ryvo dlAltyelthsed In a�respective contractor, fasteners are complete and at no time should any loads greater than Design design loads be applied m any component. and are for"dry condition'of ues. y { ] �Y 12/31/2016/�f�.l/ p TRANS I D: LINK 5.Comp Trus has no control over end assumes no responsibility for the 6.Design assumes full bearing al all supports show.Shim or sedge If EXPIRES. W 2/3 W/201 6 fabrication,handling,shipment end msfalhaan of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI/TCA In SCSI,copies of which WI be furnished upon request. Ines coincide with joint canter lines. 9.Digits indicate eine of plate m Inches. MTek USA,Inc./CotnpuTrus Software 7.6.7(1L)-E II.For basic connector plate design values we ESR-1311,ENR-19e9(MOW) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "mc spacing. I TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #ISBTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, 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.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, uo 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. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-04 0-03-12 T T T 12 4.00 v M-1.5x3 3 4 W ti � I eill O 7-3x9 m-1!5:1 1, 1, 51 1-00 3-05 .1,, , O PR OFFS 44 15, 8•782PE 17r JOB NAME : POLYGON 3410—D NH — D1 ,/ ' Scale: 0.6603 �r s �! a•/� WARNINGS: GENERAL NOTES, unless otherwise noted Cr, �(1) Truss: D 1 1.Builder and erection contractor should be advised of al General Notes I.This design is based only upon the parameters Mown and Is for an Indlvldual ••a7/ t and Wamings before construction commences. balding component.Applicability of design parameters and proper A 204 compression web bracing must be Installed where shown 5. Incorporation of component Is me responsibility of the building designer. .11 V�a.� .. i y� 4"' '�'� 3.Additional temporary bracing to Insure stability during construction 2.Design end St 19. the lop and bottom charts to be res helly braces et �('{ /'r "�J Is the responsibility of the erector.Additional permanent bracing of Toetle oc.respectively unless bowed throughout their length by •]�'' ` DATE: 10/26/2015 the overall structure is the responsibility of the building de continuous5(spabogging sr such as wiplyng re airedsheatwhere sho) wn 0 drywaR(BC). � t �♦ ly signer. 1 2x Impact bntlging or lateral bracing required drown*+ L SEQ.: K 14 8 7 3 7 0 4.No load should be applied to any component until aper all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and are for"dry condylon"of use. TRANS I D: LINK design loads be e p control to any component. 6.Design assumes full bearing at all.uppons shown.Shim or wedge if EXPIRES: 2/3112016 5.CompuTrus has no control over and assumes no responsibility for the necessa, febnwtion,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design Is furnished abject to the Ikngatbns set fodh by B.Plates shag be located on both faces of trues,and placed so their center TPNNTCA in SCSI,copies of which will be furnished upon request. Ines colndde with jots center lines. 9.Digits Indicate size of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E to.For basic connector pate design values see EBR-1311,ESR-7966(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-44) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 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 = 92.0 PSF 0'- 0.0" -58/ 316V 0/ 42H 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 0.1" Allowed = 0.174" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.193" MAX HORIZ. LL DEFL = -0.000" @ 3'- 9.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '' load duration factor=1.6, End verticals) are exposed to wind, o� Truss designed for wind loads i in the plane of the truss only. N O 1 N /- AI 1 M O 1 O M-3x9 ) ) 1 1-00 3-05 IP ROVIDE FULL BEARING;Tts:2,9,3 I .;1 p R Op G I .:6561,0 -57 89782PE v„' JOB NAME : POLYGON 3410-D NH - D2 Scale: 0.8868 WARNINGS: GENERAL NOTES, unless otherwise noted: r✓' �40 1.Builder end erection connector should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an individual J,OREGON N Truss: D2 and Warnings before construction commences. building component.Applicability of design perimeters end proper /. V • 2 2u4 compression web bracing must be installed where shown+ incorporation of component is the responsibility the building designer. ,Q[�y: A b 3.Additional lemporsry bracing to Insure stability during construction 2 Design sesameso n,lop and bottom Mans to be laterally t their at rr al _4 j�.. Is the responsibility of IM efactor.Additional permanent bracing of 7 un.and at 1g o.c rsank..sly unless braced throughout their length by `l continuous sheathing such as plywood sheathing(TC)ail/or drywel(BC). PA 1 I l L DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2t impact bridging or lateral bracing required where Mown++ �,/ SEQ.: K 14 8 7 3 71 4.No load Mould be applied to any component aril ager all brodng and 4.Installation Wilms is the responsibility of the respedie=tractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and TRANS I D: LINK design loads be applied to any component. Design for"dry condition"of use 5.CompuTnn has no control over and assumes no responsibility for the S ee�g astarr tel bearing at el supports shown.Shim or wedge If EXPIRES:: 12/31/2016. ry + I. fabrication,Sending,shipment and Inatelktion of components. 7.Design assumes adequate drainage is provided. OCtob@ r 27,2015 6.This design Is furnished sided to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIMyfCA in SCSI,copies of which will be furnished upon request. knee coincide with fold center lines. 9.Digits indicate eke of pale in Inches. MITek USA,Ina./CampuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values we ESR-1311.ESR-1989(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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-1) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. U019. 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 = 92.0 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 KEEP ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" 0/ 69V 0/ Si) 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. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 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 = 0.003" @ 1'- 0.0" Allowed = 0.123" MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.5" Allowed = 0.184" 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" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 '1 12 Design conforms to main windforce-resisting system and components and cladding criteria. 9.00 17 Wind: 140 mph, h=19.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. We H o � ti I - ..>-m1 4 1 M-3x4 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 � p,EO PROfe. NGINE�� /1 9782PE vim` JOB NAME : POLYGON 3410-D NH - J1 Ai„ .,,. Scale: 0.5751 NSW WARNINGS: / 'M1 O.T isldLNOTsb uMeupontheparnoted: 17 OREGON _.a Truss: J1 1.Budder Warand andlonconlndctoshould com endvhedorau0einralNotes 7 Thledesign ingcomp nent.Aplyupbnyofdesmepar shown Oar. ant Warnings before construction commences, building component Applicability or design parameters and proper Qom' 2.2s4 compression web bradng must be installed where Mown+ Incorporation of component is responsibility 55 building designer. R Y Ai' 17, 3.Additional temporary brads to Insure stability during consirualon 2.Design assumes the top and bottom cholla lo be laterally braced at 5 Is me responsibility of the erector.Additional permanent bredng of ?'o.c and et 10 o.c reach a.sly unless braced throughout Their length by DATE: 10/26/2015 the Quenu structure is the ro continuous sheathing such as plywood eheammg(TC)eadhr"rywall(BC). �j 1 1.' t1` aponcamp of the building designer. 3.2.Impact bridging or lateral bradng required where shown V L e SEQ.: K 14 8 7 3 7 2 4.No bed should be applied to any component until alter all bradng and 4.Installation or truss Is the responsibility of the respective centred°, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"or use. �/ y{) �+ ^R] /rye}{a� s.Compurrus has no control over and assumes no reapansib sty for the 6.Design assumestun bearing ai ail supports shown.Shim or wedge n EXPIRES:(1l E V: 2/W7 I L V 1 CJ fabrication,handling,shipment and installation or components, necessary. 7.Desiassumes aB.This design h furnished subject la the tlmfations set forth by 8.Plaes shalt be bested onebothinage facesls of Inds,rovided.end placed so their center October 27,2015 TPINOTCA in SCSI,copies of which will be furnished upon request. lines coincide vdth joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.7(iL}E S.Digits Indicate size or plate in inches. 70.For basic connector plate design values see ESR-1371,ESR-1988(MtTek) 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 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-78) 80 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 358V -37/ 118H 5.50" 0.57 KDDF ( 625) 3'- 10.9" -170/ 162V 0/ 0H 1.50" 0.26 KDDF ( 625) LL = 25 POP 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. ICOND. 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" 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 MAXHORIZ. LL DEFL _ _ 3'- fMAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 12 9.00 17 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 'I� 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 v o rc 0 0 0 1 M-3x4 1 b 1 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 8-00 �tic0 PR QFFscS° <c`N �NGINE � /0•y9 1' :9782PE <' JOB NAME : POLYGON 3410-D NH - J24" -41.".Scale: 0.5501 ..," l WARNINGS: GENERAL NOTES, unlace ethenvlee noted: 6., �J OREGON A0) 1.Builder and eredbn contrador should be advised of a6 General Notes 1.TN*design is based only upon the parameters Mown and Is for an individual Y/. `!,. .. K. Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper �'Q 6, 2.2t4 compression web bradng must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. • u4 R Y ` %. 3.Additional temporary bracing to insure stability during consbucnon 2.Design end.110umes the top and bottom choke to be Merely braced at Is the responsibility i Ina endor.Additional permanent bracing of i a c. al 1 P a s,respectively unless braced throughout their length by jy It y o continuous sheathing woh as plywood aMethmg(TC)and/or drywall(BC). PA U { j`� DATE: 10/26/2015 the overall structure la the responsibllty of the building designer. 3.2i Impact bridging or lateral bradng required where shown v i V r SEQ. : K 14 8 7 3 7 3 4.No load should be applied to any component until altar an bracing and 4.Installation of Mese la the respunsibllty of the respective contractor. fasteners are complete and et no time Should any loads greater than 5.Design sewn..trusses are to be used in a noncorrosive envhonment, TRANS ID: LINK design loads be applied teany component. end arefordesfullry mon•51as.. 5.CompuTrue has na control over and assumes no reepensibnily for the 6.D�sico6�awmes fdl beadng al ag supports shown.Shim ar wetlge II �y EXPIRES 12/31/2016 2/31/201 6 fabrication,handling,shipment and inetallatien of components. 7.Design eawmes adequate drainage Is provided. October 27,2015 I'1 ti7 G/47 GV 1 V 6.This design is furnished subject to the limitations set form by t Plates Shan be located on both faces of truss,and placed so their center TP WWCA In BCSI,copies of which WI be furnished upon request. B.Digits.coincide ite with joint Ge of center plate tel Ines. Inches. MTek USA.Ina./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values sea ESR-7311,ESR-1888(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 TC: 2x9 KDDF #163TR LOAD DURATION INCREASE = 1.15 1-2=( O) 68 2-6=(-47) 110 6-5=( 0) 18 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-207) 0 5-7=(-74) 163 5-3=( 0) 67 WEBS: 2x9 KDDF STAND 3-4=( -28) 40 3-7=(-168) 76 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -38/ 370V -37/ 118H 5.50" 0.59 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 10.9" -153/ 105V 0/ OH 1.50" 0.17 KDDF ( 625) B'- 0.0" 0/ 105V 0/ OH 5.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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" MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.178" 3-11-11 MAX BC PANEL TL DEFL = -0.037" @ 4'- 7.1" Allowed = 0.269" MAX HORSE. LL DEFL = 0.007" @ 7'- 3.0" 12 MAX HORIZ. TL DEFL = 0.011" @ 7'- 3.0" 9.00 7 4 Design conforms to main indforce-resisting ° system and components and cladding criteria. M-4x6 Wind: 190 mph, h=20.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 v load duration factor=1.6, O I End vertical(s) are exposed to wind, o Truss designed for wind loads N11 . ...---..- in the plane of the truss only. r. BN o o '�' I M-1.5x4 o 0 1 0.---- •o M6-3x4 0 1 M-3x9 M-3x5 l 1 b y 2-03-12 4-11-04 0-09 1 b .. l 1-00 2-05-08 8-00 5-06-08 (PROVIDE FULL BEARING:Jts:2,4,7 I cr 4�� H��t� �c`�� NGINEk-� '% $` 89782PE fir" JOB NAME : POLYGON 3410-D NH - J2C ^/�� , Scale: 0.5126 •gyp �• ��1 l' RAW. WARNINGS: GENERAL NOTES, unless otherwise noted K1' \\ �'M1 1.Builder and erection costredor should be advised of a1 General Notes 1.This design is based only upon the parameters shown and Is for an Individual OREGON. _J Truss: J2 C and Warnings before concoction commences building component Applicability of design parameters and proper �e 7+ r R) �" 2.204 compression web bracing must be installed where shown+. incorporation of component is the reaponslbtilty of the bolding designer. �.a'1� .r .: C. V 3.Addlonal temporary bracing to insure stability during construction 2.Design assumes the tap and bottom choke to be throughoutaterally braced at 7 :41::?' J Is me responsibility of the erector.Additional permanent bracing of 2'o.c.and at/0 c.c.respectively uNess booed their length by continuous sheathing aueh as plywood sheathing(TC)and/or drywel(BC). PA 1 t ` DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.W Impact bridging or lateral bracing requked where shown++ l,/4. SEQ.: Ki4 8 7 3 7 4 4.so load should be applied to any component until after al bracing and 4.Instillation of truss la the reeponsibliity of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tosses are to be used ina noncorrosive environment. TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.PompuTrus has no control over and sesames no responsibility for the 6.Design awmes full bearing at asupportsshown.Shim or wedge if EXPIRES: 12/31/2016 ry fabrication,handling,shipment and Installation of components. /�{ l&.��p 7.Design essassumes adedon drainageistruss, October 27,2015 8.This design b furnished abject m the limitations set forth by B.Plates shall be burled on both tams of truce,end plead so their center TP WITCA in BES),copies of which wig be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate stxe of plate in inches. MUck USA,)nc.ICompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888 Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-123) 107 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -24/ 922V -55/ 1650 5.50" 0.68 KDDF ( 625) 5'- 10.9" -154/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 8'- 0.0" 0/ 83V 0/ OH 5.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 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 = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 5-11-11 MAX TC PANEL LL DEFL = 0.194" @ 3'- 2.1" Allowed = 0.457" f f MAX BC PANEL TL DEFL = -0.154" @ 4'- 1.4" Allowed = 0.472" 3 -/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 ;) 9.00 7 A 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(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, io Truss designed for wind loads o in the plane of the truss only. 0 Z. o I c M-3x4 y l y �y 1-00 (PROVIDE FULL BEARING;Jts:2,3,9 I 8-00 f R 89782PE pe 9{ JOB NAME : POLYGON 3410-D NH - J3 • Scale: 0.4979 '"41 __,.. WARNINGS: GENERAL NOTES, unless otherwise noted C/' OREGON (�� 1.Bulder and erection eontrador ehnuld be advised of al General Notes 1.This design is based only upon the parameters shown and Ie For an Individual 1A.OREGON ryN Truss: J3 and Warnings before construction commences. building component Applicablley of design parameters end proper �/ d)5 2 9r4 compresebn web bracing must be installed where shown+. incorporation of component le the roaponsibXlty of the bolding designer, ` AR Y: u� s' ¢. 3.Additional temporary bracing to Incurs stability during construction 2.Design assumes the top end bottom chords to be htefaly braced at 7 4 J 7 0E.and at 1G c.c.respectively unless bread throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). P./1 U t `. is the responsibility of the erector.Additional permanent brsdrp of DATE: 10/26/2015 the overall structure is the responsibility of the bolding designer. 3.24 Impact bddging or lateral bracing required where shown+. �"'1 1.. SEQ.: K1487375 4.No load should be applied to any component until tiger all bracing and 4.Installation of t,nssi.athe esspoosibiltyty of the reesppeettie coemtl n. fastener.are complete and at no time should any Dads greater than Design assumes design beds be applied to any component. and are ror"dry condition"ofuse. �/ pC�v .l ry (ry TRANS ID: LINKS Nap Immures Ml bearing at el supporta shown.Shim or wedge if EXPIRES:a7. I It7�IGQ� 5 CompuTrus has no control over and assume.no responsibility for the neasury. �y l.� fabrication,handling,shipment and installation or components. T.Design assumes adequate drsbage is prodded. October 27,2015 6.This design is furnished subject to the limitations set fort by 8.Plates shall be bated on both faces of truss,end placed so their anter TPIIWTCA in SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 8es. MITek USA,Inc./Com Trus Software 7.6.7(10-E I FortDigitIsolateecer pplateein in values Pu1.Forbaricate ales plats.inIncveluessee ESR-1311,ESR-1968(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 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(-120) 199 6-5=( 0) 18 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-308) 45 5-7=(-184) 300 5-3=( 0) 68 WEBS: 2x4 KDDF STAND 3-4=( -73) 63 3-7=(-310) 190 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 426V -55/ 165H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -126/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) 8'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 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. I 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" 5-11-11 MAX LL DEFL = 0.015" @ 2'- 4.4" Allowed = 0.270" fMAX TL CREEP DEFL = -0.023" @ 2'- 3.8" Allowed = 0.359" i MAX LL DEFL = 0.000" @ 7'- 3.0" Allowed = 0.078" 4 -! MAX TL CREEP DEFL = 0.000" @ 7'- 3.0" Allowed = 0.105" 12 �) MAX HORIZ. LL DEFL = -0.016" @ 7'- 3.0" )j MAX HORIZ. TL DEFL = 0.019" @ 7'- 3.0" 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. ny 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, M-4x6 o End vertical(s) are exposed to wind, c Truss designed for wind loads in the plane of the truss only. Almilimmi- - _, 7 . CD �, -m M-1.5x4 0 1 11.- 11 0 1 M�3x4 M-3x4 M-3x5 y l y l 2-03-12 4-11-04 0-09 1 l 1 y r 1-00 2-05-08 8-00 5-06-08 ti `D PR OPk- (PROVIDE FULL BEARING;Jts:2,4,7 ICO t e. :9782PE c JOB NAME : POLYGON 3410-D NH - J3C Ar --"." Scale: 0.4686 ,� 111111� WARNINGS: GENERAL NOTES, tales°otherwise noted: 4' / 40 Truss: J3 C 1.Builder and erection contactor should be advised of all General Notes 1.This design is based only upon the parameters Mown end Is for an Individual S "9 OREGON s- and Warnings before construction commences. building component.Applicability of design parameters and proper �/ , �'. 2.9t4 compression web bracing must be metalled where shown♦ Incoryorotfon of component Is the responsibility of the buildingdesigner. ,,.ay /� �( 3.Atltlafonel temporary bracing to Insure stability during construction 1 Deegn assumes the top and bottom chords to be laterally brec°d at T j ' Pl `' A J �(.., Is the responsibility of the erector.Additional permanent bracing of T o c.and at 10 o e respectively so sty unless braced throughoanut their langih by /]{� V DATE: 10/26/2015 the overall structure Is the responsibilityf the building continuous ridging or suchrl b wing re olr eming(e s emn cr tlrywe8(BC). ` PA 1 �\ o g designer. 3.2x Impact badging or lateral bracing required where shown L SEQ.: Ki4 8 7 3 7 6 4.No lead should be applied to any component until after all bracing and 4.Installation of truss NUN responsibility of the respedNe contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used Ina non.corrosive environment, designpads be applied to anyM. and are for"dry cendlllon"of use. TRANS ID: LINK coover 8.Design assumes full bearing at all supports shown.Shim or wedge i, EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no respomlbi9ly forme necesm, a fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design is furnished subject to the'lineations set forth by 8.Plates shall be located on both faces Mews,and placed so their center TPI/WfCA in SCSI,copies of*filch WM be furnished upon request. lines coincide Mth joint canter linea 9.119its indicate size of plate In Inches. MiTek USA.Int./CompuTrus Software 7.6.7(1L)-E 18.For basic connedorMate 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 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-170) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -44/ 480V -74/ 213H 5.50" 0.77 KDDF ( 625) 7'- 9.2" 0/ 173V 0/ OH 5.50" 0.28 KDDF ( 625) LL = 25 POP 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 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 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" 7-11-11 MAX TC PANEL LL DEFL = 0.456" @ 4'- 9.0" Allowed = 0.624" I I MAX TC PANEL TL DEFL = -0.467" @ 4'- 6.0" Allowed = 0.935" MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting12 system and components and cladding criteria. 9.00 7 Wind: 140 mph, h=22.2ft, TCDL4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor1.6, End verticals) ae exposed to wind, Truss designed forwind loads in the plane of the truss only. /,/ q MEIGAI -/ y 1-00 y 61 (PROVIDE FULL BEARING;Jts:2,4 3 I 8-00 y �" GI 0• 4, :9782PE -7_,_ JOB NAME : POLYGON 3410-D NH - J4 Scale: 0.4357AEI '" WARNINGS: GENERAL NOTES, uniess otherwise noted /�� L, / /'� 4) 1.Builder and erectioncontractor ehoud be advised oral General Notes 1.This design h based only upon the parameters Mown and Is for an Individual s OREGON h"' r� Truss: J4 and Warning.before construction commences building componentApplkability of design parameters and proper Cpl{, 2.aro compression web bracing must be installed where shown.. Incorporation of componem Is the respon.IbIty of the bolding designer. =c cal R Y ,�5 3.Additlenl temporary bracing to Insure stabll89 during construction 2.Ta n,assumes the tap and bottom dams to be througWordyhout bracedtheiral ` ',' is me responsibility of the erector.Additional permanent brodng of T o c end at eP c.c.respectively unless braced throughout length by 13 continuous sheathing such as pyvrood sheathing(TC)and/or dryweg(BC). +�./1 U 1 ,- DATE: 10/26/2015 the ovens structure Is the responsibility of the balding designer. s.m Impact bddgmg or lateral bracing required anon shown.. �1 i.. SEQ.: K 14 8 7 3 7 7 4.No load should be applied to any component unit after al bradrg and 44..Design installation of truss IIsi.e•vo sibuaea.�sop�RONa•ontrm tor.nem, fasteners are complete end at no time should any pads greater then Desand gn for"dry insane re to be TRANS I D: LINK design leas be applied to any component. 3 Design assumes full bearing at al supports shown.Shim or wedge If 5.CompaTmshas no control over andae,ameenoresponsbiliyforthe eceseary. EXPIRES: 12/31/2016 febncation,handling,shipment and installation of components. 7.Design assumes adequate drainage is proWded. October 2 I,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of buss,and placed so their center TPI,TCA in SCSI,copies of whkh',Abe furnished upon request. ones coincide with joint center tine. 9.Digits Indicate size of plate In inches. MITek USA.InciCompuTrus Software 7.6.7)1L)-E 13 For basic connector plate design values see ESR-1311,En8.tBe8(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/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 68 2-6=1-230) 310 6-5=( 0) 18 BC: 204 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-412) 91 5-7=1-350) 468 5-3=1 0) 69 WEBS: 2x4 KDDF STAND; 3-4=1-122) 92 3-7=1-482) 361 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -45/ 469V -74/ 213H 5.50" 0.75 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -13/ 180V 0/ OH 5.50" 0.29 KDDF ( 625) 7'- 11.7" -96/ 159V 0/ OH 1.50" 0.25 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 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. I 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 = 0.027" @ 2'- 4.4" Allowed = 0.354" 7-11-11 - l 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" 1( Design conforms to main windforce-resisting 12 system and components and cladding criteria. 9.00 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 forwind loads mr .-t in the plane of the truss only. co 0 NM-4x6 3 4O 9Amimm _ o 10. 11ro 'M-1.5x4 0 o ►2=� 1 I M-6 3x4 0 o M-3x4 M-3x5 . 2-03-12 4-11-04 0-09 y l l lc.D PR Ofi 1-00 2-05-08 8-00 5-06-08 �«y�<, ` 0 kROVIDE FULL BEARING;Jts:2,7,41..�" l'���N � � :9782PE JOB NAME : POLYGON 3410-D NH - J4C ,r "y+ ' Scale; 0.3929 ,.,- A., NM < 4 WARNINGS:alderGENERALtinIs NOTES, othensise the =A.OREGON ''`'..�. Truss: J4 C Builder and a or contractor enodd be advised of ad General Noted This design I.n based only cabn the p.sign e r shown end is for an IndNltlual -Y and Washings before consirucllon commences. building component.Applicability of Design parameters and proper f ry 2.2a4 compression web bracing must be Installed where mown v Incorporation of component Is the responsibility of the building designer. (J V {�'‘ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom unless be to be laterally braced et 4 Pt Y 0�j_T is the responsibility of the erector.Adtlllwnal permanent bracing of T o c and at 10'o o reepeoth ply unless braced throughout their length by V DATE: 10/26/2015 the overall structure Is the responsibility f the balding designer. continuous sheathing such as plywood ahealhbp(TC)end/or drywa9(BC). � P'A 1't ,- o 3..Impact bridging or lateral bracing required where shown•a• V{+. SEQ.: K 14 8 7 3 7 8 4.No bad should be applied to any component until ager Cl bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time mould any wads greater than 6.Design assumes trusses are to be used Ina noncorrosive environment TRANS ID. LINK design wads be applied to any component. and are for"dry condition"Diuse. 5.Gump"Trushas nocontrol over and assumes noresponsibility for the e.155150 essHrse.Ml bearing elaN supports alrearr.Shim ero.dgs EXPIRES: 12/31/2018 necessfabrication,handling,shipment end Inaelletlon of components.. sign as 7.Pesignseumesadequate bodrainage lspreaa,en October 27,2015 e.This design Is furnished subject to the limitations set forth by S.plates shag be located on both/aces o1 truss,and places so their center TPI/WTCA In BC51,copies o/which will be furnished upon request. linea coincide with)old center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E t0.For basic connector plate design values sea ESR-1311,ESR49811(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF 4143TR SPACED 24.0" O.C. 2-3=(-254) 236 3-4=(-132( 54 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 942V -93/ 262H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 9.2" 0/ 167V 0/ 0H 5.50" 0.27 KDDF ( 625) 7'- 11.2" -287/ 511V 0/ OH 1.50" 0.65 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE 9'- 11.7" -98/ 49V 0/ OH 1.50" 0.07 KDDF ( 625) LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. -I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL =-0.002" @ -1'- 0.0" Allowed = 0.100" 6 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" �( MAX TC PANEL LL DEFL = 0.326" @ 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 j( 9.00 17.7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, u End vertical(s) are exposed to wind, 0 Truss designed for wind loads oin the plane of the truss only. r 0 ti oz z� -/i 5� I M-3x4 y 1-00 y 8-00 y 1-11-11 y ��,A�d r RO�fi`'eSf'!/'�. 'PROVIDE FULL BEARING;Jts:2,5,3,4 I ChN ,�171INE' - •'2 C :9782PE -- JOB NAME : POLYGON 3410-D NH - J5 .1, -4111Pr Scale: 0.9026 1W WARNINGS: GENERAL NOTES, unless otherwise noted V y(((���p/ vJ MI 1.Budder and erection contractor-should be advised of al General Notes 1.Tide design p comipo based only upon the shown individual -1 R EG O NA .. Truss: J5 and Warning•before consfudbn commences. of design parameters end proper -w 2.2e4 compression web bracing must be'listened where shown+. incorporation of component is the responsibility of the bugging designer. �/?3 .4 RY '� , 3.Additional temporary bracing to insure stability during construction 2.r n c.assumes the by and bottom chortle to be throughout braced at Is the reaponaibtBy of Me erector.Additional permanent brad f 2'o.c.and a110 o.c.raepecl.plywood unless sheatbracedhing/7C) Ihroughod Ihek length by ng° continuous sheathing such as plywood sheaUing/7C)end/or drywall(BG). w /1 1 1 I DATE: 10/26/2015 the owerae structure is the responsibility of the building designer. 3.4s Impact bridging or lateral boring required where shown+e r"{1„/1.. SEQ.: K1487379 4.No lead should be applied to any component until ager sl bradng and 4.Installation mum truss is the esonblbtlty used f rerwnsp ctNelv..n do°mnent. - fasteners are compete and at no time should any bads greater than end gra for"dry ssne use. TRANS I D: LINK design bads be lapped to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If Tru s.compus has no control over and sesames no responsibility for the nece aeary. ll,�� EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Dedgn assumes adequate drainage is provided. Octo I.. 27,2015 S.This design is furnished subject to the limitations set forth by S.Plates shag be bated on both faces of trues,and placed so their center TPVWTCA In Blot,copes of which nIg be furnished upon request. lines coindde with joint center Ones. 9.Digits Indicate size of plate In Inches. MiTek USA.Ina./CompaTfus Software 7.6.7(1L(.E 10.For basic connector plate design values see ESR-1311,ESR.19e8(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-7=(-185) 270 7-6=( 0) 18 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-365) 71 6-8=(-283) WEBS: 2x4 KDDF STAND (- ) 408 6-3=( 0) 69 3-4=(-212) 177 3-8=(-421) 292 LOADING 4-5=( -86) 38 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -37/ 449V -93/ 263H 5.50" 0.72 KDDF ( 625) 7'- 3.0" -6/ 163V 0/ OH 5.50" 0.26 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.2" -208/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -15/ BV 0/ OH 1.50" 0.01 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 fMAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -/ MAX LL DEFL = 0.021" @ 2'- 4.4" Allowed = 0.354" MAX TL CREEP DEFL = -0.029" @ 2'- 3.8" Allowed = 0.472" MAX HORIZ. LL DEFL = -0.023" @ 7'- 3.0" MAX HORIZ. TL DEFL = 0.026" @ 7'- 3.0" 12 Design conforms to m in windforce-resisting 9.00system 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, oTruss designed for wind loads I in the plane of the truss only. M-4xmiiimi i - T " M-1.5x4 o ,,,/ M23x4x4 M-3x5 1 y ,1 l 2-03-12 4-11-04 0-09 y 1-00, 2-05-08 y 7-06-03 , y (} PROF ss 8-00 1-11-11 \C. �Ci`GINE`.i f0 'PROVIDE FULL BEARING;Jts:2,B,4,5 ' 4 4 `�.7 89782PE 'c' JOB NAME : POLYGON 3410-D NH - J5C • • Scale: 0.3317 -'!�' WARNINGS: GENERAL NOTES, unless inhered,.noted / � '-_ Truss: J5C 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an individual QN� and Warnings before construction commences. building component.Applicability of design parameters and proper () *i'` 2.b4 compression web bradng must be Installed where shown a. incorporation of component le me reapomlbplty of the building designer. ,ear). �f/y r (, ` 3.Additional temporary bracing to Insure at bilary during,0.ruction 2 Design assumes the top and bottom chords to be laterally braced en ( �7•i.'7 J Is the reeponsibillly of the erector.Additional permanent bracing o! T o c and et 10'o c respectively a.ply unless braced throughout their elOB by T 'UL k DATE: 10/26/2015 the overall structure la the responsibility of the buildingdesigner. continuouszIrapashgingi or wereeaacing requirede sheathereaand/•r tlrywall(BC). 'w 9 3 in Impact bridging or literal bracing where shown++ A SEQ.: K 14 8 7 3 8 0 4.Na wad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respsctbe contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes Mame are to be used in a noncore We environment T RAN S I D: LINK design loads be applied to any component. end are for'dry,endition^.f use. 5.Cr/imams has no control over and assumes no reaponeibllay for the 8.Design assumes rein bearing at all supports shown.Shim o!wedge If EXPIRES: 12/31/2016 201.6 fabrication,handling,shipment and installation ulcomponenta. necessary. 7.Desigdrainage 8.This design is furnished subject to the limitations set fart by 8.Platesnshall be locatedassumes aooneboth facesdof truvss and placed so their center October 27,2015 TPI'TCA in BENZ,copies of which will be furnished upon request. lines coincide with Joint center Ines MiTek USA,Inc./Com Trus Software 7.6.7(1L A Digits Indicate size of plata in inches. )-E 10.For basic connector plate design values see ESR.1311,ESB-19el(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TO: 2x4 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-5=(0) 0 BC: 2x4 KDDF k16BTR SPACED 24.0" D.C. 2-3=(-322) 301 3-4=(-121) 52 TC LATERAL SUPPORT <= 12"0C. U011. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -29/ 494V -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 ROOF ( 625) 7'- 11.2" -293/ 487V 0/ OH 1.50" 0.62 ROOF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'- 11.7" -41/ 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. 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 = 0.253" @ 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 tomr n windforce-resisting 12 system and componentsand cladding criteria. 9.00 Wind: 140 mph, h=23.7ft, 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. o-1o /7/ -I lit,Z) PRo, 1-00 8-00 3-11-11 `C:3 ��(�j1 ,TT �NE/�`A fO9 'PROVIDE FULL BEARING;Jts:2,5,3,4 I :9782PE r° JOB NAME : POLYGON 3410-D NH - J6 • ...NW Nil 0.3548 .� . WARNINGS: GENERAL NOTES, uNeee otherwise notetl /j REGON 1.Builder and erection contrador should be advised of all General Notes I.This design is based only upon the parameters shown and le for en individual �j •REGON Truss: J6 and Warnings before construction commences building seeponest.Applkebllty of design pareestene end pope, 71,53,11,&..1 2 204 compression web bracing mud be installed where shown incorporation of component is the roeponsibAlly at the building designer. [j Y: 3.Additional temporary bracing to Insure stability during construction 2 Design sesames the top end respbottectively aMess shots is be throughoutced Woolly braced at •l col: \ Is the respondbllity of the erector.Additional permanent bracing of 2continuous sheathing rsuch as eplywood sheathing(TC)nd/or drywsA(BC). P . DATE: 10/26/2015 the overall structure is the respenlebllty of the building designer. 3.2r impact bridging or lateral bracing required where shown 0• PA UL SEQ.: K 14 8 7 3 81 4.No bed should be applied to any component unto eller all bradng and 4.Installation of buss is the respondbSty of the respect*:contractor. fasteners are complete and Cl no time should any Peds greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads beapplied toenycomponent. end.re for'dry condition'oruse . 5.Compurnn nos no control over and assumes no responsibility forth. e.De d-:�assumes full bearing at al supports shown.Shim et.wedg.if EXPIRES: RES 1 2/31/201 LC. fabrication,handling,shipment end inelallalbn of components. 7.Design assumes adequate drainage Is prodded. October 2!,2015 8.This design Is furnished subject to the Ihtlatbns set forth by 8.plates shell be located on both faces of truss,end placed so their center TPINYTCA In BCS',copies of which will be furnished upon request. Ines coincide with joint center Ines. 9.Digits indicate size of plate In Inches. MITek USA.Ina./CompaTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1000(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-389) 369 3-4=(-150) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -44) 39 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF 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" -30/ 444V -131/ 370H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168V 0/ OH 5.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 7'- 11.2" -300/ 490V 0/ OH 1.50" 0.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 11'- 11.2" -89/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13'- 11.7" -39/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 5 -/ ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. 17 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" 41 MAX BORIS. LL DEFL = -0.007" @ 13'- 10.9" MAX BORIS. TL DEFL = -0.007" @ 13'- 10.9" 12 Design conforms to main windforce-resisting 9.00 7 system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, EXp.B, MWFRS(Dir), load duration factor=1.6, h� o End vertical(s) are exposed to wind, i Truss designed for wind loads o - in the plane of the truss only. 0 0 v 1Ki4.1111111111111111 -! /11°11 1 //II° o -3x4 ` � PR OFFS y y y ' c:: ' CII tai E' 'r' 1-00 8-00 5-11-11 f,NN ,0N - �.9 (,0 (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I ��/ ♦�� �� '.Y JOB NAME : POLYGON 3410-D NH - J7 ,Y � Scale: 0.3133 ilr WARNINGS: GENERAL NOTES, udeesotherwise noted G/ OREGON 40 1.Builder and erection contractor should be advised of all General Notes 1.This deelgn Is based only upon the parameters shown and Is for en Individual 1,4/OREGON (;`'(11ia,.,_. Truss: J7 and Warnings before construction commences building component Applicability of design parameters end proper v/ 2 2.2a4 compression web bracing must be Installed where shown+. Design rattan of component la the responsibility of the bolding designer. C�,Q[y �+ V 2 Design assumes the lap end bottom chords to be hteraly braced length by 7 r'1'I Y a •ClV. 3.Additional temporary bracing Io insult stability during construction 2 o.c.and at 10 o c.reapeclNely unless braced throughout(heir length by "T �1 is the responsibility of Me erector.Additional permanent bracing of continuous sheathing such as plpweed sheeth:ng(TC)and/or drywa8(BC). P.A.1 +L DATE: 10/26/2015 the overall structure Is the responsibility of the Wading designer. 3.2s Impact bridging or lateral bracing required where shown++ r"1 lJ 1+ SEQ.: K 14 8 7 3 8 2 4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibilty of the respectNe centredo, fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component. and aro for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 8.Designcoassumes NII bearing et all supporta Arson.Shim or wedge If EXPIRES: 12/31/2016 2 31 201 6 fabrication,handling,shipment end Installation of components. ry' 01 C/ T at S7 7.Design assumes en drainage Is truss,an October 27,2015 8.This design Is furnished subject to the limitations set Forth by 8.Plates shall be located on both faces of truss,end placed so their center TPUWICA In BCSI,copies of which will be Nrnished upon request. lines coincide with joint center lines. 9.Digits Indicate spa 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 TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-6=(0) 0 BC: 2x9 KDDF #1LBTR SPACED 24.0" O.C. 2-3=(-454) 436 3-4=(-229) 172 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -89) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -30/ 945V -151/ 427H 5.50" 0.71 KDDF ( 625) 7'- 9.2" 0/ 168w 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/ 121V 0/ OH 1.50" 0.19 KDDF ( 625) 10-10-03 5-01-08 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. --/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 000 0 0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" • MAX TC PANEL LL DEFL = 0.258" @ 4'- 5.8" Allowed = 0.626" 000 • MAX TC PANEL TL DEFL = -0.275" @ 3'- 11.0" Allowed = 0.939" MAX HORIZ. LL DEFL = -0.009" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.009" @ 15'- 10.9" M-3x5(S) Design conforms to mai n windforce-resisting system and components and cladding criteria. 12 ++ Wind: 140 mph, h=25.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, iso Truss designed for wind loads 3 o in the plane of the truss only. v 0 I N mi o mi 4, t rwMMIIIMMMMMINMMMMMIIIMMMM 1 6�._. ��''yy pp o M-3x4 cO PR Opel, .... y1-00y 8-00 y 7-11-11 y `� ,. NGINE,�`9. /09 'PROVIDE FULL BEARING;Tts:2,6,3,4,5 I 4X. 89782 P E " JOB NAME : POLYGON 3410-D NH - J8 • Scale: 0.2745 � ^!y� (�,, smog WARNINGS: GENERAL NOTES, unless otherwise noted: V �1) 1.Builder and erection contractor should be advised of sl General Notes 1.This design is based only upon the parameters shown and Is for an Individual -7 OREGON ' Q,,, Truss: J8 and Warnings before conslrudlon commences. building component.Applicability of design parameters and proper /, Y1 2 254 compression web bred must be installed.mnre shown.. mwrporation of component is me responelbeuy of the building designer. �1' Gil p Y.:,�b V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom unlessctNely chobraced throughout their a to be laterally breeetl at I. � ,e h by Is the responsibility of the erector.Additional permanent bracing of continuouessheathing rsuch as plywood aheething(TC)nd/er tlrywap(BC). ("' '' DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where Mown a v �� F SEQ.: K 14 8 7 3 8 3 4.No bad should be applied to arty oemponent anti ager el bredng and 4.Inst letbn of truss isthare to responsibility of in s n respective e conn der. fasteners Cr.complete and et no time should any beds greater than and Design assumes for s me uss trusses are use. TRANS ID: LINK design pada be applies to any ce poant. 8.Design assumes full bearing al an supporta Nom.She,or wedge if 5.Compurruehas acontrol over and assumes noresponsibility for the a,eery. EXPIRES: 12/31/2016 fabricatten,handling.shipment and inetellsllen of components. 7.Design assumes adequate drainage Is provided. October 27,2015 6.This design la famished subject to the limitations eel forth by 8.Plates shall be located on both faces of truss,end plead so their center TPUWTCA In RCSt,copies of vdich vel be furnished upon request. lines coincide 089 joint center tinea 9.Diggs edbale size of plate in inches. MITek USA.Inc./CompuTrus Software 7.6.7(1L)-E 10.For beeicoonnedor plate design values see ESR-1311,E5R-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 7.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #165TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 0 0 i rn z u o i 1 Allia0111111111111111111111111111111111111111111111111111111111111111111111111111111111111111...11111111111.111111111111111111111111.111111111111.1111111111111111111111.1111111.4. 0 M-3x4 9 l ). y 1-00 10-07 w~c4„� q PR0.7. <<-9` NGIN 'kR sro 897821E ��" JOB NAME : POLYGON 3410-D NH - P1 Scale: 0.6040 MINI WARNINGS: GENERAL NOTES, unless otherwise eparanoted. .. -94,OREGON Q` Truss: P 1 Budder and s bale,rection contractor c should be advised of all General Notes This design is based only pl upon y e parameters par drown and Is for an individualt ryry� and Wamir�ga before construction commences. buildinburning component.ponen is of dsponse psrametera and proper • [�V 2.Additional web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. V A (i' 3.Additional temporary bracing to Insure stability during construction 2 Oestgn assumes the tap and bottom chorda to be laterally braced et ''7l H Is the responsibility of the erector.Additional permanent bracing of Zo.c.end at l0 c.c.respectively unless braced throughout their length by DATE: 10/26/2015 the over..structure is them continuoussheathingor such es plywood re uirshee where )ownvtlryw.A(BC). lir �'UL sany see p of the budding designer. 3.2a Impact bridging or stent bracing required where shown and/or d I""1 SEQ.: K 14 8 7 3 8 4 4.No bad should be applied to any component until alter all bradng end 4.Inatellatbn or truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive enorenment, TRANS ID: LINK deagnloads beapplied toany component. and are for antlmon Drees. S.CompuTrus has no control over and assumes no responsibility for the fi Design assumes full bearing al ail supports shown.Shim or esdgs If EXPIRES:. 12/31/2016 fabrication,handling,shipment end installation of components. necessary.signassumes adequate7. drainage 8.This design is furnished subject to the Imitations set forth by 8.Ple egs shad be m atedonboth faces of prodded.end placed so their center October 27,2015 TPlwrCA In BCSI,copies of Minch nil be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate 55e of plate in Inches. MiTek USA,Ino./CorllpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-207) 605 6-3=( 0) 238 BC: 2x4 KDDF #1S13TR SPACED 24.0" O.C. 2-3=(-693) 135 6-7=(-211) 599 3-7=(-662) 186 WEBS: 2x4 KDDF STAND 3-4=( -84) 82 7-4=(-132) 105 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"00. 0061. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -76/ 5710 -93/ 129H 5.50" 0.91 KDDF ( 625) 10'- 7.0" -52/ 443V 0/ OH 5.50" 0.71 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 lOPSF 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/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'- 8.9" Allowed = 0.483" MAX TL CREEP DEFL = -0.027" @ 5'- 8.4" Allowed = 0.649" MAX HORIZ. LL DEFL = 0.009" @ 10'- 1.5" MAX HORIZ. TL DEFL = 0.007" @ 10'- 1.5" 5-10-02 4-05-02 0-03-12 4 I '1 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. M-1.5x3 4.00 l7Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 4 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, IEnd vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 3 II o i i 10 rn n = ti o0 i mo 1 2 6 +*7 -/ I o M-3x4 M-1.5x3 M-3x4 y y l 5-08-06 4-10-10 y 1-00 y 10-07y c›,Eo PR0470 .4GIN4-6, ,oma 89782PE 7 ` • JOB NAME : POLYGON 3410-D NH - P2 ' Scale: 0.9915 W �./f'\. • WARNINGS: GENERAL NOTES, uSess otherwise noted: I:,ae 14 I.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and N for an IndiAdual I'OREGON O r� Truss: P2 and Weminge before construction commences. building component.Applicability of design parameters and proper /// l 2.2e4 compression web bredng must be installed where shown+. incorporation of component Is the responsibility of the balding designer. ...7� A Lj y: r, �V 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom unless chole to ba laterally brecetl at 7 'l a1 J by ie me responsibility of the erector.Additional permanent bracing of continuo sasheathing such as plyywood sheething(TCj rid r drywe(9(O hout their BC). t DATE: 10/26/2015 the overal structure is the responsibility of the building designer. 3.2x Impact bridging or laterel bracing required where shown++ ir PA U L. SEQ.: K1487385 4.No led should be applied toerycomponent until after albracing and 5.4.InstallationInsofbusumesss Mroehe.eronolblltyeme�osodrbbesnet ctor.nem, fasteners are complete end at no time should any loads greater manand are for"dry condition"of use. TRANS I D: LINK deign loads be applied to any component. 6.Design assumes full basing at al supports shown.Shim or wedge If 5.Command has nocontrol over and assumes noresponsibility to me .a..ry. a EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 8.This design is furnished aubpd to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPINJICA In SCSI.copies of which will be furnished upon request. Ines coincide with joint center lines, 9.Digits indicate Are of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E M.For basic connector plate design velsa see ESR-7311,ESR-1980(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-48) 69 3-5=(-291) 172 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-100) 89 WEBS: 2x9 KDDF STAND 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. U031. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -67/ 963V -31/ 92H 5.50" 0.79 KDDF ( 625) LL = 25 PSF 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.955" MAX TC PANEL TL DEFL = -0.306" @ 3'- 11.2" Allowed = 0.683" / 7-05-04 0-03-12/ / I MAX HORIZ. LL DEFL = 0.001" @ 7'- 5.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 5.2" 4.00 •• Design conforms to marwindforce-resisting M-1.5x3 system and components and cladding criteria. 3 -' Wind: 190 mph, h=15ft, TCDL=4.2,13CDL=6.0, ASCE 7-10, tt (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), j load duration factor=l•6,e End vertical(s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. u) I O 1 (V l 1 � JI 0 M-3x4 M-1.5x3 1 ), y 7-05-04 0-03-12 l l l 1-00 7-09 L :9782PE 1 JOB NAME : POLYGON 3410-D NH - P3 Scale: 0.5962 Tr WARNINGS: GENERAL NOTES, 54555 ethsrvtes noted Cr N. Truss: P 3 1.Budder and erection contractor Mould be advised of ail General Notes 1.This design h based only upon the parameters shown and is for en Individual 9 OREGON and Warnings before construction commences. building component.Applaablllly o1 design parameters and proper . 1f,, 2d ' 2.264 compreaslon web bracing must be Installed where Mown e. Be melee of component Is me responsibility of the banding designer. .a7� Vi}a.� '�'� 3.Additional temporary bracing to Insure stability during construction 2.Design sesames me top end bottom chords la be laterally braced at 77 STT(`r /r VDS4 Is the responsibility of the erector.Additional permanent bracing of T a c and at 10 o c reepedNely unless braced throughout mea length by DATE: 10/26/2015 the overeN structure is the responsibility of the balding des nen 2a Impact sheathing such lbeonas g re uire where sewn) er tlrywaN(BC). /N t 9 3.In Impact bridging or lateral bracing required where Mawr t* /'{U 1w SEQ.: K 14 8 7 3 8 6 4.No load Mould be applied to any component unity after ail bracing and 4.Installation of truss is the responsibise of Me respective contractor. fasteners are compete and at no time should any roads greater than 5.Design assumes trusses are 10 be used In a noncorrosive environment, designloads be applied to en nt. and ere for"dry condition of use. TRANS ID: LINK see r:endrea 5 Design assumes a,nbearing at a1supporroMown.smmorwedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over end assumes no responsibility Por the necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 27,2015 8.This design is furnished subject to he limitations set forth by 5.Plates shell be located on both faces of truss,and placed as their center TP9'MCA in BC51,copes of winch will be furnished upon request, lines coincide with joint center lines. 9.Digits indleste ate of plate in Inches. MITek USA.Ina./ComlpuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 9.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, 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.B, MWFRS(Dir), TOTAL LOAD = 42.0 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. M-1.5x4 or equal at non—structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-05-04 0-03-12 T ' 4 12 4.00 M-1.5x3 3 4 —, DFT O 1 N ul I 1 p 5 6 M-3x4 M-1.5x3 y J' l 1-00 7-09 �?5 D PROpess ,, �NGINEZr9 f0 '1� 4t" 89782PE 17<' JOB NAME : POLYGON 3410—D NH — P4 .ar -"0"` Scale: 0.5837 / WARNINGS: GENERAL NOTES, unto. noted. Ti / less 4 1.Milder aderedbncontractor ehouldbeadvised oral General Notes 1.This singeomla ase Anlyupupon the of parameters parameters;Mlo an individual ,1, •'7 ORECGON ca,;* ,... Truss: P4 and Warnings before canatn¢tlon commences. q„ �,,. 2.2N compression web bracing must be Installed where shown+ Incorporation of component la the rosponstbllly of the WMlip dedpner. '9 4Av.. G y.; 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bosom Malls to los laterally Maces at 7 'l J �CYJ'. Is the reaponAbillty at the erector.Additional permanent bracing of n continuous sand aeheMdng such as llywa d ehy unless eething(TC)ced throughout dry length /*s t 1— DATE: 10/26/2015 the°venal structure la the responsibility of the building designer. 3.27,Impact bridging or lateral bracing required Mere Mown++ ("'A-U 1... � SEQ.: K1487387 4.No bad Mould be applied to any component until after all bracing and 5.4. Is sibilitydInanty oldie esperroevms trator.. fasteners are complete and at no time should any bads greater thanand gra fors musses^of tousb. TRANS I D: LINK design loads be applied to any component. 8.Design assumes lull bearing at all supports shown.Shim or wedge II S.Compurrus has no control over and assumes no responsibility for the xamry. EXPIRES:. 12/31/2016 fabrication,handling.Mipmant and Inetallagon of components. 7.Design assumes adequate drainage is provided. October 27,201 5 S.This design Is fumiehed subject to the limitation set forth by 8.Plates shall be located on both Goes clause,and placed so their center TPIIWICA in SCSI,copies of which WWI be furnished upon request. Anes nlndde with joint center lies. 9.Digits Indicate size of plate in inches. MITek USA,Ina./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MGM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 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 HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -71/ 301V -19/ 72H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -31/ 27V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 POE 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 mum 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 = 0.059" T f MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 9.00 I/ 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), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. 0 0 .-t o „.., o ,01101/1-3x: y ), y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I --- 89782PE ..PL.c JOB NAME : POLYGON 3410-D NH - SJ1 ,/ Scale: 0.6696 .• WARNINGS: GENERAL NOTES, unless otherwise noted (I Truss: SJ1 1.Budder and erection contractor should be advised of al General Notes This design is based only upon the parameters shown and is for an individual -74 OREGON N s1-! and Warnings before construction commences. building componentApplicability of design parameters end proper �tf 2.2x4 compression web bracing must be installed where shown a. Incorporetbn of component Is the responsibility of the building designer. .".() �� .. 3.Additional temporary bracing to Insure etabilNy during construction 2 Design assumes me top and bottom chords to be laterally braced at 7 is the responsibility of the erector.Additional permanent bracing of T o.c.and at 1 P o.c.respectNely unless braced throughout Meir length by �+ry+ DATE: 10/26/2015 the averal structure Is the responsibility f the buildin designer. continuous sheathing such as aciplyng sheatshown and/c tlrywaN(BC). �A t yil component o g g 3.to Impact of bridging iors the rel prating requiredofhwhere •t 1� SEQ.: K1487388 4.Ncload sared be abeanwonotimeshcaluntilaftergll reater than 4.Design rrtestsIstesarc to used a reapedosicoenrron fasteners are complete and at no time should any loads greater than 5.Design aseumsa trusses are tc be used In a non-corrosive environment TRANS I D: LINK design wads be applied to any component. and are for dry conditionof use. c 12/31/2016 t ({q 5.CompuTrua has no control over and assumes no responsibility ler the 8 Design assumes lull bearing at as supporta shown.Shim or wedge It �y 1.� EXPIRES. 122/31/20 1 6 fabrication,handling,shipment and inetslistion of components. 7.Design assumes adequate drainage is provided. October 27,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located en both faces of truss,end placed so their center TPVNWTCA in BCS',copies of which will be furnished upon request. Ines coincide with Joint center lines. MTek USA,Inc./Com Trus Software 7.6.7 1L E 9.Digits Indicate she of plate in inches. W ( )- 10.For basic connector plate design values see ESR-1311.0812-1988(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/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF 414BTR SPACED 24.0" O.C. 2-3=(-91) 63 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PUP LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 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 ROOF ( 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 "coo spacing. BOTTOM CHORD CHECKED FOR SOPS£ 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" 12 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 9.00 73 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" Design 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, o ' End vertical(s) are exposed to wind, o Truss designed for wind loads 1 in the plane of the truss only. ni O N CMIIIIII O A- -1 O 1 M-3x4 J, / 1 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,9,3 I O° PR©pFs 9782PE 1-- JOB JOB NAME : POLYGON 3410-D NH - SJ2 .i0' • Scale: 0,6592 WARNINGS: GENERAL NOTES, u9ess otherwise noted: C/' " / 41111 I.Builder and erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters Mom and Is for an Individual S -j4- •~EG ON a tt,.. Truss: SJ2 and Waminsabefore construction commences. buidingcomponent.Appllcabllryofdesinparameters and proper Iy C1, Z.2a4 compression web bracing must be Installed where shown*. Incorporation of component is the respensibsly of the building designer, 9 /ii G 3.Additional temporary bracing to insure stability during comtrudlon 2.Design nd al t0 the tap and bottom chords to be througaterallyhout braced et 'l�y J �J- is the responsibility of the erector.Additional permanent brad f T c,c.end al 70 a.c.sash so sly unless braced Ihraughod melt broth by ` Y bracing a continuous sheathing such as plywood sheathing(TC)and/or drywaRBC). A 1 1 L DATE: 10/26/2015 the overall structure la the responsibility of IM building designer, 3.DI Impact bridging or lateral bracing required where Mown•+ �^7�/1.. SEQ.: K 14 8 7 3 8 9 4.No load Mould be applied to any component unto ager all bradng and 4.Inoaeon of truss as the responsibility a bility o t o respective spaotive contractor. fasteners are complete and at m time should any bads greater than Design assumesare design beds be applied to any component. and ere for"dry condition"of use. TRANS I D: LINK 5.CompuTnrs has no control over and assumes no responsibility for the 0.Scads assumes AAI bearing et el supports Mown.Shim or sledge 11 EXPIRES: 12/31/2016 neussfabrication,handling.shipment and lnstellatbn of components. 7.Design assumes adequate drainage is provided. October 27,2015 a.This design Is furnished subject to the limitations sat forth by S.Plates shell be located on both faces of truss,end placed so their center TP9WTCA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center Ines. 9.Digits Indicate size of plate in Inches. MRek USA,Inn/CompuTrus Software 7.6.7(1L)-E 10.For basicconnecter plate design values see ESR-1311,ESR-198e(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 9WR/DDF/Cil=1.00 TC: 2x9 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=(-85) 69 1-3=(0) 0 BC: 2x4 KDDF 816BTR SPACED 29.0" S.C. 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 REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 130V -32/ B3H 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 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. 12 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 BC PANEL LL 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 MAX HOAR. TL DEFL = -0.001" @ 3'- 10.9" Design conforms to main n windforce-resisting ,' system and components 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 rn o ,_ ti I o 0 1 111101 3 M-3x4 1 .1, , 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:1,3,2 ��?h O PR 0F6- 2 ` ` 8049R,782PE r' JOB NAME : POLYGON 3410-D NH - SJ2X .. Scale: 0.6561 V. WARNINGS: GENERAL NOTES, tiny up tithe aramete ��� Truss: SJ2X Bonder and erection contractor should be embed or all General Notes This dee gn is based only upon the parameters me mane isforan individual ; and Warnings before construction commences. building component Apdicabilny of design parameters and proper 2© inaorporenonorcomponenti th reaponabR/P ithe bundin designer. seg . V 2.D:4 compression web Mang moa be installed where shown+. Z Design assumes the p and bottom chords to be laterally braced atR _4 3.Additional temporary bracing to Insure stability during construction 2 sc.and at l U c.c.teepectNsly unless braced throughout their length by �.ry`v Is the reaponsibllny of the erecter.Atlddlonel permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywae(BC). ,^ t y\ DATE: 10/26/2015 the overall structure is the responebeity of the building designer. 3,2x Impact badging or lateral bracing required where shown++ r"1 L s SEQ.: Ki4 8 7 3 9 0 4.No bed should be applied to any component until after ad bradng and 4.Installation of truss Is the responeiality of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a noncorrosive envkanment. T RAN S I D: LINK design bads be applied b any component. and era tel tlry ondmon or use. ppp 12/31/2016 5.Command has no control over and assumes no reaponsibilny for the 8.Design assumes full bearing at an supports shown.SMm or wedge if EXPIRES: necessary. �y I, fabrication,handing.shipment and installation of components. 7.Design assumes adequate drainage is provided. October 27,2015 EL This design Is furnished subject to the Iimnabona net forth by 8.Plates shall be located an both faces of buss,and placed u their center TPLNJrCA In SCSI,coplea of whkh will he furnished upon request. Anes coincide with joint canter Anes. 1 Digits indicate ske of plate In Niches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E II,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 TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-135) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PUP 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 PSF Ground Snow (Pg) 5'- 11.7" -93/ 147V 0/ 01{ 1.50" 0.29 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" MAX BC PANEL LI, DEFL = 0.009" @ 1'- 0.1" Allowed = 0.054" 3 -f MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX'' HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 9.00 V 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(Dirl, load duration factor=1.6, End vertical(s) are exposed to wind, wo Truss designed forwind loads o in the plane of the truss only. I 0 v o 1 �- 0 1 M-3x4 1-00 2-00 3-11-11 +(� r 'PROVIDE FULL BEARING;Jts:2,4,3 I [` C tip R O�c S Lv �` 8.782PE %-' JOB NAME : POLYGON 3410-D NH - SJ3 �///� Scale: 0.5395 rF ''a•/rhe \ /�, WARNINGS: GENERAL NOTES, unless otherwise noted. V OREGON l ^J 1.Bolder and erection contractor Mould be advised of all General Notes 1.TThis ousles design la based only npOssupon ty of parameter. gn paremoshown n aand d prorer individual 17 - O �. Truss: SJ3 and Warnings before construction commences. I p& q 2.2a4 compression web bndrg must be installed where Mown+ Incorporation or component is the responsibility of the bulMlrp designer. X1 �A�.: if 3.Additional temporary bracing to Insure stability during construction 2 Design and et lE the top and bosom Malls tc be laterally braced et 7 J h the responsibility 'the erecter.Additional permanent bracing f 2 o.c.and et 1G ex.respectNely unless braced throughout their length by o g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P.'1 1 l `. DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where Mown++ Ll L SEQ.: K 14 8 7 3 91 4.No bed should be applied to any component until alter at bredng end 4.InstallationDesign of truese ar e to sibe illlty sstl of Itthe respectNe non-corrosive ve enactor. rel, fasteners are complete and at no time should any beds greater than and gra assumes "dry musses"of tousb. TRANS I D: LINK design bade be applied to any component. 8.Design assumes full bearing el all supports shorn.Shim or wedge it S.CompuTrus has no control over and assumes no responsibility ler the m.,,ry. �y S, EXPIRES: 1213112018 febricanen,hendling,shipment end krotalletlon or components. 7.Design assumes adequate drainage Is provided. October 27,2015 8.This design Is furnished subject to the Nmgelions set forth by s,plates shag be located on both faces album.and placed so their center TPW/TCA in SCSI,copies of which MN be furnished upon request. lines coincide with joint carter lines, S.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrUs Software 7.6.7(1L)-E 70.For basic connector plate design velum see ESR-1311,ESR.l998(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #laBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 68 2-9=(0) 0 Ali BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-182) 120 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 249V -79/ 212H 5.50" 0.90 KDDF ( 625) 1'- 9.2" -145/ 296V 0/ OH 5.50" 0.47 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ O'- 0.0" Allowed = 0.001" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.001" MAX BC PANEL LL DEFL = 0.008" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" 'v. MAX HORIZ. LL DEFL = -0.002" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 12 9.00 7 Design conforms to main windforce-resisting 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=1.6, End verticals) are exposed to wind, vi o Truss designed for wind loads I in the plane of the truss only. 0 0 �- o M-3x9 l l l y 1-00 2-00 5-11-11 P PROVIDE FULL BEARING;Jts:2,4,3 ./ ^ 897821E 9r. JOB NAME : POLYGON 3410-D NH - SJ4 '... ..,--4,•••-•"•-•. -400, • • Scale: 0.4473 4111, WARNINGS: GENERAL NOTES, uniessothendse noted itvi" Truss: S J4 1.Budder and erection contractor should be advised of ail General Notes 1.This design A based only upon the parameters shown and is for an Individual y 94,OREGON s1� and Warnings before construction commences bolding component.Applicability of design parameters and proper IJ (12 „‘,..- incorporation 2.2o4 compression web bracing mast be Installed where shown 2.Desig a assumes s the top ndebnnnresponsibility chords to b floral building stilet. "ay ..�j1f//Ay A 6 /.+ C.... 3.Additional temporary bracing to Insure stability during construction T o.e.and at 1C/o.c.reepectveiy unless braced throughout their length by T �1 �� Is the responsibility of the erecter.Additional permanent bracing of continuous sheathing such as plywood aheeming(TC)end/or drywa0(BC). DATE: 10/26/2015 me overal structure is the responsibility of the building designer. 3.Ze Impact bridging or lateral bracing required where shown.. �I ..0`,,,. SEQ.: K 1 4 8 7 3 9 2 4.No load should be applied to eny component until after ail bracing and 4.Installation of tress is the responaibiNly of the respective contractor. fasteners are complete and at no lime could any bads greater than 5.Design assumes trusses era to be used In a noncorreetve environment, TRANS ID: LINK design loads be applied to any component end are fodry ourdltion 5!use. 5.CompuTrus has no control over end assumes no responeihllly for the B.Design assumes NII bearing at ail supports shown.Shim or wedge If �-+EXP I RES. 12/31/2016 fabrication,handling,shipment and installation of components. necessary. +'`J 7.Plaa9n names oc ted one drainagefaces is pressed. October 27,2015 8.Tiskdesign r CSI, subject of wtotheIl be furnisset forth r e.Plates ncbe with join onbothfeces o/lrvss,ant placed so their center TPWVICA In SCSI,copies of which MI be furnished upon request. Ones coincide w8h J91nt cosier lines. 9.Digits indicate eke of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E II,For basic connector plate design values see ESR-1311,ESR-1088(Mire),) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4 I ( (Drawings not to scale) Damage or Personal Injury offsets are indicated. =�EE Dimensions are in ft-in-sixteenths. 1111,4‘. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orx-bracing,is always required. See BCSI. IIIMSEEMIIIIIIIIMEIgittes 2. Truss bracing must be designed by an engineer.For 0.1/1 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 311.1-1EME cc 1 1 h ill 111>g 1 pieo bracing should be considered. O2 O 3. Never exceed the design loading shown and never F � O U stack materials on inadequately braced trusses. a. 1- 0O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c» c6-i C5-6 1— designer,erection supervisor,property owner and plates 0-144'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unleshallss not exceese noted,d 19%attimle of fabrication.lumber PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �, Indicated b symbol shown and/or SYP represents values as published specified. �i Y Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. �� reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. MIS MO .— Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M Ile ICANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013