The URL can be used to link to this page

Plans (84) mit 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. <�RE[} P R OPE' co NG;INEF9 /p2� 87022PE c N N y fi'0>,, OREGON ct 4/./ "O �MBER 1 OS A. HEC;P 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 ANSUTPI 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 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:20 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-Z8J1 rY?d5vDVTbKMJBy122_DyC9jGwiZPT4JdoyPA2r p-10-01[ 1-2-0 II 1-0-12 1 I 2-6-0 2-49 I I 1-2-0 I I 1-9-11 Scale=1:40.1 1.5x3 II 1.5x3 I I 1.5x3 II 1.5x3 II 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 <44 l'-'4' e aRI e �� 24 23 22 21 20 19 18 17 16 15 1.5x3 I I 1.5x3 II 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 I 8-8-5 3-51 1 19-6-8 22-11-8 I 3-6-12 5-1-9 0.7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— 12:0-1-8,Edgel.13:0-1-8,Edgel,118:0-1-8,Edgel,119:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft 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(rL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=-377/Mechanical,21=950/0-7-0,24=-15/0-1-12,16=1450/0-5-8 Max Uplift15=-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- 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. �� PROFFss ,,c 3 ,,N.7 '''R �"4 87022PE r -N y, N SATOREG•N ci5)0� �O ''.41.- 'V 4u �Cs `, A. HECk EXPIRES:06/30/2017 October 27,2015 4 e wino. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/02/2015 BEFORE USE. Designvalid for use only with Mifeke connectors.This design is based only upon parameters shown,and is for on 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 Mil*. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Informaton 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 R45755190 PL15-355_UPPER F02 FLOOR 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:22 2015 Page 1 IDs3crybS6sJgMSM2Sm_Dy9g1Z-V WRnGDOtdWrDiuUkROV7T3VW715ksHrtnZQigyPA2p I---1 0.N9 1�-0 ArZl 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 I '--'7i -AO red&I FA/I P FA I IL\ A L4 r -\ r '\r \ 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= 3ir'= 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 DES1 --I$33IER2 IS REQUIRED. 16-5-2 1t-07--021 I 23-9-0 I 16-5-2 7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- 118:0-1-8,Edgel,129:0-1-8,Edgel,r30:0-1-8,Edpel LOADING(psi) 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 IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=-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. �tG,w3 P R Oi- 3)Refer to girder(s)for truss to truss connections. 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be �Gj �NGI NEER /O attached to walls at their outer ends or restrained by other means. ,N 29 C--- 5, Sl • v OREGO � "A c O 0� BER \ P� sA. HEY' � EXPIRES:06/30/2017 October 27,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, 1" Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing fife,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/1N1 Qualify Criteria,DSB-89 and SCSI Building Component Safely 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 R45755191 PL15-355_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-RvZYhv279BjxyCd7Y01 zCu8t3pPZCmRBK52XmZyPA2n l 1-0-0 I 10-10-2 1 1 1-2-0 I P7-14I Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e N ./\ / Nall/ 1.1 • gegX�. e_ - `(2X�Q1,e 3Q' 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5= 3x4= 12-10-10 I 11-8-10 111-3 101 I 19-0-8 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- F12:0-1-8,Edae),123:0-1-8,Edae) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress!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(Ib)or less except when shown. TOP CHORD 2-3=-1508/0,3-4=-1508/0,4-5=-2627/0,5-6=-2627/0,6-7=-3368/0,7-8=-3368/0, 8-9=-3726/0,9-10=-3726/0,10-11=-3737/0,11-12=-3737/0,12-13=-3422/0, 13-14=-3422/0,14-15=-2618/0,15-16=-2618/0,16-17=-1511/0,17-18=-1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=-429/0,2-30=-1125/0,2-29=0/987,4-29=-847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=-313/0,12-25=-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 attaehed-te.walls-at3heir outer ends or restrained by Piller means _ __ BRED P R OFFS ��G. Co n1JGINEFR /029 87022PE / y �'Oj, OREGO cp kr O OS A. HEV-` EXPIRES:06/30/2017 October 27,2015 P 1 MI®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE- ~ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building 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 Marek` Is akvays required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Crterla,D58-89 and BCSI Bending Component 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Suite Hei0hts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755192 PL15-355_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 a ID:s3crybS_65JgMSM2Sm_D_y9giZ-RvZYhv2798jxyCd7Y01zCu8xepXLCod8K52XmZyPA2n 1 0-10-0 1 1 1-2-0 1 f 9D—� l 3-13 1 2-6-0 I 1-2-0 I I 1-37 I Scale=1:19.8 1.5x3 II 3x4= 3x4 114x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 7 8 3x4= 9 • • • • e e /• • • .. O — _, ,, o eO N ----- • 17 16 15 13 12 11 10 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1.5x3 II 3x4= 4x6= 3x4 = I 30-0 I 8-8-5 1 9-3-5 1 9-10-5 1 11-412 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— 12:0-1-8,Edgel,f3:0-1-8,Edge1,I7:0-1-8,Edgel.f8:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 025 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max UpIift17=-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. �F-F‘ O R OEFss �� <c_ ,.,:.7 �p29 87022PE r 7 N N iNv mAT OREG•N q, 4/ 'PMBER �` . � S A. HEik EXPIRES:06/30/2017 October 27,2015 t , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria.DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755193 PL15-355_UPPER FOB 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 I D:s3crybS_65JgMSM2Sm_D_y9giZ-v57wuF3mwRroZMCJ6kYC 15h5hDgrxAgIZIo4J?yPA2m /0-10-0 i/ 1-2-0, // 1-0-12 / / 2-3-1 I I 2-6-0 // 1-2-0 /j 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 N a e e a • 1 18 17 16 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= 3-6-12 665 19-3-5 P-10-51 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— f2:0-1-8,Edge),f3:0-1-8,Edae),14:0-3-0,Edge1.(6:0-1-8,Edgel,f7:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 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 Uplift 19=-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 attachedlo-walls-at their outer ends or restrained by other-means.--- 6)CAUTION,Do not erect truss backwards. .<<-Q,�O_R Ror �, \� tiNGiN� 9 X09 87022PE c (I')1/4'":;" " y IAl OREGsN ti�©CUA 'AC FWSER \� .\ OS A- HECI \P EXPIRES:06/30/2017 October 27,2015 1 mk.... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mifek®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 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1911 Qualtiy Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:s3crybS_6sJ gMSM25m__pD77_11y9giZ-sUEgJx4OS35WpgMi E9bgq WmPv0RaP7Ka03H BNuyPA2k 0-0 11- 11 1-2-0 1�7 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 • .0,‘", •/ \ f/ '\/ / '\•4 N / . /� � \ e / \• N o - e 30 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x5= 3x4 = 12-6-14 I 11-4-14 11-11-11 1 18-8-12 1 11-4-14 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 Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=-1480/0,4-5=-2571/0,5-6=-2571/0,6-7=-3284/0,7-8=-3284/0, 8-9=-3615/0,9-10=-3615/0,10-11=-3587/0,11-12=-3587/0,12-13=-3327/0, 13-14=-3327/0,1415=-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. "\ti1-s- PR 0FFss mac. �NGINFFR /a2 87022PE v<- / N cv 7 �'oj, OREGON cP �� -A AMBER ��` �O OS 4- HES'OP EXPIRES:06/30/2017 October 27,2015 It 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mr1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown.and is for an individual building component,not �A 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 Fuihlek` 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 ICS]Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755195 PL15-355_UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-sUEgJx40S35WpgMiE9bgq WmPw0XiP3ma03HBNuYPA2k I 2-3-0 I 2-3-0 I PA 11-2-0 I I 1-9-11 1 2-6-0 I Scale=1:34.2 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6= 3x4 I I 3x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 a e 1, 17 16 15 14 13 12 3x4= 1.5x3 I I 3x4= 3x8= 3x8= 355= 3x5= I 16-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(X,Y)- f4:0-1-8,Edoel,It 5:0-1-8,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) -0.13 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/TP12007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 Max Uplift12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1736/0,3-4=-1736/0,4-5=-1867/0,5-6=-1867/0,6-7=-1190/0,7-8=-1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=-1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=-851/0,4-17=-462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,De netereet Huss backwards. — - _ . -co,i1,0P R OFFss �c NGINEFR i,•' 1r 870 2PE / 1— N ycl‘Aj, OREGON cy,Q�� 9C cc1SER \\ EXPIRES:06/30/2017 October 27,2015 4 I .r ®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 M7eliS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate 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/7811 Quality Crieda,DSB-89 and BCSI Building Component Suite 109 Safety Intormaton 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 R45755196 PL15-355_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 I D:s3crybS_6sJgMSM2Sm_D-y9g1Z-otMRkd6G_gLE2zW4Lad8vxskzg6gtljtU N m I SmyPA2i 1 1-0.0 1 f age 1 1-2-0 I p-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 kb.ii .4 ir w ler \Nr. \lir -1r _/,,„\w_mr_ i,....\__ i 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-9-10 I 11-7-10 112-2-101 1 18-11-8 I 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(XX)- 112:0-1-8,Edoel.123:0-1-8,Edtiel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TOLL 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 BOLL 0.0 Rep Stress!nor YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=-1500/0,4-5=-2612/0,5-6=-2612/0,6-7=-3346/0,7-8=-3346/0, 8-9=-3697/0,9-10=-3697/0,10-11=-3697/0,11-12=-3697/0,12-13=-3396/0, 13-14=-3396/0,14-15=-2603/0,15-16=-2603/0,16-17=-1504/0,17-18=-1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=-841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=-827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. - c 87022PE 9t' (P -v fiAj, OREG•N ryoQCU~ 9�. AMBER 4'\ \' OS A• HECk EXPIRES:06/30/2017 October 27,2015 1 a it®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with M7ekSa 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 the designminto the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` k 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/TPIt Quardy Criteria,1)311-89 and BCSI Bufldng 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 95810 Job Truss Truss Type Qty Ply POLYGON R45755197 PL15-355_UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 I D:s3crybS_6sJgMSM2Sm_D_y9giZ-otMRkd6G_gLE2zW4Lad8vxsrWglbt8otU Nm ISmyPA2i 3x4= I 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 1 G N *. 1.5x3 II 1.5x3 II 8 7 6 3x4= 3x4= I 3-5-12 I 3-5-12 Plate Offsets(X,Y)— (2:0-1-8,Edpel,(3:0-1-8.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �, OPROi ca mac. �NGINE�cR /o% 87022PE 9�' N r" y GAJ, OREGON ti�O4N '5O AMBER -% �t9 A. HEck�P 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. ME Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for 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 Crtieda,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heralds CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755198 PL15-355 UPPER F11 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_65JgMSM2Sm_Dy9giZ-G3wpxz6ul_U5g75HvH8NR9OtAERBc0e1i1Wr CyPA2h 0-0.0 1 1-2-0 1 1 1-0-12 1 1 1-0-0 I 0- 1 1-2-0 1 1 0-11-3 1 Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e e e® a //` +\\ a ,.® e. a +\\ a •� o e o l/. �� \ / !e/ a\e� !a� �o� a e N 3 31 30 ,29 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5= 3x5= 3x6= 3x5 = 3x5= 4x8= 3x4 = 1 1-1-0 11-8-012-3-0I 3612 1 8-8-5 &351.l0.5j 193- 1x-0 0-7-0 0-7-0 1-3-12 5-1-9 b-7-0 0-7-o 9-8-3 Plate Offsets(X,Y)- 12:0-1-8,Edge1,13:0-1-8,Edne1,19:0-1-8,Edael,110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Inc/ 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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 �Ep PR OFF be attached to walls at their outer ends or restrained by other means. AS' 5)CAUTION,Do not erect truss backwards. ,, ��GI NE1 s/0 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. ��? * The design/selection of such connection device(s)is the responsibility of others. - 870 2 P E f 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Ts O OREGON -v 4Q Vert:20-32=-8,1-19=-80 ConcentVertd Loads(Ib) �O'1(F) p' ' SER 11 P� SA. He EXPIRES:06/30/2017 October 27,2015 1 r IMMIEW WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1k Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated'¢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/TPII Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755199 PL15-355_UPPER F12 FLOOR 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:31 2015 Page 1 I D:s3crybS_65JgMSM2Sm_D_y9giZ-kFUB917V WUHcyl HgTT?fc_Mx4VercLvTAxhFP WfyPA2g 0- 1-0 1 1-2-0 11 1-0-12 1 1 2-6-0 I 2-4-9 1 1 1-2-0 ii 1-9-7 1 Scale=1:34.0 1.5x3 II 3x4= 3x4= 3x4 II 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e • e r o I�e e\ /NCO e e \ e / \ N e. 41 19 18 17 16 15 14 13 12 3x4=1.5x3 II 1.5x3 ll 3x8= 3x5= 3x4= 3x6= 3x4= I 3-6-12 I 8-8-5 9-3-5�-10.5I 1916-4 I 3-6-12 5-1-9 '0-7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— 12:0-1-8,Edael,13:0-1-8,Edoel.114:0-1-8,Edgel,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/deft Lid 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 Uplift19=-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 ether means. 4)CAUTION,Do not erect truss backwards. ��r� RPROp c;c .... �R sfO29r 87022PE y �A), OREG N ti� 'AO ��BER 1� v.�O OS A- Heck EXPIRES:06/30/2017 October 27,2015 1 i ere ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall ��B 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 ANSt/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 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_65JgMSM2Sm_D_y9giZ-CR2ZMe89GbkovRFfOiArXaUMt1 KQ4VhKAL?y25yPA2f 3x4 = 0-11-11 I 1-2-0 I I 0-9-5 1 1.5x3 II 2 3 3x4= 4 1.5x3 II Scale=1:8.7 III II , N ■M ■ ■ keI. 111 rm!i / 1.5x3 11 1.5x3 I I 8 // 7 6 5 3x4= 3x4= I 35-0 I 3-5-0 Plate Offsets(X,Y)— 12:0-1-8,Edael,13:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid 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 Ina: YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=145/0-2-12,5=145/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �,�<S tiNGIN�F� /o2 4c 8 • 2PE � r'- y �A�, OREGO �o Q<v� �Or)AMBER �1 S A. HO; .P EXPIRES:06/30/2017 October 27,2015 e I id, ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the 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 properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quadly Criteria,DSB-89 and BCSI Building Component 7777 G re Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 /4 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I ( (Drawings not to scale) DamagePersonal indicaor r��= Dimensions are in ft-in-sixteenths. Irio6, 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 0-1/16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I i p bracing should be considered. IMICIII O IIIIMIApr U All 3. Never exceed the design loading shown and never � stack materials on inadequately braced trusses. 4. P vide'copies of this truss design to the building For 4 x 2 orientation,locate C7-8 c--7 c5-6 d slgne,erection supervisor,property owner and plates 0-'6gfrom outside BOTTOM CHORDS a the interested parties. edge of truss. 8 7 6 5 5. Ciit mei bers 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 a pressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: u e,wit fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.c be is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 r ons bility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR-3282 c be for dead load deflection. the length parallel to slots. 11.PI to type,size,orientation and location dimensions indicat@d are minimum plating requirements. LATERAL BRACING LOCATION I 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ff.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 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. ■M O reaction section indicates joint=II mil MEM number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. mit 18.Use of green or treated lumber may pose unacceptable _. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone n Standard for Bracing. isnot sufficient. DSB-89: Design iTek6 hil 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 MiTeW MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-B 10-22-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1487237 thru K1487248 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. � p PROFets,,, co- 0 `t 89782PE ,�,OREGON per``'t., k PA UL 9/EX,J1d'ilZ,L3_21_,_:116 " October 26,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 19'— 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "or spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" 0.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PIP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-04-08 7-04-08 T 1' '1 12 12 6.00 I IM-4x4 Q 6.00 3 CO 2 4 ran rn I 0 0 g i //////////////////////////////////////////////////////////////////////////////////////////////////////////////// //A 0 0 M-3x4 M-3x4 y l l }�-�p y 1-00 14-09 �:�O� 1'"..f1O�Crns �c44 tyG11VE Cc6) /p3� 4 :9782PE r- JOB NAME : POLYGON 3410-B - Al • ..mil Scale: 0.5145 11111 WARNINGS: GENERAL NOTES, unless omre eie noted 1.Bolder and erection contractor should be edvieed of all General Notes t.This design la based only upon the parameters shown and Is for en Individual �j�_ • GO V �. Truss: A l and Warning.before construction commences. building componenta .Applicability of design pemeters and proper �/,/ 2.Drs compression web bracing moat be Installed where shown. Incorparetion of component is the espnnlblfity of the building designer. '°' Yf V 3.Additional temporary bracing to Insure stedllty during construction 2.Design assumes the top end bottom chords to be laterally braced al +1y _{(e.,r is me responsibility of the eredar.Addgbnel permanent bracing of 2 5.and at inuous tie o.e.respectively unities braced throughout their length by '\l DATE: 10/26/2015 the overall structure is the responsibility of the building delgnet. 3.9:limped bridgingl or lateral bracing requledsuch as plywood hwhere 0Maw/o«drywaA(SC). p/l.�L � S EQ. K l 4 8 7 2 3 7 4.Na load shoed be eppeadta any component untl ager al bracing and 5.Designgauan of es trusxhe reee torbe usedofI o Tenn e n rrros contractor.ent �'1 1� fasteners are complete and at no lime should any bads seater than end for'dry trusses are use. TRANS I D: LINK design beds be appfied to any component. g.endDesign areassumes NH beefing at all supports shown.Shim aro wedge If 8.CampuTus has no control over and assumes no responsibility for the EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage I.prodded. October 26,2015 0.This design Is hmiehed subject to the limitations set forth by 8.Plates ehal be located on both faces of truss,and placed so their center TPW uTEA In SCSI,copies of which Ml be furnished upon request fines coincide with joint center fines. 9.Digits indicate else of plate In inches. MTek USA,Ina./CornpuTrua Software 7.6.6(1L)E 1o.For basic connector plate design values see ESR-1311.Eon-rose(MITek) This design prepared from computer input by 1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RIDE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-30) 565 6-3=(0) 343 BC: 2x9 KDDF 016BTR SPACED 24.0" O.C. 2-3=(-748) 139 6-4=1-30) 565 WEBS: 2x4 KDDF STAND 3-4=(-748) 139 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -116/ 734V -73/ 73H 5.50" 1.17 KDDF ( 625) 14'- 9.0" -116/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.063" @ 3'- 11.0" Allowed = 0.498" MAX TC PANEL TL DEFL = 0.181" @ 10'- 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-04-08 7-04-08 T T 4 12 12 Design conforms to main windforce-resisting 6.00 IIsi-4x4 Q 6 00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 '''� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), =p load duration factor=l.6, �I Truss designed for wind loads in the plane of the truss only. 1.1 rn rn o 1 Wil ° o 6 o M-3x4 M-1.5x3 M-3x4 0 ), Y l 7-04-08 7-04-08 y 1-00 y ),y 1-00 y ‹c � �,'�0 -57 ' 89782PE r JOB NAME : POLYGON 3410-B - A2 �' `�+" • Scale: 0.3895 NORAI WARNINGS: GENERAL NOTES, unless otherwise noted tow. OREGON (�� 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an Individual /! OREGON yrs Truss: A2 and Warnings before construction commences. batwing component.Applicability or designparsnntere and proper �,/'//'�� 6') " 2.284 compression web bracing must be installed where shown.. incorporation of component Is the responsibility of the bidding designer. .A� (/A a.,,`,. ,y Cr V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom cholla to be laterally bread et 77 ''ll/`f Y 1 J �G.. la the responsibility of the erector.Additional permanent bracing of 2 an and at IS o c respectively cod s braced throughout their length by v DATE: 10/26/2015 the overan structure is the responsibility of the building designer. 3.Is impact bridging sheathing gladral bredngreq lead wri sff hown O• drywan(Bc). F., le ` SEQ. : K 14 8 7 2 3 8 4.No load should be applied to any component ant after al bracing and 4.Installation of bass la the responsibility of the respective contractor. �'1 1+... fasteners are complete and at no time should any roads greater than 5.Sedge assumes trusses are to be used In a non-corrosive environment, design bads be applied to any component and are for"dry condnlon'of use. V[] pIC�+ .l t�i� /Y� {�* TRANS ID: LINK 6.Design assumes full bearing at al supports shown.Shim or wedge it EXPIRES. IC/t71/GOkV 5.CompuTme has no control over and assumes no responsibility for the necessary. fabrication,heeding,shipment and installation of components. 7.ledge aaaumes adequate drainage is prodded. October 26,2015 8.This design is famished subject to the limitations set 1045 by 8.Plates shag be located on both faces dims,and pieced so their center TPINV7CA in 8051,copies of which wit be furnished upon request. fines coincide with joint center linea. 9.MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Torr basiigits c cont nectoe size rple et den ign vel p sign values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 244 2x6 KDDF #1&BTR T2 SPACED 29.0" O.C. 2- 3=(-782) 310 6- 7=(-140) 605 BC: 2x4 KDDF #1&BTR 3- 4=( 0) 0 WEBS: 2x9 KDDF STAND LOADING 3- 7=(-765) 268 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 9- 5=(-329) 125 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POP BC LATERAL SUPPORT <= 12"OC. EON. TOTAL LOAD = 42.0 PSF '.. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 POP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC UON. FOR 0'- 0.0" -158/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 3.5" -437/ 879V 0/ OH 98.50" 1.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 6.0" -325/ 74V 0/ OH 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.076" @ 3'- 11.0" Allowed = 0.446" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL = 0.007" @ 14'- 8.4" GABLE END DETAIL FOR COMPLETEi MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.4" SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-03 11-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f T f load duration factor=1.6, Truss designed for wind loads 7-04-08 3-10-08 11-03 in the plane of the truss only. 4 1 I 4 T 12 4 =M-4x4+ 12 .00 17". I Q 6.00 M-4x6 A' m rn ...iiiiiiiiiiiiiii of ..... }M-3x4 M-165A3 =..........M-3x9+.......................................'+. o o M-3x4 J. l l M-3x4+ i0 PROF4• J.7-04-08 6-11 8-02-08 C. 04G1N E " 619 fpm 1-00 22-06 i-00 - 89782PE I.° JOB NAME : POLYGON 3410-B - B1 Scale: 0.2612 r (y('��I 4, Allir WARNINGS: GENERAL NOTES, unless otherwise noted -7 OREGON O'`E"^""'•- `f�P ..SP" 1.Builder and erection conlndor should be advised OM General Notes 1.This design h based only upon the parameters shown and is for an individual 11,6( EP�� ,. ,[" [. Truss: B1 and Wamhga before conefructbn centmanas. building component.Applicability of design parsmeters and proper 'l '+ . 2.254 compression web bracing must b4 installed where shove+. Incorpontbn of component Is Me reaponNbilly of the building deNgner. V 3.Additional temporary bracing b Imre stability during construdbn 2 Design assumes the top and bottom chords to be laterally braced at v la Me reeponalblllly of the erector.Addseost permanent bracing of z o c.and at 1G o c.raapectNely unless braced throughout Meir length by �q.U 1,,, �� DATE: 10/26/2015 the overel structure is the responsibility of building designer. 2Minuouashging or atehsaacng re uirsd where seen.)and/or dryweR(BC). My o a stg 3.in Impact bedalaa or lateral bracing ty stnd wfaere siaown.. SEQ.: K 14 8 7 2 3 9 4.No load should be applied to any ampone l ami after all bracing and 4.Installation of buss Is the responsibility of the reapectNe coendor. fasteners are complete and at no time should any loads greater than 5.Design names trusses are to be used in a non-corrosive environment, TRANS ID: LINK destanbadsbeappledeanyconpon.ret and ars for•dryconditionofuae. EXPIRES: 12/31/2016 5.compu7 ua has no control over and aaeamsa no responsibility for MS 8.Design assumes MI bearing at all supports shown.Shim or wedge B mammary. October 26,2015 fabrication,handling,shipment and installation of oomponeas. 7.Design assumes adequate drainage Is provided. 5.This design Is furnished subject to the limitations set forth by S.Plates shall be located on both faces ettruss,and placed so their canter TPIIWICA In SCSI.copies of which MI be furnished upon request. Ones coincide with joint canter lines. Trus Software 7.6.6(1 L Z e.Digits indicate sire of plate In Inches. MiTek USA,Inc./Com W )- 10.For basicconnader plate deNgn values see ENR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1613TR; LOAD DURATION INCREASE = 1.15 1-13=) -868) 361 1- 9=(-559) 1297 9- 3=( 0) 206 2x6 KDDF #16BTR Ti SPACED 29.0" O.C. 1- 3=(-1988) 562 9-10=(-560) 1245 3-10=(-404) 337 BC: 2x9 KDDF #16BTR 2- 4=( 0) 0 10-11=(-378) 1306 4-10=(-175) 550 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1069) 431 11- 6=(-376) 1309 10- 5=(-462) 123 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PIE 4- 5=(-1091) 479 5-11=( 0) 238 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 6=(-1563) 484 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PIF 6- 7=( 0) 50 _------------------ -------- LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 29"OC UON. FOR BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -488/ 291V -93/ 88H 193.50" 0.47 KDDF ( 625) 11'- 11.5" -73/ 700V 0/ OH 143.50" 1.12 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -250/ 1069V 0/ OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=1/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.045" @ 22'- 9.0" Allowed= 1.079" GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.088" @ 22'- 9.0" Allowed= 1.439" SPECIFICATIONS. MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.022" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.035" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 35-00 1-00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 1' load duration factor=l.6, 18-00 0-06-08 5-02-08 5-02-08 6-00-08 Truss designed for wind loads f T T ' 'f . in the plane of the truss only. 12 "..7M-4x4+ 12 6.00 2 Q 6.00 M-4x6 M-3x4+ o M-5x6(5) 0.25" 0 (ll 0 V Z 'r' illi0,00000, 7 -/•o g �y /� M-3x4 a•25" M-3x8 M-111 5x3 M-3x4 `6 o � r Ore M-3x4+o M-3x4 M-5x6(S) J• l 1 l y C? NGINE 19 f�In l 17-04-12 5-04-04 5-04-04 5-10-12 <c, 1-00 34-00 1-00 89782PE_ h J' ,, l r's • JOB NAME : POLYGON 3410-B - Cl • "' . r • Scale: 0.1727 r WARNINGS: GENERAL NOTES, unless omensee noted: .. �iI-OREGON ©� Truss: C 1 1.Builder end eredsn contractor should be advised of e8 General Notes 1.This design H based only upon the peremetere shown and 4 for en Indivlduel 7 Y/.� C� end Warnings before construction commences. building component.Applicability of design parameters end proper C� 2.2s4 compression web bracing must be Installed where shown« Incorporation of component la the roeponsiblity of the building designer. \.ti 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the by and bottom chortle to be btereM braced at PA U L (�j V Is me responsibility of the erector.Additional permanent bracing of 2 o.c.end et 10 c.c,respectivelyunless braced throughout melt length by `` DATE: 10/26/2015 the overall simdure la me responsibility of building designer. continuous sheathingor such as plywood shoe where)and/or drywell(BC). y° 3.2s Impact bridging or lateral bracing required where shown«« SEQ. : K 14 8 7 2 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. TRANS ID: LINK design beds be applied tsany component. and are for"drycond8mn"ofuse. EXPIRES: 12/3112016 5.CampnTras has no control over and assumes no responsibility for the 8.Design assumes lug beatlng of all euppam shown.shim or wedge if October 26,2015 fabrication,handling.shipment and installation of components. necesssry. 7.Design eaaumes adequate drainage Is prodded. 6.This design Is furnished subject to the lindatlons set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIMTCA in BCSI,copies of which will be famished upon request. lines coincide with)obd center lines. MiTek USA.Inc./Com uTrus Software 1L 7.6.6 Z 9.Digits Indicate eke of plate In Inches. G ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 WEBS: 204 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1799 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 POE 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 PIF 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 PIF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ 0H 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= -0.114" @ 17'- 0.0" Allowed = 1.654" MAX TL CREEP DEFL= -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 .f ' f Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. 4 T 4 4 4 4 f 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 ,f-,f in the plane of the truss only. M-5x6(S) \ M-5x6(0) 0.25" .25" M-1.5x3iiii\ /*.M-1.5x3 3 rn M I O O I c 1 _ 's • M d' 10 i 11 f 12 I M-4x4 M-3x4 0.25" M-3x4 =M-4x4 I n M-5x8(S) ��EO r RQ�1�n y l l l l rv[' , 1-00 8-09-04 8+02-12 34-00 8-02-12 8-09-04 1-00 \ ' , /o9 ¢ :9782PE r JOB NAME : POLYGON 3410-BI, - ,C2 �-% • Scale: 0.1727 Ifir WARNINGS: GENERAL NOTES, unlees olhenviee noted C/'I.Builder end erection contractor should be advised of all General Notes 1.This design la based only upon the parameters shown and le for an individual 7 OREGON N., �.. Truss: C2 and aliening.before Donehuclion commences. building component.Applicability of design parameter.and proper Cf/ 2.2x4 cemprewbn web bra4ing must Metalled where.mown•. incorporation of oomponed is tiu responsibility of the building designer. [� .{ 3.Additional temporary breGPg to m er ally during construction z.Deegn amines me top and bottom chords to be laterally braced et • e'Iy 1 -+ r Is Me responsibility of the rector. Esnsl permanent bracing of Y o c and d 10 o.c.respects plywood unless braced throughout melt Nnglh by ...a \l germane continuous...thing such as plywood oeathing(TC)ane/or drywal(BC). +^/1. L `+'t1\ DATE: 10/26/2015 the overall...tee Is theyesponsiblity of the buldhq designer. 3.2t lipped bridging or lateral bradng required where shown«. �'9 U L. SEQ. : K 14 8 7 2 4 1 4.No mad mould be eppled lo any component until after al bredng and 4.Installation steSe soenof s 1 lr le Me responsibility Bibibe ty of t.erre snpsnoNe contractor. fasteners are complete and et no time should any pads greater than 9 TRANS ID: LINK design load.be applied to anycempened. 8 eDe�refor^dry condition' of tee.supports g S.CompuTrue has no Dadra over and assumes no responsibility forth. wsn assumes 9 a w PPo EXPIRES: 12/31/2018 ry fabrication,handling,shipment and Installation of components. 7,Dedgn a.wmele adequate drainage is prodded. October 26,201 5 6.This design N furnished eubJect to the limitations net forth by 8.Plates shall be located on both faces of Miss,and placed eco their ceder TP(/WTCA In SCSI,copies of which Ml be furnished upon request. Anes colndde with Joint center linen 9.Digits Indlcete fuze of plata In inches. MTek USA,Inc./CBmpuTrue Software 7.6.6(1L)-E to.For bad.connector plate design values we ESR-1311,ESR.leee(MITek) This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 50 2-11=1-375) 2140 3-11=(-251) 174 16- 8=(-1198) 323 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2512) 511 11-12=(-254) 1794 11- 4=( -15) 459 8-17=( -219) 1392 WEBS: 2x4 RODE STAND 3- 4=(-2280) 489 12-13=1 -11) 71 4-12=(-644) 234 LOADING 4- 5=(-1619) 440 13-15=1 0) 0 12- 5=1 -79) 498 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2217) 609 14-16=1-402) 2488 12-14=(-142) 1294 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=1-721) 3679 5-14=(-312) 1082 TOTAL LOAD = 42.0 PSF 7- 8=(-2836) 547 17- 9=1-825) 4279 13-14=1 0) 64 OVERHANGS: 12.0" 12.0" 8- 9=(-4858) 942 14- 6=(-315) 210 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 14- 7=(-679) 153 7-16=1 0) 347 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 RODE ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc 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 = -0.184" @ 21'- 9.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.367" @ 21'- 9.5" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" f 1' 1' 6-00-05 5-05-13 5-07-09 4-07 4-08-04 4-10 2-09 MAX HORIZ. LL DEFL = 0.104" @ 33'- 6.5" f f 1' 1 T T 9' ' MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 12 12 6.00 p ))M-6x6 ' 6.00 6.0" Design conforms to main windforce-resisting s system and components and cladding criteria. 14-5X6(S) r9il% Wind: 190 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" M-1.5x3 load duration factor=1.6, 4 M-Sx6(S) Truss designed for wind loads in the lane of the truss only. >1.5x314 rn w.. _ 16 1, 0 -,/0 o 11 12 13 15 o M-3x4 1�`y �"c 1' I -4x4 0.25" M-5x8 M-1.5x3 to M-5x8 of o M-5x6(5) o M-5x8 3,75 12 y y l l y ,1 ,1 ), 1-00 8-08-06 8-21-10-0803-10 9-08-12 1-01-12 3-10 9-08 4-10 2-05-08 2-OS-Oa 0, G r R , �� y22-10-08 i 00 11-01-08 1 c.�' , NGINE�ci? eco 34-00 y :9782PE 11:„..c JOB NAME : POLYGON 3410-B - C3 Scale: 0.1602 lir WARNINGS: GENERAL NOTES, unless otherwise noted V Truss: C 3 and warning.before constrand erection uctioncommences.uld be laed of all General Notes building componeMThis design is donly upon the Appineblhy r parameters .Igo parameters,dlprepen individual r /f 9ij:OREGON(.19 Nr. 2.204 compreeabn web bracing must be Installed where shown.. incorporation of component b the responsibility of the building designer. %y'[j. "4F y: r 3.Addalonal temporary bracing to Insure stability during construction 2.Design assumes me tap and bottom chords ice be laterally breed el 'l J Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end et 19 c.o.reapeccNely unless breed throughout their length by 011V....4 DATE: 10/26/2015 the overall structure Is therenalbA f the building designer. Impattinuous eheanl or etcheaacingre required where nd/or drywaN(BC). t y� M° ° 3.Er Impact bridging or lateral bracing required where Mown e• L s SEQ.: K 14 8 7 2 4 2 4.No load ehomd be applied to any component with after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no Urns should any loads greater men 5.Design assumes trusses are to be used In a nonmonoalve environment. TRANS I D: LINK design loads be applied to any component. end ere for"dry condition of use. 5.CompuTrushas noontrolover and eeatimesnoresponsibility for the S.Design..slimesnilbearingataflsupponsMoven ShlmsirwetlgeIf EXPIRES: 12/31/2016 fabrication handling shipment and installation of components. tory. T.Design assumes catedenbedrainage ro truss, October 26,2015 6.Ibis design is furnished subject to the limitations set forth by 8.Plates shag be located on both feces of imss and placed w their center TPIM/ICA In BC51,sepia.of which MN be furnished upon request. bines coincide with joint center lines. MiTek USA,Inc./Com Trus Software7.6.6(114-E 9.Digits indicate aha of plate in inches. PuII.Fer basic connector plate design values see ESR-1311,ESR-1988(Web) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 34'— 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF #1&BTR 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 POP Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UGH. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 17-00 17-00 11-09-10 5-07-06 5-07-06 11-09-10 T 4 4 4 4 12 IIM-4x9 12 6.00 3 Q 6.00 If M-3x5(5) M-3x5(S) +,M 4A IIIIIIIIIII o I,'` l 1 . MIM o i7 I M-3x5(S) o o M-3x9 ', M-3x9 t . ! !rr 17-00 17-00 ��• Fs 1 l l �� Ba e"0— 1-00 39-00 ' :9782PE r' JOB NAME : POLYGON 3410-B ' - C4 -i ..ie Scale: 0.2477 WARNINGS: GENERAL NOTES, udessotherwise noted �� Ca' (�/ /�I�� 40 1.Bulkier and erectioncontridor ehoul(f be advised of all General Notes 1.This design h based only upon the parameters shown and N for an individual y OREGON ,z,:-. t�. Truss: C 4 and Warnings hem cans]action cofnmences. building component.App kab lly or design parameters and proper ypa fl". 2.2c4 comprepbn web Drang must inletted where Mown.. Incorporotbn of component Is the responsibility of the balding designer. +tI A A A Y. l 3.Additional temporary brad g to kWr stability during construction 2.Design assumes ms top and bottom cholla to be laterally braced at 7 'l/"� J 1Ve'. Is the responsibility of IM♦,rector.A kbnal t bndlp of T o c and al l O a.c.reepadNaly unless bated throughout their length by permanent continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). � F 4 1 11 '� DATE: 10/26/2015 the overall structure Is the'responsibility of the building delver. 3.Zr Impact bridging or lateral bracing required where shown«a t}1.. SEQ. : K1487243 4.No load should be applied to any component cell after all bradng and 4.Ink:eaten Ohms lea the are to labilyNdInof tsewncpamma no contractor. fasteners are complete and at no Inst should any keds greater man Design assume TRANS I D: LINK design loads be applied to any cempanent. B. and N r.for"dry condition" t ace. n.shove shin or we B 5.CompuTrus hes no control over end assumes no responsibility for the neigh assumes bearing PPa cite EXPIRES. 12/31/2016 fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided. October 26,201115(—EXPIRES: GTJ G V 8.This design Is furnished subject to the limitations set forth by 8.plates shall be located on both faces of true,end placed as their center TP WIFCA in Blot,copies or which eel be furnished upon request. he coincide with joint center fines. 9.Digits Indicate Slee of plate in inchaa. MTek USA,Inc./ConlpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDOF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" 0.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP Wind: 140 mph, h=l5ft, 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 POE load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 6-09-04 6-09-04 T 4 1 12 12 6.00 D ))M-4x4 Q 6.00 3 2 9 rn m o 0 v o _ 11 1 / ///////////////////////////////////////////////////////////////////////////////////////////////////// /// i 0 0 M-3x4 M-3x4 J• l l l 1-00 13-06-OBa� D R.Op.e wc:;• '<c- N E6) /dam :9782PE JOB NAME : POLYGON 3410-B - D1 ' ,,,,/ Scale: 0.5385 , WARNINGS: GENERAL NOTES, unless otherwise noted C,.+' �c/^a/�s l�� 1111/ WARNINGS: 1.Balder and erection contractor should be advised of an General Notes 1.This design Is basad only upon the parameters shown and is for an individual Ey / • EGON N ct" Truss: D1 and Warnings before construction commences. Wading component.Applicability of design parameters and proper '�(�i► Irl,, 2.Sad compreulon web bracing must be Metalled where shown.. Incorporation of component is the responsibility of the building Designer. '11,92_ A A `` :G rt y9 Additional temporary bracing to Insure stability during construction 2.Design sesames the top end bottom charts to be Wendy braced et 7 �l �+ J Si Ic me responsibility of the erecter.Additional permanent bracing of T o c.and at 10 respectively anises braced throughout their length by ![{,, DATE: 10/26/2015 the overall structure Is the responsibility f the bund) da continuous us sheathing such es acing re air a where s)and/or drywall(BC). /7.1 i L '�'\ spun gy a � signer. 3.?x Impact bridging or lateral bracing required where shown++ r"{I,J 1� SEQ.: Ki4 8 7 2 4 4 4,No bed should be applied to any component until alter al bracing end 4.Installation of trues Is the responsibility of the respective contractor, fasteners are complete and at no time should any beds greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are far:dry condition"of use. EXPIRES: .l f'� fj /�ry/'� y� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all soppods shown.Shim or wedge 11 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 26,2015 8.This design le furnished subject to me limitations set forth by e.Plates shall be located on both feces of truss,and placed so their center TPBWICA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits Indicate else of plebe In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 1g.For basic connector plate design values see ESR-1311.ES12•1888(MIME) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 50 2-6=1-27) 511 6-3=10) 312 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-679) 129 6-9=(-27) 511 WEBS: 2x4 KDDF STAND 3-4=(-679) 129 LOADING 4-5=( 0) 50 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 BORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSE Ground Snow (Pg) 0'- 0.0" -87/ 683V -61/ 61H 5.50" 1.09 KDDF ( 625) 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 14'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 14'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.037" @ 3'- 7.4" Allowed = 0.453" MAX TC PANEL TL DEFL = 0.105" @ 9'- 11.2" Allowed = 0.680" MAX HORIZ. LL DEFL = 0.005" @ 13'- 1.0" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.0" 6-09-04 6-09-04 f T 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 ))M-4x4 d 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1.1 M m o 1 2 �, M-3x4 M-1.5x3 M-3x4 l l l 6-09- 4 6-09-04 y 1-00 y 13-06-08 yl oo y ��j�� yGNE �`9.'� <c,C� h' y :9782PE C' JOB NAME : POLYGON 3410-B - D2 , Scale: 0.4010 ,.. MI WARNINGS: GENERAL NOTES, unless otherwise noted' V /`w - 1.Builder and erection contractor should]be advised of a8 General Notes 1.This daelun Is based only upon the parameters shown and b for an individual T l' ••EGON ,yam Truss: D2 and warnings before construction oonImences. bulding component.Applicability of design parameter.and proper /. J 2.2s4 compression web bra must tai Installed where shown+ incorporation of component is the responsibility of the building detlgner. ✓1, V(//py a.'. ,,4'� 3 Addition.'temporary bac to Insure*Wily durhy construction 2.Design assumes the lop and bottom chords to be lateral),braced at 7 �1 't J le the responsibility al me a dor.Ad lona!permanent bracing of T o.c.end et 1G c.c.respeotNely unless brand throughout their length by DATE: 10/26/2015 the overall structure lathe apontlbll of the bating designer. continuous sheathing such es pywoad required a where s ownandt•tlrywwll(BC). �u'}/1 UL 3.co Impact bridging or such.pNwo required where ahem•i it SEQ. : K1487245 4.No bad should be applied any cora rant until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. fastener.are complete wrist no thnekhould any loads greater than 5.Design assumes tnissss are to be used Ina noncorrosive environment, design lads be applied to any nmpoleM end are for"dry condition.of use. TRANS ID: LINK 8.Design assumes full bearing at ell supports shown.Shim or wedge if EXPIRES: 12!31/2016 5.Compurrus has no control over and assumes no respondbillty for the n.ce.sery fabrication,handling,shipment end Installation ofcomponents v.Design assumes adequate drainage Is provided. October 26,2015 8.This design Is furnished sullied to the limitations cot forth by 8.Plates shall be located on both feces of has,and placed so their center TPVW1CA In SCSI,copies of which wN be Nrnlehed upon request. lines coincide with joint center lines. 9.Digits indicate size of plata In Inches. Wee USA,Inc./CompuTrus Software 7.6.6(1L)-E II.For bade connector plate design values see ESR-1311.URA 988(MOck) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-63) 84 3-5=(-229) 205 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-196) 119 WEBS: 2x9 KDDF STAND 3-4=( -20) 9 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -73/ 919V -50/ 1310 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 0.0" -91/ 302V 0/ OH 5.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF SBC 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 TC PANEL LL DEFL = -0.123" @ 3'- 4.5" Allowed = 0.922" MAX TC PANEL TL DEFL = -0.127" @ 3'- 4.5" Allowed = 0.633" 6-04-04 0-07-12 f . I MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.3" MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" 12 6.00 M-1.5x3 4 3 -/ Design conforms to main indforce-resisting system and components and cladding criteria. III r no Wind: 190 mph, h=20.9ft, TCDL=9.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cm 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 i r 0 I dRN I o �4 5II.-- II 0 M-3x4 M-1.5x3 J' l l 6-04-04 0-07-12 l l l 1-00 7-00 <<-. 0 PR°Fes IN 89782PE r" JOB NAME : POLYGON 3410-B - D3 ,,, ..re' Scale: 0.5157 ,', WARNINGS: GENERAL NOTES, unless otherwise noted +k / /+pR' 40 Truss: D 3 1.Builder and erection contractor ehouM be advised of all General Notes 1.This design la based only upon the parameters shown and 6 far en individual .49 ' ' OR EG O'V N and Warnings before construction commences. building component.Applicability of design parameters and proper ;.. / 4� �`". 2.2+4 compression web bracing must be installed where shown* incarceration of component b the responsibility of the bntarg designer. ..s9 '"R y4 V y�/a- 3.Additional temporary bracing to Insure stability during construction 2.Design endlassumes the top end bottom abraeds be laterally brags et 7 "7 J ��j-` Is me responsibility of the erector.Additional permanent brscing of T o c at as o c.respectively unless braced throughout their length by + V DATE: 10/26/2015 the oversp structure lathe responslbgty of the building designer. continuous sheathing such l bs plywood required a where)and/or tlrywell(BC). P 1+t "' 3.In Impact bridging or lateral bracing required where shown a a J^'1 l�,/1.. S EQ^: K1487246. 4.No bad should be applied to any component anti after all bracing and 4.Installation of truss is the rssponsib of the respective contractor. fasteners are compete and at no time should any loads greater then 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS I D: LINK design leads be applied to any component. and are for condition"of use. 5.CompuTrue has no control over and assumes no responsibility forms B.Oeagn assumes full bearing at all supports shown.Shim or wedge N EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. neceawry. T.Design aaaua adequate drainage is provided. October 26,2015 G.This design is furnished subject M the limitations ns set forth by 8.Plates ahaA De locatedobafaceslocated of truss,and placed so their center TPIAe/TCA M BC51.copies of which will be furnished upon request. lines colndde with joint canter lines MTek USA,Inc./Com uTrus Software 7.6.7 1l E 9.Digits indicate eke of plate in inches. P ( )- IN.For basic connector plate design velues see ESR-1311,ESR-1988 Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #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 REF Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PEE 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 lOPSF 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 17 M-1.5x3 4 3,,as/� It r1 N 2 ti rn APO M-3x4 M-155x36 l y � 1-00 3-05 �Eq PR pfF0.0 :9782PE JOB NAME : POLYGON 3410-B - El r J+' Scale: 0.6603 / '^ WARNINGS: GENERAL NOTES, unless othennlse noted C/ OREGON 40 1.Balder and erection contractor be advised of al General Notes 1.This design I.based only upon the parameters shown and la for an Individual N. Truss: El and WamMgs beton conebudbn W building component.Appllcebllly of design parameters and proper �A/ 1� N� 2.2c4 compreesbn web bracing mus) Instalbtl where Mown v. incomorallon of component is the responsibility of the building dedgner. V V {�'' 3.Additional temporary brat to Irma stability during censtruclon 2.Design assumes Me top and bottom chorda to be laterally braced al �!R' y Is the responsibility of the drodo Ad tonal permanent bracing of �ntinuoueasheathing resuch as plywood sheathing(TCctively udess braced )throughout drywellBC). + Lt DATE: 10/26/2015 the neral structure is the jeeponab of the balding dedgner. 3.2r Impact bridging or lateral bredng required where shown a a L SEQ.: K 14 8 7 2 4 7 4.No load should be applied to any sonbanent until after all bracing and 4.Installation of truss Is the r ealanbebllfltthe no enpsetbs n contractor. fasteners are complete and at no time should any bads greater Man Design assumes TRANS I D: LINK design loads be applied to any component B.U�re fat"my endbeann l n.e. ns shown.Shim or we it 5 CampuTms hes no control over and assumes no responsibility for the ceeb faunas p a ppo �• EXPIRES:: 1 2/3 11201 6. rabrkallen,handling,shipment and installation of components. ry c�yy 11,,�� 7.Pates shell bees adequateeboth Page b provided.. Ot.IQ V @r 26,2015 8.This design is furnished subject to the limitations set forth by S.Plates shat located on both lace of truce,and placed so their center TPI1WICA In BCSI,copies of which all be furnished upon request. hes coindae with)clad center lines. 9.Digits Indlute see of plate in inches. MiTek USA,Inc./CornpuTlue Software 7.6 7(11.)-E 10.For basic connector plate design values we ESR-7311,ESR-1955(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 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #168TR 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=(-94) 19 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" -58/ 316V 0/ 92H 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 391/ 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.19 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9.00 'COND. 2: Design checked fox net(-5 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR SOPSF 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 = 0.004" @ 2'- 0.1" Allowed = 0.174" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.143" MAX HORIZ. LL DEFL = -0.000" @ 3'- 9.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, lir (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. u 0 I / m c, 1 0 2->l 9+a M-3x4 l )' y 1-00 3-05 'PROVIDE FULL BEARING;Sts:2,4,3 AGI . -4� :9782PE �r- JOB NAME : POLYGON 3410-B - E2 „ay ,.A/ Scale: 0.8868 ,. V NW WARNINGS:. GENERAL nNOTES, unless othe parameters OREGON 1.Builderand erection contractor should be advised of ail General Notes i.Thls design is net.only upon the p esgn parameter. sharer and Is for an Individual N. Truss: E2 act Warnings balers construction communes buildingcomponent.ponentisApplIcsielltyh ofdesignparaof hereactpreper 11:42,, q 2.284 compression web bracing must be Installed where shove,. Incorporation of component is the r ape sAil y of the building designer. �} y. �+ 3.Additional temporary bracing to insure debility during construction 2.Design assumes the top act bottom chords to be laterally braced at -1,3,. 4/4y 4 b Is the responsibility et the erector.Additional permanent bracing of 7 o.c.and et 10 o c respectively unless braced throughout their length by ` DATE: 10/26/2015 the overall dmcture Is the responsibility continuous sheathing such as plywood required sheathing(TC)aedfor drywaN(BC). X"j� (�.` spo ty of the building designer. 1 2a Impact bridging or lateral bracing required where shown+ea 1' ;` SEQ.: Ki4 8 7 2 4 8 4.Na bad mould be applied to any component until atter all bracing and 4.Installation derma is the responsibility of the respective contractor. fasteners are compete and al no time mould any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied teany component. and are for"dry nandition•ofuse. 5.CompuTrue has no control over end assumes no responsibility for the 6.Dedgn assumes lull bearing at all supporta mown.Shim or wedge It EXPIRES:. 12/31/2016 fabrication handing,shipment and Installation of components. 7.necessary. e.This design is furnished subject to the limitations set forth by 8.Designieshall be locateduoneboth lfe faage ces trusss s,and placed as thee center d. October 26,2015 TPIMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./Com uTrus Software 7.6.7 iL E S.Digits Indicate erre of plate in inches. P ( )- 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. g 1 rY MEDimensions are in ft-in-sixteenths. iiI4bi‘ 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. INNES 2. Truss bracing must be designed by an engineer.For O-1/1 6' 4 wide truss spacing,individual lateral braces themselves may require materials bracingina,or dequately alternative Tor i i i i t t e i braced d h g CI bracingstack should be considered. 20 3. Never exceed the design loading shown and never r s rp A1 For 4 x 2 orientation,locate OaU C7c6-7 c5-6 4 designer,erection supervisor,property ownerland plates 0 'lU' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cwt merpbers 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 u with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.C be is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 re ons' itity of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 c be for dead load deflection. the length parallel to slots. 11.PI fe ty e,size,orientation and location dimensions in icat d are minimum plating requirements. LATERAL BRACING LOCATION 12.Lber used shall be of the species and size,and Southern Pine lumber designations are as follows: in�dhll res acts,equal to or better than that � Indicated by symbol shown and/or SYP represents by AWC in thvale 2005/2hed 012sNDS s ekifie . ues by text in the bracing section of theas SP represents ALSC approved/new values 13.kip 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. ■NMAIP reaction section indicates joint I 111W1.1111. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. iliili MI 0 18.Use of green or treated lumber may pose unacceptable 1 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI 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 is not sufficient. DSB-89: Design Standard for Bracing. r4 BCSI: Building Component Safety Information, 20.Datign assumes manufacture in accordance with Guide to Good Practice for Handling, MiTekANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mil-7473 rev.01/29/2013