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Plans (436) c--9 mit , 7 r •• l43 Pave .�, 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. ��REa PROres s ‘AG INEER >c 4 87022PE 9r yN ry �A)/\ OREGON tiQ <NI 'Po 4,8ER .0 ,#)G`S A. 1-1E01'.' r EX' '`:06/30/ R 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 TypeQty Ply POLYGON R45755189 PL15-355_UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:20 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-Z8J 1 rY?d5vDVTbKMJBy122_DyC9jGwiZPT4JdoyPA2r R.1aD11 1.2-0 ii 1-0-12 1 1 2-6-0 I 2-4-9 I 1I—2-0-II 1-9-11 I I Scale=1:40.1 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 I I 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 : 7 I tor. ii...._ _. ._ ;Kt oir, 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 3-6-12 I 8-8-5 g-3-51 I 19-6-8 I 22-11-8 I s 312 5-1-9 b-7-c 9-8-3 3-5-0 0-7-0 Plate Offsets(X,V)- 12:0-1-8,EdgeL 13:0-1-8,Edae1,118:0-1-8,Edoel.119:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=377/Mechanical,21=950/0-7-0,24=15/0-1-12,16=1450/0-5-8 Max Uplift 15=-480(LC 6),24=121(LC 6) Max Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=1478/0,6-7=-1478/0,7-8=-1478/0,8-9=1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 GOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=1740/0,11-17=0/1178, 8-17=525/0,13-15=0/1333,13-16=812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��OD PROF es ��\5� �NGI N EF9 d/a29f 87022PE cvSAT OREG•N ti�-r cOff(/ Or) %ER S A. R5 EXPIRES:06/30/2017 October 27,2015 1 a a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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 Mitek° building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM1 Quality Criteria,058-89 and SCSI Building Component 7Suite 777 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-355_UPPER F02 FLOOR 6 1 R45755190 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:22 2015 Page 1 I D:s3crybS_6sJq MSM2Sm_DyW9giZ-V FMGDOtd W TDiuUkRc?V7T3 WV?15ksHMZQigyPA2p 0,9_{ 0-N0 1-2-0 �Ar 1 Scale=1:40.5 4x4= 2x4 I I 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 oa _ a _ ` a N -�T. / \-/ \e/.. \ / N0/•\O/,\ /I1\C j\ `•//\=S IO - - O O � -G I" 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x6 = 3x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x4 = 4x4 = 3x6= 4x6 = 3x4 = 1.5x4 SP= 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESIIG.JsIER IS REQUIRED. 1 16-5-2 117-0-217--2 16-5-2 I 6 BI-7-0 6-1-14 i-1a Plate Offsets(X,Y)- 118:0-1-8,Edgel,129:0-1-8,Edoel,130:0-1-8,Edgel 0-7-0 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in floc) Vdefl Lid 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 1BC2012/TPI2007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(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. `�f�c r PROF-4-- 3) R OF'0,0 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 ��C ��G)NE�R j� attached to walls at their outer ends or restrained by other means. 2 87022PE 9 -y �'3j, OREGO cto <ti OS A. HER�P EXPIRES:06/30/2017 + October 27,2015 WARNING-Verify design parameter and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE, r Design valid for use only with M7ek®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 k/ 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 QuakyCriteria,9511-139 and BC-51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job TrussTruss 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:s3crybS6sJgMSM2Sm_Dy9giZ-RvZYhv2798jxyCd7Y01 zCu8t3pPZCmR8K52XmZyPA2n 1 1-0-0 1 0 _I 1 1-2-0 1 I_7• 114Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 I1 12® 13 14 15 16 17 18 19 e g e a ®_ - +\\ - \ / e il e e e e a g e a v 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5 = 3x4= 12-10-10 I11-8-10 11230 1 19-0-8 118-10 0.7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel.123:0-1-8,Edael LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (lot) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress Ina YES WB 0.50 Horz(TL) 0.07 20 n/a n/a Weight:96 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 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=-1508/0,34=-1508/0,4-5=2627/0,5-6=2627/0,6-7=3368/0,7-8=3368/0, 8-9=-3726/0,9-10=3726/0,10-11=3737/0,11-12=3737/0,12-13=3422/0, 13-14=3422/0,14-15=2618/0,15-16=2618/0,16-17=1511/0,17-18=-1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=429/0,2-30=-1125/0,2-29=0/987,4-29=847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=313/0,12-25=-60/615,18-20=1127/0,18-21=0/989,16-21=832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <j1/4 P R 0FFOS c.. �cNGINEF9 io2 44 tt 87022PE 91"- / U> N 2' �A OREGO rte �� ��OnSRIBER '\'\ P1. A- HEFT EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.I0103/201S BEFORE USE f Design valid for use only with Mifekv connectors.This design is based only m 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 MiTek*building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/1811 Qualty Criteria,DS1-89 and SCSI Building Component Suite 109 Safety Inlormaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights CA 95610 Job Truss (Truss Type Qty Ply POLYGON PL15-355_UPPER F04 I FLOOR 3 1 R45755192 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(ootional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 ID:s3crybS6sJgMSM2Sm_Dy9giZ-Ri/ZYhv2798)xyCd7Y01 zCu8xepXLCod8K52XmZyPA2n 1 0-10-0 I I 1-2-0 1 10-6-0-� S-3-131 2-6-0 I 1 1-2-0 1 1 1-3-7 I Scale=1:19.6 1.5x3 II 3x4= 3x4 114x4= 1.5x3 I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 ° 6 7 8 3x4= e e ° ° o ° ° 9 ° , / O o e ° o� o 0 N: 17 16 15 1.5x3 II 1.5x3 II 13 1 11 10 3x4 = 4x6— 3x6 = 1..5x3 II 1.5x3 II 3x4 = I 3-0-0 I 8-8-5 1 9-3-5 1 9-10-5 1 11-4-12 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 1 Plate Offsets(X,Y)— 12:0-1-8,Edgel,r3:0-1-8,Eduel,f7:0-1-8,Edge1,18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17=72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6=-570/0,6-7=570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,5-14=508/0,8-10=-610/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��� �GINEEQ wo 2 87022PE 9 u) nl 5. c<,4›, OREG•N (19',.(4/ AP O� � M OSA.BER A\ \- HEVk EXPIRES:06130/2017 October 27,2015 Jo—. WARNING-Verily 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 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 R� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the •w•a � � fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suds 109 Citrus Heights,CA 95610 Job Truss (Truss Type Qty Ply POLYGON R45755193 FLOOR PL15.355 3 1 UPPER FO6 Job Reference(notional) 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:25 2015 Page 1 Pacific Lumber&Truss Co., Beaverton,Oregon ID:s3crybS 6sJgMSM2Sm_Dy9giZ-v57wuF3mwRroZMCJ6kYCI5h5hDgrxAglZ104J?yPA2m o-l--���1 1-2-0 1 I 1-0-12 1 I 2-3-1 I I 2-6-0 I I t-2-0 1 I 2-3-3 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= g 10 3x8= 5 6 7 8 1 2 3 4 e_ 14444111111414411111% 44411444141444111111, 1. i/ _ e e e re tJ 4111* �� 14 13 12 11 1- 18 17 18 15 304= 3x6= 3x8= 3x6= 3x4= 9-3-5 10-5 17-6-0 I 3-6-12 3-6-12 1 55-11-9 10-7 -0�0-7-0 I 7-7-11 Plate Offsets(X,Y)— 12:0-1-8,Edoel.f3:0-1-8,Edoe1,14:0-3-0,Edclel,(6:0-1-8,Edoe1.17:0-1-8,EdOel LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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 Ina YES WB 69 Horz(TL) 0.02 11 n/a n/a Weight:81 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD 2x4 DF No.1&Btr(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(lb)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=959/0,415=0/1367,9-11=1257/0, 9-12=0/661,7-12=-177/271 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ,0 P R QF fis ��3 �N JNEcR `r/O�'9 Q 87022PE r N N - C'0 OREG•N ti��i ���'T siii. �\ n Or, A. HE¢C4P EXPIRES:06/30/2017 October 27,2015 ea I ® s WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 5111-7473 rev.10103/2015 BEFORE USE. g 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 a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 7777 Greenback Lane 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/IPIi Qualify Criteria,051.89 and BC51 Building Component Suite 51Heenba CA 95610 Safely Information available from Truss Nate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply POLYGON PL15-355_UPPER F07 Floor9 1 R45755194 Pacific Lumber&Truss o., Beaverton,Oregon Job Reference(optional) C 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 ID:53crybpoS6�'sJgMSM2Sm_Dy9giZ-SUEgJx40S35WpgMiE9bgq WmPv0RaP7Ka03HBNuyPA2k 1 1-0-0 I r--1 I 1-2-0 I D-7-141 Scale:3/8"=1 4x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 0 0 ! 0 0 30 29 28 27 26 25 24 23 22 21 lir r 3x4= 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-6-14 1 11-4-14 1V-11-1 1 18-8-12 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- (12:0-1-8,Edgel,123:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Lid 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 Ina 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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1480/0,3-4=-1480/0,4-5=2571/0,5-6=-2571/0,6-7=3284/0,7-8=3284/0, 8-9=-3615/0,9-10=3615/0,10-11=3587/0,11-12=3587/0,12-13=3327/0, 13-14=3327/0,14-15=2563/0,15-16=2563/0,16-17=1483/0,17-18=1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=282/0,13-23=-406/0,2-30=1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=-294/0,11-25=-265/0,12-25=58/649,18-20=-1107/0, 18-21=0/970,16-21=-814/0,16-22=0/698,14-22=-586/0,14-23=0/723 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��.9% PRO�Fss c 04GINEFR �0 2 a- 87022PE f / yp�A,, OREGO �P Q4/ 0,s, A. HERNP EXPIRES:06/30/2017 October 27,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. rr Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not11111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated n to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ri tr■ n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaitly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755195 PL15-355_UPPER F08 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Welk Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 ID:53crybS6sJgMSM2Sm_Dy9giZ-sUEgJx40S35WpgMiE9bggWmPw0XiP3ma03H BNuyPA2k I 2-3-0 I 2-3-0 14-5-9 11-2-0 II 1-9-11 1 2-6-0 I 0I Scale=1:34.2 1.5x3 II 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 3x4 II 3x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 • o ts' t N / _ 18 17 16 15 14 13 12 3x4= 1.5x3 II 3x4= 3x8= 3x8= 3x5= 3x5= 16-2-4 I 19-7-4 I I 16-2-4 3-5-0 Plate Offsets(X,Y)— (4:0-1-8,EdgeL f15:0-1-8,Edcie) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Ina YES WB 0.72 Horz(TL) 0.02 13 n/a n/a Weight:90 lb FT=0%F,0 hE BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 Max Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1736/0,3-4=-1736/0,4-5=1867/0,5-6=-1867/0,6-7=-1190/0,7-8=1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=-84/294, 10-12=0/1418,10-13=851/0,4-17=462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. <��EO PRQFe 06, rs 870 2PE / T- 7 SAT 5. OREGON (15) �N "P , "114. 8ER N' P; N.-c, HERS EXPIRES:06/30/2017 October 27,2015 oI ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-1473 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 bu&ding designer must verify the applicability of design parameters and properly incorporate this design info the overall � � ,. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/tPI1 Quality Criteria,D5149 and BCSI Banding Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-355_UPPER F09 Floor 2 845755196 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 ID:S3crybS_6sJq M SM2Sm_Dy9giZotMR kd6G_gLE2z W4 LadBvxskzg6gtljtU Nm ISmy PA2i 1-0-0 00_1-2 I 1-2-0 1 P-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 454= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 3. 29 28 27 26 25 24 23 22 21 3x4= 4x5 = 3x5 = 3x5 = 3x5= 3x5= 3x4= 3x5= 455= 3x4 = I 11-7-10 12-9-10 117-2-100.7-0I0.7-0 I 16-11-8 1 11-7-10 6-1-14 Plate Offsets(X,Y)- ft 2:0-1-8,Edgel,(23:0.1-8,Edael LOADING(pst) SPACING- 1-7-3 CSI. DEFL. inloc ( ) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.28 25-26 >817 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.43 25-26 >522 360 BCLL 0.0 Rep Stress Ina 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=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. ���Ep P R OFFS ��co ��c3I N EFR s,0 144 2 Q 87022PE �' • N cv y �'oj, OREG•N ti� sN �O '• 8ERAl �Q �S A. HE EXPIRES:06/30/2017 • October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&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 1+ 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 b to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing `�T k/ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1YlI eR.R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755197 PL15-355_UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 ID:s3crybS 6SJgMSM2Sm_Dy9giZotMRkd6GyLE2zW4Lad8vxsrWglbt8otUNmlSmyPA2i 354= 1-2-0 0-10-1 0.11-11 I I 3 1 3x4= 4 1.5x3 II 1 1.5x3 I I 2 Scale=1:8.7 e / 0 / . e 1.5x3 II 1.5x3 II • 8 7 6 3x4 = 3x4= 3-5-12 I I 3-5-12 Plate Offsets(X,Y)- [2:0-1-8,Edoet 13:0-1-8,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a Weight:18 lb FT=0 hF,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. <o� p PROFFSS c?`. ‹c,N- Et-9 io2 87022PE 9c / u, tv fio OREGO Ro Qf V ��C�� '�JBER 1��Q. cl ka A. HE EXPIRES:06/30/2017 October 27,2015 1 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/032015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown.and is for an individual buldm ing coponent,not a buss 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 meembbe s nage. ror Additional general temporary em a ry and regarding e permanent bracing 7777 Greenback Lane is always required for stability and to prevent collapse with possible personal injury property fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,051-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-355_UPPER F11 FLOOR GIRDER 1 1 845755198 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:s3crybS6sJgMSM2Sm_Dy9giZ-G3wpxz6ul_USg75HvH8NR9OtAERBcOeli1Wr CyPA2h 0th 1 1-2-0 ii 1-0-12 I I 1-0-0 1a�7-9. 1 1-2-0 110-11-3 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 �� ►. � '�.��� rter.� � � Am l_ 3 31 30 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5 = 3x5= 3x6= 3x5 = 3x5= 4x8= 3x4 = I 1-1-0 /1 12-3-0 I 3612 I 8-8-5 C-3-5?-1°:/ 3-5 -10.51 198.8 1-1-0 0.7-0 0.7-0 1-3-12 57-9 b-7-0 0.7-0 9-8-3 Plate Offsets(X,Y)- f2:0-1-8,Edge1,13:0-1-8,Edge1,19:0-1-8,Edael,f10:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 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 Ina NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=-164/0-1-12,20=1315/0-2-12 Max Uplift32=-269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=-610/0,6-7=-610/0,7-8=-1756/0, 8-9=-1756/0,9-10=-2370/0,10-11=2900/0,11-12=2900/0,12-13=3113/0, 13-14=3113/0,14-15=2995/0,15-16=2995/0,16-17=2480/0,17-18=2480/0 BOT CHORD 31-32=450/0,30-31=-450/0,29-30=-450/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 WEBS 2-31=-252/0,9-26=0/410,10-25=-331/0,2-32=0/665,3-29=917/0,5-29=1249/0, 5-28=0/1047,7-28=-898/0,7-27=0/716,8-27=-11/251,9-27=-1122/0,18-20=1819/0, 18-21=0/1654,17-21=839/0,16-21=-438/0,16-22=0/283,11-24=266/0,10-24=0/844 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)32,20. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ����D PROF-c-,ROp-. be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. CO �NGINEF'V s,- 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. c.;.... 2 The design/selection of such connection device(s)is the responsibility of others. 870 2PE - 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). f LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 N CV Uniform Loads(plf) S. fi /v Vert:20-32=-8,1-19=80 y 'oj, OREGON 20 <U Concentrated Loads(lb) 'p $'41 `Q Vert:17=791(F) Cr BER 11 US A A. H - EXPIRES:06/30/2017 October 27,2015 0 __ I ®WARNING-Verify ev design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 r .10/03/2015 BEFORE USE. �` Design void for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not111 a truss system.Before use,the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall �S building design. Bracing indicated a 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 n• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quarrty Criteria,050.89 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 TypeQty 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 M7ek Industries,Inc.Tue Oot 27 13:51:31 2015 Page 1 ID:53crybS6SJgMSM2Sm_Dy9giZ-kFUB917WWHcyIHgTT?fc Mx4VercLvTAxhFPWfyPA2g 0rt�1 1-2-0 11 1-0-12 1 1 2-6-0 I 2-4-9 I I 1-2-0 I I 1-9-7 I Scale=1:34.0 1.553 I 13x4 = 3x4= 3x4 II 3x6= 1.553 I I 1.5x3 II 3x4= 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 e i ee\♦ / e q _ / Icl'' ' .0000•0000000 e , e' 9 18 17 16 15 14 13 12 3x4=1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 356= 354 I 3-6-12 I 8-8-59 b-7-0010-7-01 19-6-4 y- I 3-6-12 7-15 Plate Offsets(X,Y)— 12:0-1-8561 1.13:0-1-8,Edge1,114:0-1-8,Edae1,[15:0-1-8,Eduel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl 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 Ina YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Uplift 19=166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-18/294,3-4=0/714,4-5=0/720,5-6=-1980/0,6-7=-1980/0,7-8=-1980/0, 8-9=-2148/0,9-10=2148/0 BOT CHORD 18-19=294/18,17-18=294/18,16-17=294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=345/0,2-19=27/435,3-16=-616/0,5-16=-1682/0,5-15=0/1201,10-12=1470/0, 10-13=0/849,8-14=-512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��-B PROF FS c\�� .q,.. EFR s/o4. 87022PE � y (A�, OREG N ti�OCU 'A AMBER 1� OS A. HER�P EXPIRES:06/30/2017 October 27,2015 41 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 5111-7473 rev.10/03/2015 BEFORE USE 11111n, Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicabi ity 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 Criteria,058-89 and SCSI 8ullding Component Suite 109 Safety Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-355_UPPER F13 FLOOR 1 1 845755200 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:32 2015 Page 1 3x4 = ID:s3crybS6sJgMSM2Sm_Dy9giZ-CR2ZMe89GbkovRFfOiArXaUMt1KQ4VhKAL?y25yPA2f 0-11-11 I I 1-2-0 0-9-5 1 1.5x3 II 2 I I 3 3x4 = 4 1,5x3 II Scale=1:8.7 II 0 N a iI IIIIM III iii Ler r N NIIrj ril 1.5x3 I I 1.5x3 I I 8 =' 7 6 5 3x4= 3x4= I 3-5-0 3-5-0 Plate Offsets(X,Y)— f2:0-1-8,Edgel,f3:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 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. �ti, ,o PRQp, �_ 0„GINEFR /% 2 `r 8 0 2PE rvf y��Aj`OREGO 1 tis AL O BIER '\ OSA. HO; EXPIRES:06/30/2017 October 27,2015 e __ e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERANCE PAGE MII-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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate tha 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 n fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quardy Criteria,DSS-89 and SCSI Budding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 I • General SafetyNotes Symbols Numbering System A PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/q" platejointunless x Center on ,y 6-4-8 (Drawings not to scale) Damage or Personal Injury dimensions shown in ft-in-sixteenths I I offsets are indicated. r��= Dimensions are in ft-in-sixteenths. 11T4‘,. 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 or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0.1/1 it 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor! o bracing should be considered. O � = 3. Never exceed the design loading shown and never �_� U illilliallire � U stack materials on inadequately braced trusses. a_ O O_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ cs 7 cs 6 O, designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0-'na' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint an d nsa ebedulali d by ANSId w j e at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. 44 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 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. l*ilMilP reaction section indicates joint 17.Install and load vertically unless indicated otherwise. NIM JI IIII II number where bearings occur. Min size shown is for crushing only. II 18.Use of green or treated lumber may pose unacceptable ...z._--• environmental,health or performance risks.Consult with project engineer a ore use. Industry Standards: WI ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSS-89: Design Standard for Bracing. mire e BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-B 10-22-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1487237 thru K1487248 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ARD PROP es ENGINE /G� 89782PE t. OREGON c5'.• ' 114 AUL i #C44 "11121 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 TRUSS SPAN 14'— 9.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 TC: 2x9 KDDF #16BTR Design conforms to main windforce-resisting SPACED 29.0" O.C. system and components and cladding criteria. BC: 2x4 [(DIP 0163TR LOADING Wind: 190 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D r), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 14-152 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR DS PSC LIOE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 7-09-08 7-04-08 T '1 12 12 I IM-9x9 Q 6.00 6.00 3 4 M /O 2 M O C O M-3x4 M-3x4 y l y 1-00 y 14-09 ��9 t eOpk-S' � 04GIN EFR s/0 :9782PE c' • JOB NAME : POLYGON 3410-B - Al • J Scale: 0.5195 ✓ /t All GENERAL NOTES, unless ethew..noted II ...,, R 470 (�' �y,, IBuildsWARNINGS: 1.This design Is based only upon the parameters shown and Is for an individual I(} l, 1.Budder and erection or construction en no be commences. of all General Notes budding componentApplicablllty of design parameters and proper ,may /d r V �'1 Truss: A 1 and Waminps before conk uc ion comms tris Incorporation of component Is the responsibility of the budding designer. T +7 p y Ab + 2.204 compression web bracing must be Installed where shown 5. 2,Design assumes the top and bottom dards to be laterally braced et v`� 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 16 u.c.respectively unless braced throughout thele length by PA U{ `G...1 Is the responstbildy of the erector.Additional permanent bracing of continuous sheathing Arch as plynaod sheathing(TC)and/or drywag(BC). 1.. DATE: 10/26/2015 the ousted structure is the responsibility of the budding designer. I.25,Impad badging or lateral bredng required where shown•+ 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respectNe contractor.SEQ.: K 14 8 7 2 3 7 fasteners are complete end at no time should any pads greater then 5.Design assumes irvases ere to be used In a non-corrosive envhenmanl, and arefor•drycondition•ofuse TRANS I D• LINK design bees be applied to any component. S.Design assumes full bearing at all supports shown.Shim or wedge If S.CompuTrus has no control over and assumes no responsibility for 12/31L2016 for the necessary. October 26,2E 5 febacattIs an,handling,shipment and installation of components. 7.Design assumes adequate drainage provided. d so melt center 8.This design Is furnished subject to the limitations set forth by e.Plates shell be located on both faces Ohms,and place TPIANTCA In SCSI,copies of which cold be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate sirs of plate In Rubes. MITek USA,Inc./CompuTrus Software 7.6.6(1L)E 10.For basic connector plate design valuesrte EBR-1311,ESR-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-30) 565 6-3=(0) 393 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-748) 139 6-9=(-30) 565 3-4=(-748) 139 LOADING 9-5=( 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. DON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 12.0" TOTAL LOAD= 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -116/ 739V -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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 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 = 0.998" MAX TC PANEL TL DEFL = 0.181" @ 10'- 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL = 0.006" @ 19'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-04-08 7-04-08 12 12 Design conforms to main windforce-resisting 6.00 IIM-4x4 system and components and cladding criteria. Q 6.00 4.0" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), J. load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1.1 M o i a M - 6 Imo. c o M-3x4 M-1.5x3 M-3x4 0 l l l 7-04-08 7-04-08 J• 1-00 b 14-09 y 1-00 y j) .fl PRope ., ,ci ��GIN��R `f0 w 1' 17 89782PE JOB NAME : POLYGON 3410-B - A2 �,,,• Scale: 0.3895 4411, ` - WARNINGS: GENERAL NOTES, unless otherwise noted 4 Truss: A2 1.Builder and erection contractor should be advised of all General Notes i.This design Is based only upon the parameters shown and Is for an Individual ' ' OREGON ". and Warnings before construction commences building component.Appl nbilly of design psrametee and proper IF 14 v.v1 2 204 compression web brecleg must be installed where shown-r. incorporation of component la the responsibility of the building designer. _.,�s 2O 3.Additional temporary bracing to Insure ratability during construdlon Z Design Assumes the tap sal bottom chorda to be leeely braced at �/� `/ DATE: 1O/2(�2 15 la the responsibility olthe erector.Additional permanent bracing of 2'rlrynuor eayieaNln respectively unless brand throughout their length by /1- I 4 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or raters'bradng required where shown+• drywag(BC). 't v UL �V SEQ.: K 14 8 7 2 3 8 4.No bed should be applied to any component untl after al bracing and 4.Installation sltruss is the responsbllty of the respective contractor. /"' fasteners are compete and et no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design toads be applied to any component and are ton dry Oendhlon of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Des ign assumes 541 bearing at al supports shown.Shim or wedge 1! EXPIRES: ['� fabrication,handling,shipment and Installation of components. 7.Desigry' f'1=I E 12/3112016 . d. 6.This design Is furnished subject to the limitations set font by 9.Plaesnshal be locatassumes a�eduoneboth face,011,0ssdrainage is s,and placed so their center October 26,2015 TPLIWTCA In BCSI.copes of which will be furnished upon request. Ines coincide with Joint center lines. MiTek USA,Inc./CompUTfUs Software 7.6.6(1L}E 9.Digits Indicate see of plate In inches. 70.For basic connector plate design values see E512-1311,6512-1989(Mirth) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 244 2x6 KDDF 1416BTR T2 SPACED 24.0" O.C. 2- 33=(- 7822) 3100 6- 7=(-140) 605 BC: 2x4 KDDF #16BTR 3-LOADING 3- 4=(-760) 268 WEBS: 2x4 KDDF STAND 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 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 POE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 ORDCIRG AT OT"SC ATH. FOR 0'- 0.0" -158/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY CUE TO THE BEANIAL 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Merica or equal at non-structural MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" vertical members (uon). 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" MAX HOAR. TL DEFL = 0.011" @ 19'- 8.4" GABLE END DETAIL FOR COMPLETE 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 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11-03 load duration factor=l.6, fTruss designed for wind loads 7-04-08 3-10-08 11-03 in the plane of the truss only. f 12 4 -M-4x4+ 12 6.00 Q 6.00 M-4x6 A' Al T2 5 mM o o 9 p c - 0 I 6 7 to �y �•• of M-3x4 M-1.5x3 M-3x4 M-3x4+ ���� T R O('�� M-3x4+ 4 T C y 1 S y y 8-02-08 ca C.1GIN 9 f � 7-04-08 6-11 1-00y 22-06 1-00y 89782PE v' JOB NAME : POLYGON 3410-B - B1Scale, 0.2612 v 4, r GENERAL NOTES, unties omadwlsa noted' 17 j/ EG t'a ) Nr WARNINGS:e6: upon V t.Builder and erectionbefore contractor snood be advised of all General Notes 1'This design Applcaabil y of design parameters and proper IndNkuel +'f/� �./4,[^a ye. A < Truss: B 1 and NhmMgn on constndlen commences. Incorporation of component is the responsibility of the building designer. al 1 _+1(yi 2.7s4 compression web bracing must be installed where shown r. 2 Design assumes me top and bottom chords to be laterally braced at -I.� i:OS/1.1'1 l ' V. 3.Additional temporary bracing to Insure stability during construction 7 o.c.end at 10 o.c.respedivery unless braced throughout their length by R,1 1•. Is the responelblllly of the ander.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywel(SC). DATE: 10/26/2015 The overall a ndurs le the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE K1487239 4.No load should be applied to any component untlefera9brad"Band 4.tn�a�.s:ofmru8ssisPsre'��alwdi��onp`waseentrelte�ment. Q• fasteners are comptete and at no time should any beds greater than end ere for"My condition"of use. EXPIRES: 12/31/2016. TRANS ID: LINK destgpfoadebeapplied toany component. 6.Design assumes NUbearingatall supports shawl.Shin)orwedge if October 26,2015 5.CompuTnn has no control over all assumes no responsibility forme October fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.OW design Is famished subject to the limitations set forth by B.Plates shall be bated on beth faces abuts,and placed so their center TPW ,'ZCA In SCSI,copies of which nil be famished upon request. gas coincide with Coln center lines. 9.Digits Mdfoete sae of plate in inches. MITek USA,Inc.lCompuTrus Software 7.6.6(1L)-Z 16.For basic connector pen design values see ESR.131 t.ESR-1936(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 #1&BTR; LOAD DURATION INCREASE = 1.15 2x6 KDDF #16 BTR Ti 1-13=1 -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 BC: 2x4 KDDF #1bBTR SPACED 29.0" O.C. 1- 3=(-1988) 562 9-10=(-560) 1245 3-30=(-909) 337 2- 4=( 0) 0 10-11=(-378) 1306 4-10=1-175) 550 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 3- 4=1-1069) 431 11- 6=(-376) 1309 10- 5=(-462) 123 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 4- 5=(-1091) 479 5-11=( 0) 238 BC LATERAL SUPPORT <= 12^OC. UON. TOTAL LOAD= 42.0 PSF 5- 6=(-1563) 484 6- 7=( 0) 50 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 0'- 0.0" -488/ 291V -93/ 88H 143.50" 0.47 KDDF ( 625) OVERHANGS: 0.0" 12.0" 11'- 11.5" -73/ 700V 0/ OH 143.50" 1.12 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0^ -250/ 1069V 0/ OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "00 spacing. REFER TO COMPUTRUS STANDARD VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 GABLE END DETAIL FOR COMPLETE MAX LL DEFL = 0.045" @ 22'- 9.0" Allowed= 1.079" SPECIFICATIONS. MAX TL CREEP DEFL = -0.088" @ 22'- 9.0" Allowed = 1.439" 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. f35-00 1-00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 18-00 0-06-08 5-02-08 5-02-08 4 T load duration factor=l.6, '� 6-00-08 Truss designed for wind loads 12 fin the plane of the truss only. 6.00 -M-4x9+ 2 12 Q 6.00 dIlI1dJj (S) co o � o +` J, 8 10 31 6I M-3x4 b.25" M-3x8 M-1.5x3 M-3x4 o � O PRpreo M-3x9o �`rM-3x9+ M-5x6(S) , �y l y ,i l N '''. 0 17-04-12 5-04-04 5-04-04 5-10-12 (,J ' 1 l 1-00 34-00 1-00 89782PE -1?:v • JOB NAME: POLYGON 3410-B - C1 . . Scale: 0.1727 r WARNINGS: GENERAL NOTES, umeasothemleenotad: 7 OREGON '� Truss: C 1 1.Balder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown end le for an Individual /t'- I(`s 'Cr and VJaminga before construction commences. balding component.Applicability of design parameters and proper ' '9 V�2 fe( a4 V (}N 2.244 compression web bracing must be Installed where shown 5. incorporation of component Is the responsibility of the balding designer. I 4 {-'� J 3.Additional temporary bracing to Insure stability during construction NI 2 Design assumes the top end bottom chords to be laterally braced at �� DATE: 10/26/2015 is the resp IN m the.rector.Additional penn.neM bracing of 7 o c.and at 10'o.c.respectivelypb'ees ss braced throughout their length by pil l f L ,. the overall structure Is the responsibility of the balding designer. continuous sheathing such as ptynrre aheeming(TC)and/or drywa8(BC). V 3.is Impact bridging or literal bracing requited where shown+a SEQ.: K 14 8 7 2 4 0 4.No loadto should be applied any component until alter at bracing and 4.installation ation of truthIs the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, (� E� .p ry!�a/�r]]'��I TRANS ID: LINK design lads be applied to anycompune9. and are for condition"of use. EXPIRES: 12/31/2016 S CompuTrus has no control over and assumes no responsibility Nr the 8.IDiaesigassumes fill bearing at al support.shown.Shim or wedge Ifoem l.� lebrlutbn,handling,shipment and Installation of components. ry' October 26,2015 6.This design is furnished subject to the Nmlallene set forth by 7.Design assumes adequate drainage is balsaprovided. TPINWCA in BCSI,copies of which will be famished upon8.Plates anal ebe with ded on ben faces Nauss,end placed so their center request. lines coindtle with(olm tarsier lines MiTek USA,Inc./CompuTrus Software 7.6.6(1LrZ 9.Digits Indicate size of plate In inches. 10.For basic connector plate design values see ESR-1311,ESR-7980(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 TC: 2x4 KDDF #15BTR LOAD DUSPAIEN I2CR0ASE = 1.15 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=7 -15) 446 BC: 2x9 KDDF STANTR SPACED 29.0" O.C. 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"0C. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 937 11- 6-(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12=7 -15) 446 TOTAL LOAD = 42.0 PSF 7- B=(-2510) 513 12- 7=(-253) 175 8- 9=( 0) 50 OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.97 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL= -0.114" @ 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 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. ,f .I f f f Wind: 190 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1212 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4X6 Q 6.00 load duration factor=l.6, 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 5 .f+( M-5x6(5) � M-5x6(S) 44144441114, 0.25" \ 0:25" M M-1.5x3 -1.5x3 /00/4\ 3 . z M O M (I o \ o 1 10 10.25" M-3x4 rM-9x9 %8•4, o (t 12 I -M-4x4 M-3x4 M-5x8(S) '<<"" , 0 PRQp ^(51 8-09-09 8-02-12 8-02-12 8-09-09 l l 1-000 y 34-00 1-00 4" :-9782PE t- JOB NAME : POLYGON 3410-B - C2 ,--$-;--_'/ Scale: 0.1727 lir WARNINGS: O.This design udess upotherwise noete 'S'�OncGO1J2Q143 1.Balder and erection contractor aimdd be adveatl dal General Notes I.Thio decgn h based only upon me parameters drown and Is foran individual F U v Truss: C2 and Warningsbefore bradnglloncommences. building Incorporation the and proper Any A5 ....),X- 2. G\h 2.2t4 compression web brodna must be installed where shown«. Design assn of component Ia me responsibility codstos late allybuildingbra edagner. ea9 3.Additional temporary bracing to Insure 585518y during construction 2.Design assumes ms tap and bottom dards to ba laterally braved at /,,. Is the responsibility arms erector.Additional permanent bradn f 7 o.c.and at 1P ea.respectively unless braced throughout Melr length by g hf I' g o continuous sheathing such es plywood sheathing(TC)andbr drywel(BC). /�" DATE: 10/26/2015 the overall structure la the responabllty of the bullding designer. 3.24 lmped bridging or lateral braang required where shovel e« 4.No bad should be applied to any component until after a8 bradng end 4.Installation of truss is the responsibility of the respective cantrador. S EQ. K 14 8 7 2 41 fasteners are complete and at no time should any loads greater man 5.Design assumes misses aro to be used In a non-conoehe environment design roads be applied to any camponenl and are for^dry condition"of use vp cc TRANS ID' LINK B.Design assumes full bearng at al supports sown Shlm or wedge if ^r' CJ; 12/31/2016 5.ComWTrue has no control over antl assumes no responsibility ler the necaayry, �4 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 26,2015 6.This design Is furnished added to the Imitations set forth by B.Plates shall be located on beth laces of truss,and placed so their center TPIWFCA In 13C51,copies or which oil be furnished upon request. 9.Ones coincide with NW she of plata ter lines MITek USA.Inc./CompaTrUS Software 7.6.6(1L)-E 10.For bask connector piste design veiues see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TO: 2x4 KDDF #16BTR TRUSS SPAN 34'- 0.0" LOAD DURATION INCREASE = 1.15 INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #16BTR 1- 2=( 0) 50 2-11=(-375) 2140 3-11- WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 2- 3=(-2512) 511 11-12=1-254) 1794 11- 4=(--15) 459 51) 174 18-17=(--219) 1392 LOADING 3- 4=(-2280) 489 12-13=1 -11) 71 4-12=(-644) 234 TC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1619) 440 13-15=1 0) 0 12- 5=1 -79) 498 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-2217) 609 19-16=(-402) 2488 12-14=(-192) 1294 TOTAL LOAD = 6- 7=(-2220) 502 16-17=(-721) 3679 5-19=(-312) 1082 OVERHANGS: 12.0" 12.0" 42.0 PSF 7- 8=(-2836) 547 17- 9=(-825) 4279 13-14=1 0) 64 8- 9=(-4858) 942 14- 6=(-315) 210 LL = 25 PSF Ground Snow (Pg) 9-10=1 0) 50 14- 7=(-679) 153 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7-16=1 0) 347 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OCATIOG MAX VERT MAX HORZ SIG REQUIRED SPG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.184" @ 21'- 9.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.367" @ 21'- 9.5" Allowed = 2.206" 17-00 17-00 MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 6-00-05 5-05-13 5-07-09 9-07 4-08-04 9-10 2-09 12 'r f f ,r MAX HORIZ. LL DEFL = 0.104" @ 33'- 6.5" fMAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 6.00 p IIM-6x6 12 d 6.00 s 6.0,r Design conforms to main windforce-resisting .t,71.M-5x6(9) systemand components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, �• M-Sx6(S) Truss designed for wind loads in the plane of the truss only. > sx314 co l 1, DM3x9 a,12 13 is,4, t •41111111A616.. rr.- . o 9M-5x8 0f I -4x9 0.25" M-5x8 M-1.5x3 0oM-5x6(S) M-5x8 3.75 y y i' y 1 12 y y 8-08-06 8-03-10 4-08-12 1-01-12 3-10 y 4-10 2-05-08y 1-00 21-10-08 ), J• J• Q y 22-10-08 i o0 9-08 11-a1-08 2-Os-a y o � � E Rss/d 34-00 (,u <t" :9782PE �r- JOB NAME : POLYGON 3410-B - C3 Scale: 0.1602 WARNIN.. GENERAL NOTES, unless otherwise notedpr Truss• C 3 Builder and erection contractor should be atl leetl of ail General Notes This design is based only (� " end Gamings before construction commences building component Applicability of design parameters and proper OREGON ry�N' 2.2 4 compression web bracing must be installed where shown+. incorporation of component pro \.J fl V 'V ry istheresponsibilityefthebuildingdesigner. /�. »Y Q". 3.Additional temporary bracing to insure stability during construction Z Design assumes the lop and bottom chords to les laterally broeed at 1� G4 ty y A L' v" DATE• 10/26/2015 is the responsibility of the erector.Additional permanent bracing o! 2'oz.and at t P....respectively sh,.punteea braced throughout their length by P ` the overoN structure is the responsibility or the building designee continuous sheathing such as*wood sheathing(TC)and/or drywall(BC). +`?'� SEQ. K1487242 4.Na badstrouldbeapplledteenycomponentuntpageralDndn d 3.2x Impact bridging or lateralbndngrequirheeshown++ �.J�.'it il".l' fadenen are complete and at no time should an badsen 4.DesignInstallatlon of truss Is the are to be use of the respective contractor. Al,/1w. TRANS I D: LINK design beds be applied toan Pena y greater than 5. assumes trusses are to be used In a non-corrosive environment PPIycom component. and are for"dry condition"of use. 5.CampuTrua hes no control over end assumes no responsibility ler the 6.Design16 aciassumes Oil bearing at an supports shown.Shim or wedge i! eary fabrication,handling,shipment end Inetallatbn of components. n as EXPIRES: � � � S.This design Is furnished subject to the limitations set forth by 7.Design assumes adequate both.Plates shall be boated on Caces age istruss,prodded. TPWXTCA in BCSl,copies of which vdl be fumished upon request. 8 1On,,coincidwgh Joint centerllines.of lruu,end placed wlhelr center October 26,2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E g.Digits indicate size of plate In inches. 1Z For basic connector plata design values see ESR-1311,ESR-1988(MITek) This FIC designLUMBER—BC prepared from computer input by PACI TRUSS SPAN 34'— 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting TC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. system and components and cladding criteria. BC: 2x9 KDDF #16BTR TC LATERAL SUPPORT <= 12"0C. UON. LOADING Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIP load duration factor=1.6, TOTAL LOAD = 92.0 PIP Truss designed for wind loads in the plane of the truss only. Unbalanced live loads have been LL = 25 PSF Ground Snow (Pg) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. y-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR DSP AC LIOE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 17-00 17-00 11-09-10 T 5-07-06 5-07-06 ,� 11-09-10 f'( IIM-4x9 12 12 3 Q 6.00 6.00 Ni M-3x5(S) + iIIIIiIII \ MM. a 't. 7 0 0 1 M-3x5(5) M-3x9 0 M-3x9 �+ • • - ,FC 17-00 17-00 \Co �G'NEk*,�ps.f0,r� Gj -y 1—%. 4 1-00y 34-00 / :.9 82PE 9t JOB NAME : POLYGON 3410—B — C4 sale: 0.2477 / /� sir WARNINGS: GENERAL NOTES, velem otherwise noted. ', o.y E SJ,�^� 1.Budder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters Mown end is for an individual 7+ VJ arM Wamirrps behxe conahuctwn commences. building componentcompoApplicnent is itythe of design parameters and proper a..4�, G Truss C 4 neo peredon of omPenent is na responsmmN of the willing des liner. R Y ) 2.2x4 compression web bracing must be installed where shown+. z. 2,Design assumes the top end bottom chords to be lateraly braced at ,//�''- 3.Additional temporary bracing to Insure slebllly during construction 2 e.l.end at ly o.c.resp othely unless braced throughout their length by 1. PA +L is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or MywalU(8C). vs DATE: 10/26/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Moven++ 4.No bed Mould be applied to any component ustl after al bracing end 4.Installation of truss lathe responsibility of the reepecthe contractor. SEQ.: v14 8 7 2 4 3 fasteners are complete and at no time should any loads greater than 5.Design eswmes tiussse are to be used w a noncorrosive enwronmem. andan:ard�cend:as"aloes. EXPIRES: 12/31/2016 TRANS ID: LINK demnTruehe no control a over sod assumes e.Deslg II:oaring'glad swoonssirown.Shim or wedge if 5.fompuTrnhan lin�nlroleand components. for the nese October 26,2015 ssary. fabrication,desiis furnished ed shipment and a!Imitations of semprth by 7.Design hallb assumesladequate drainageth is groes,and 8.This design is NmlMad eub)ad m the Ilmttatmns eel forth by S.Plates Mag be located on both feces of Iniac,ant plead so their center TPtiWTCA In SCSI,copies at which will be furnished upon request. lines coincide with Joint aster linos. 5.Digits Indicate alae of plate in moles. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector piste design values see ESR-1371,ESR-1958(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TC: 2x9 KDDF #18BTR TRUSS SPAN 13'— 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. UON. system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, 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. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP M-1x2 o equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 6-09-04 T 6-09-04 12 "1 6.00 p IIM-4x4 12 3 Q 6.00 rn 2 O co I — 4 I 1 / ////l//////l///////////////////////////l////////T/T////7/T//////TI/7/T/I�/J/J/TlT//1/1//T/T/T//// o --/o 0 M-3x4 M-3x4 .Jr y 1-00 13-06-08 y y rr R C3 .14 Nn .9 �/0 c.; JOB NAME : POLYGON 3410—B — D1 :972t'E Scale: 0.5385 0,. __"' WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: DI 7.Builder and erection contractor should be advised dal General Nomas 1.This design is based only uthe and Brand rbeforenanrraamncommences. pan parameter.shown andNforanindividual "7 •s EGON N 2.and compression web and building component.Apdicablllty of design parameter.and proper 1.. a8 must be installed where shown Incorporation of component Is the responsibility f the building designer. /- 3.Additional temporary bracing to insure stability during construction 2.Design assumes me top end bottom chorda to be laterally braced at V4/4y [.y G ¢ DATE: 10/26/2015 is the reeponsiNlltyohneeroaarAdenlonalpermanent bracing at 2o.c.endat10o.c eacheselyunlessbracedthroughouttheirlengthby al J { the overall structure is the responsibility of the bulling designer, continuous sheathing such es plyvooding(TC)and/or drywian(BC). k \V SEQ.: Ki 4 8 7 2 9 4 4.Na load should be applied Many component ante after all bracing 3 2x Impact bridging or lateral bracing required where shown contractor.•♦ /� 1 fasteners are complete and at no time should anybeds than and 4.Designentas nee Masses Is the are tabs a of the respeNNs airnn �"1 L TRANS ID• LINK design loads be applied to any com erealer s.endraoramyaadEnare robs used lna non-corrosive environment. possum. end ere for"dry contlltion"or use. S.CompuTrus hes no control over and assumes no responsibility for the 6.Dsign assumes NII bearing at el supports shown.Shim or wedge if fabrketlon,handling,shipment and installation at componentsnecessary.7. sumes EXPIRES: 12/3112016 . 6.This design is fumhhed subject to the limitations set forth by 8.Plates sshal be locaedueneboth faces drainage la Pnsss.and placed so their centerd. { I, TPWWCA in SCSI,copies of which will be furnished upon request. Anes coincide walh joint canter lines. October 26,2015 MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 9.Digits Indicate size of plate in Trachea. 10.For basic connector plate design values see ESR-1311,ESR-7888(MITen) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TRUSS SPAN 13'- 6.5" 1_2=( 0) 50 2-6=(-27) 511 6-3=(0) 312 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 2-3=(-679) 129 6-4=(-27) 511 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4=(-679) 129 WE: 2x4 KDDF STSNDR 3-4=( 0) 50 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX BORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 12.0" LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -87/ 6B3V -61/ 61H 5.50" 1.09 KDDF ( 625) 13'- 6.5" -87/ 6B3V 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 'COND. 2: Design checked fox 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 HORIE. LL DEFL = 0.005" @ 13'- 1.0" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.0" 6-09-04 6-09-04 T Design conforms to main windforce-resisting T 12 system and components and cladding criteria. I I M-9x9 12 d 6.00 6.00 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0„ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 4-A load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1.1 mo o 170,1. to6 0 0 2 MM-3x4 M-1.5x3 M-3x4 1 y 6-09-04 6-09-04 l l co PROF �rt ,I, 0y 130608 1-00 ��`co� �'1401NE6- /0 17 ' :9782PE. • JOB NAME : POLYGON 3410-B - D2 y^""� Scale: 0.9010 '..1 [/' 4 �. ill WARNINGS: GENERAL NOTES, unleseotherwise noted: a -$7+�`� EGIJN '� 1.Builder and aradlon contractor should be advised or ail General Notes 1.This design iis^MM only uponit et parameters rametdesign paramn and eters and is for proper individual Truss: D2 e Warnings balere cousin coon commences. bulkincorporation of component is me nspondbNty or the building designer. Hi�" �A/j Y �J + • 2.2a4 compression web bracing must be Installed where shown 4. 2.Design assumes the top and bottom chores to be letenM braced at 'L 3.Additional temporary bracing to Insure Mab011y during construction T o.c.end at 17 c.c.respectively unless braced throughout their length by R� PA t +c> is me responsibility of the eredar.Addllonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaB(BC). L. DATE: 10/26/2015 the overall structure is the reapondbNty of the building designer. 3.&Impact bridging or lateral bracing required where shown e 4 4.No load should be applied to any component until ager all bradng and 4.Installation of trues Is the responsibility of the respedNe comrador. SEQ.: K 19 8 7 2 4 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses arc to be used In a non-corrosive environment, .ndgn ssume�ndelenrolo e. EXPIRES; 12131/2016 TRANS ID: LINK design loads a applied ocorroarer and assumes B.Design Houmas full bearing tall supports shorn.3Mm or wedge If 5.campuion,has no shim ever and.saumes n f respocomposlmlm kr m• necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage A presided. October 26,2015 S.This design k furnished subject to the limitations set forth by B.Plates coincide with joint center both faces of buss,and placed so their center TPBWICA In BCSI,copies of which WA be furnished upon request. Pries Digits Indicate size of plate 4 inches. MiTek USA.Inc.ICompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see EBR-1311.ESR-1988(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATIOR TRUSS SPAN 7'- 0.0" INC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-63) 84 3-5=(-229) 205 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 3-3=(-120) 119 LOADING 3-9=( -20) 9 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX TIOZ SIG REQUIRED SPG ES OVERHANGS: 12.0" 0.0" L0'-TIONS REACTIONS REACTIONS 5I5E 0.67 (SPECIES) 0'- 0.0" -73/ 302V -50/ 1318 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 0.0" -91/ 302V 0/ OH 5.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 rm MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.123" @ 3'- 4.5" Allowed = 0.422" 6-09-09MAX TC PANEL TL DEFL = -0.127" @ 3'- 4.5" Allowed = 0.633" ,� 0-07-12` 1 '� MAX HONED. LL DEFL = 0.001" @ 6'- 9.3" o 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" 6.50 M-1.5x3 4 � Design conforms to main windforce-resisting system and components rand cladding criteria. = Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 r 0 t rn o o -� 5 �� M-3x9 M-1.5x3 l 6-09-09 y 2 * * 0-07-12 1-00 7-00 * c., 2 zt" :9782PE yr JOB NAME : POLYGON 3410-B - D3 Scale: 0.5157 ' ./ /WARNINGS: GENERAL NOTES, unless otherwise noted' V/ / AIM Truss: D3 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for an Individual 6.441 „se, OREGON ,. and Warnings before construction commences. balding component.Applicability of design parameters and proper 'Y V fZ 4l V I V (�� 2.Zo4 compreasion web bracing must be Installed where shown+, in4arporenan of component Is the responsibility o!the building designer. f. COV ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom ler to be laterally braced at �"'9� V.4 14 y��,.: aSJ- V ' DATE: 10/26/2015 Is the responaibillly of the erector.Additional permanent bradng of T o.c.end at lid hin re nt,as ply untses braced through d/lhelr b,pM by ! J �t the overall structure is the responsibility of the building designer. continuous Mging ng such as pywood.heal snhores)and/ar tlrywel(BC). R� SEQ.: K1487246 4.Naload.naawbeappnedmany mmponemaMlelerCland 3.7.3.2. impactb dgingo tIr.relbednproqulredw ere shown+♦ p�' � �^L bracing 4.Installation sof truss Is the reaponsibise of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment TRANS ID: LINK design bads be applied to any component. and are for.dry condition"of use. 5.Compurme has no control over and assumes no reeponsiblllly for the S.Design assumes full bearing at alt support.shown.shim or wedge it �/�] fabrication,handling.shipment and installation of components. necessary. Er\!-"I:RES: 12/31/2016 6.This design Is furnished subject to the Ilmlailona set forth by T.Design eawmea adequate drainage N provided. TPW,nICA in SCSI.copies of which wit be furnished upon request. 3 Ines coincidPlates shaN e lith joint centerocated on linth es alms,and placed so their center October 26,2015 MITek USA,Inc./CompuTrus software 7.6.7(IL)-E 9.Digits indicate also of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This fic designLumber preparedandTruss-BC from computer input by Paci TRUSS SPAN 3'- 5.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LUMBER SPECIFICATIONS TC: 2x4 KDDF #15BTR LOAD DUSPAIED I2CR0ASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF STANTR SPACED 24.0" O.C. system and components and cladding criteria. WEBS: 2x9 KDDF STAND LOADING Wind: 140 h=15ft, TCDL=4.2,BC BCDL DL=6.0, ASCE 7- TC LATERAL SUPPORT <= mph,12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All phh=l5 Enclosed, CExp.A, MW-1 , 0(Dir), BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP load duration factor=l.6, TOTAL LOAD = 42.0 PIP End vertical(s) are exposed to wind, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �7ote:Truss design requires continuous BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-01-09 0-03-12 I 4 I 12 9.00 • M-1.5x3 ir 4 , 3 A0 I Lr) 0 2 ,� In o —s M-3x9 M-155x36 .1 1. l 1-00 3-05 � �cp P R OFFss cl ' CIN i•f? �4, 444 -7 't' :9782PE K' JOB NAME : POLYGON 3 410—B — E 1 .41, -dor Scale: 0.6603 WARNINGS: GENERAL NOTES, unless otherwise noted: E.ec' OREGON ,..,,N. .. 1 Builder and erection contractor should be advised 5101 General Notes 1.This design la based only upon the parameters shown and h for an Individual Truss: El sed Waminga before conNruclion commences, building component.Applicability of design parameter.and proper �y G� 2.204 compression web bracing must be Installed where Mrown+. Incorporation of component Is the reaponelbllty of the binding designer. T .. 3.AddPoonel temporary bracing to Insure Mallity during construction 2 Design assumesat10 5.0 lop and bottomuessrba to d throughoutraced urally Msutl el �a.. 2nti ant et 1g oc.rsuch as plywoodshathin(TC)nd/r drysl(N). r' I' ...+ L. is me responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)oris/or drywsl(BC). ''''AU DATE: 10/26/2015 the overall Murch re is the responsibility of the building designer. 3.23 Impact bridging or lateral bracing required where ehawn+. 4.No load should be applied to any component until after al bracing and 4.Installation of buss b the responalb@ty of the respective conlrectar. SEQ.: K14 8 7 2 4 7 fasteners are complete and et no time should any loads greeter than 5.Design assumes trusses are to be used In a nonconosive environment, and are for"dry condition"of use. ryl`] l� �+ 12/31/2016 l f'�f� f /'�a p TRANS ID: LINK design bads be applied to any component. 8.Design assumes Ml bearing at all supports Wove.Shim or wedge:t EX �]jE 7. IG/J�!' V IU E CampuTM Ms no control over and assumes no responsibility forma rte«awry. + fabricsnan.handling,shipment and installation of components. 7.Design assumes adequate drainage la provided. October 26,2015 8.This design is furnished subject la the limitations set forth by 8.Plates shag be located en both faces of trues.and placed no their center 7M/WTCA in SCSI,copies of which vol be fumhhed upon request. Mee coincide with joint center Inas. 9.Digits Indkate she of plate In Inches. MITek USA,Inc.ICornpUTrus Software 7.6.7(1L)-E 10.For basic connector plate design values sse ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=(0) 0 BC: 2x9 KDDF #16 BTR SPACED 29.0" O.C. 2-3=(-99) 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 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -58/ 316V 0/ 42H 5.50" 0.51 KOOF ( 625) 3'- 2.2" 0/ 3W 0/ OH 5.50" 0.06 KDDF ( 625) ** For hangerLL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 D 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 0.1" Allowed = 0.179" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.143" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" /A. MAX HORIZ. TL DEFL = -0.000" @ 3'- 9.3" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), load duration factor=l.6, o End vertical(s) are exposed to wind, ,y Truss designed for wind loads uI in the plane of the truss only. 0 I N f I - - co 0 1 I f \_ o 2/ 4.. M-3x4 l l y 1-00 3-05 'PROVIDE FULL BEARING;Jts:2,9,3 I r .S\\%\W) �� `�� JOBNAME : POLYGON 3410-B - E2 „a, -o,. Scale: 0.8868 ,n.ice IWO WARNINGS: GENERAL NOTES, unless otherwise noted. ''� Truss: E2IBuller and erection contractor should be advised of NIGeneral Noted 1.This design is based only upon the parameters shown end ie for an individual C'.57 OREGON ( and Wambpa before construction commences. building component.Applicability or design parameters and properporeb NI. 14r 2 244 compression web bracing must be IneMed where shown.. Incorllon of component a responsibility of the building designer. 3.Adds tonal temporary bracing to inure.1 byty during construction2.Design assumes the top end bottom chorda to be Wendy braced at y, `1p Y A 5 ''0 -.. Is the responsibility of the erector.Additional permanent bracing of 7 c.c.and at 10'ea o.c.respectNety unless braced throughout their length by /Ra'- S4 DATE: 10/26/2015 the overall structure Is the responsibility of the building designee 2(Imcontiacts sheathing ater l b sdng re eked where s and/or drywaW(BC). 1 I's Q 3.to Impact bridging or lateral bredng required where shown.a - SEQ.: K 14 8 7 2 4 8 4.No bad should be applied to any component um.alter all bndng and 4.Installation Writs.la the reaponalD ity of the respective contractor. fasteners are compete and at no time should any bads greater than 5.Design assumed trusses are to be used In a non-corrosive environment, TRANS ID: LINK deal bads be applied to any component and are for"d):condition"of use. 5.CompuTrue hes no cortisol over and assumes no responsibility for the 6.Design assumed hill bearing at al supports shown.Shim or wedge if EXPIRES: RS" 1 , / 01 fabrication,handling,shipment and Installation of components. necessary. ,.,4 I,�p S.This design la furnished subject to the bmnations set forth by 7.PDlates assumesadequate onednface is truss,andd. 26,2015 8.Plated shag be located an born faces of truss, plana so(heir center TPWVTCA In SCSI,copies or which wig be furnished upon request, lines colndde with joint center lines. MiTek USA,Inc./CompuTlus Software 7.6.7(1L)-E 9.Digits indicate alta or plate 8,inches. 10.For basic connector plate design values see ESR-7311,ESR-1 S8S(MITek) Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Pro ert 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths P y 1 /4 I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. r��= Dimensions are in ft-in-sixteenths. Iv 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 or X-bracing,is always required. See BCSI. tttt 2. Truss bracing must be designed by an engineer.For 0�/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 311. 11E 0 bracing should be considered. w ilLlilliillibloo_. 3. Neverexceedthe designloadingshown andnever �— U stack materials on inadequately braced trusses. a. Provide copies of his truss ign to the ng O » co- cs-o Or 4. designer,erection isupervisorr,,sproperty ownerand For 4 x 2 orientation,locate BOTTOM CHORDS plates 0-'Iia' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated bysymbol shown and/or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. Nut ® ` number where bearings occur. �� ` Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/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. mireke 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:MlI-7473 rev.01/29/2013