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Plans (44) tA3T2-01 00 t2_,1 maim 7`{ 52. 6k,,) siA6Sok,t) TaLzd MiTekC MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-357 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: R45755213 thru R45755224 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. ,/ 4G1NE4\\R 87022PE -7�' cn 3 SAT OREGON n5 Q�N b"IS ER ��� HEP' Zir E 'IRE :06/30/20 7 October 27,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45755213 PL5-357_UPPER F01 FLOOR 1 1 Job Reference(national) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:11 2015 Page 1 ID:s3crybS_6sJgM SM2Sm_D_y9giZ-ZyvJY_cc5aeG5Qj9pON_cobw4mZfLK38vxWxKyPA22 0110-011 1-2-0 1 1 1-0-12 I I 2-6-0 I 2-4-9 I 12-0 1 1-9-11 1 p-8-0i Scale=1:40.1 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 e > — < o ' V' e- " o II MII Cif 24 23 22 21 20 19 18 17 16 15 1.5x3 II 1.5x3 II 3x8= 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 I 8-8-5 p.3-51 1 19-6-8 I 22-11-8 I 3-6-12 5-1-9 7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— 12:0-1-8,Eddel,13:0-1-8,Edoe1.118:0-1-8,Eddel.119:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=377/Mechanical,21=950/0-7-0,24=15/0-1-12,16=1450/0-5-8 Max Uplift 15=-480(LC 6),24=121(LC 6) Max Grav21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=-1478/0,6-7=-1478/0,7-8=-1478/0,8-9=1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=525/0,13-15=0/1333,13-16=812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��1�E� P R 0 Fe0 �c.5 �NGINEER io2� Q 87022PE 7 "c>,OREG•N (15=, „Iv AP on \\ ' q. NEC; EXPIRES:06/30/2017 October 27,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111. Design valid for use only with Mifekm connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755214 PL15-357_UPPER F02 FLOOR 6 1 IJob Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:13 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-VK03zgetdBu_KktYwpPShDgEdZ91 BwvMbDQd?DyPA20 1 1-0-0 I 0-N 1 2-0�R�1 Scale=1:40.5 4x4= 2x4 II 4x4= 3x4 = 3x4 = 3x4= 3x4= 3x4 = 3x4= 3x6 FP= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1718 19 20 21 22 23 24 25 al a cic' 9/ \ / \- Z' Z N /N /\, /-\ / X i \ -/ \ / \ o 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x6 = 3x6= 3x6 FP= 3x5 = 3x5= 3x5= 3x5 = 4x4 = 4x4 = 3x6 = 4x6 = 3x4 = 1.5x4 SP= 3x5- WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESIGNER IS REQUIRED. 17-7-2 I 16-5-2 _ 11{7-0-2) I 23-9-0 16-5-2 0-7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- 118:0-1-8,Edgel,129:0-1-8,Edgel,(30:0-1-8,Edgel LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Ina YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=-1608/0,4-5=2891/0,5-6=-2891/0,6-7=-3859/0,7-8=3859/0, 8-9=-4510/0,9-10=-4510/0,10-11=4847/0,11-12=-4847/0,12-13=4859/0, 13-14=4859/0,14-15=4583/0,15-16=4583/0,16-17=4583/0,17-18=3948/0, 18-19=3948/0,19-20=3948/0,20-21=2879/0,21-22=-2879/0,22-23=1613/0, 23-24=-1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=1183/0,2-38=0/1068,438=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. (-2/0 ��'D P R OFE 3)Refer to girder(s)for truss to truss connections. L Cs 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 �Co ��GI N ELC- attached to walls at their outer ends or restrained by other means. �C� 29 87022P i, i - N 7 "c>, OR GON (f) 44/ dor, BER "\\, q HE EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755215 PL15-357_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 13:52:14 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ=XaSA?fVNVOryuSkUXwhEQDQSzTGwOpVgtAAXfyPA2? 1 1-0-0 1 0_2.)1 1-2-0 1 3-7-141 Scale=1:32.4 4x4= 3x4= 3x4 = 304= 3x4= 3x4= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e _ e e s a e e e e e 5 - 4 a/ \ / N / N / N if Ns\ / Z \ if \ / \ 9 • v a e a s ee° a - 29 28 27 26 25 24 23 22 21 3x4= 4x5 = 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5 = 3x4 = 12-10-10 I 11-8-10 112-3-101 1 19-0-8 1 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edael,123:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT2O 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=832/0-3-12,20=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1508/0,34=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. 'c�Q'E° PR°Fe ( GIN4\ 870 2PE r" •c >" •$, GREG N cP O4ti C'�SMB E R \\�A.' EXPIRES:06/30/2017 October 27,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/0312015 BEFORE USE. MI. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T%1 Quality Criteria,DSB-89 and BCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. uiteCitrusHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755216 PL15-357_UPPER 'F04 FLOOR 3 1 Job Reference,optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:15 2015 Page 1 ID.s3crybS_6sJq MSM2 Sm_Dy9giZ-Sj8g0 Lf78p8iZ21 w2ESwmemfnNxHftFf3Xvk46yPA2_ 0-10-0 1 1 1-2-0 I 10-6-0 19-3-13 2-6-0 I 1-2-0 1-3-7 Scale=1:19.8 1.5x3 II 3x4 = 3x4 11 4x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 7 8 3x4= 9 o e m • ■ m o e ® • ® e -• a e \—1 NN 0 o e e -0 0 e 17 16 15 J� 13 12 11 10 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1.5x3 H 3x4 = 4x6 = 3x4 = 3-0-0 1 8-8-5 I 9-3-5 1 9-10-5 1 11-4-12 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— 12:0-1-8,Edgel,13:0-1-8,Edqel,17:0-1-8,Edgel,18:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17=-72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6=-570/0,6-7=-570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,5-14=-508/0,8-10=-610/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. PROFES•\�5NSGEi o ��JAN � 21:7 izt- 870. 2PE �,; r cc ,N ti 7 ^3j, OREGON �('Q A HEC EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. ey Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1711 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Cilrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755217 PL15-357_UPPER F06 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:16 2015 Page 1 ID:s3ciybS 6sJgMSM2Sm_D_y9giZ-wviCbhglv6GZBBc6bxz9JrlppnEnOFIoHBfHbYyPA1z 1 0-10-0 I F 1-2-0 I I 1-0-12 1 1 2-3-1 I I 2-6-0 II 1-2-0 1 1 2-3-3 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 354= 1 2 3 4 3x8 5 6 7 8 9 10 a ae e e a e e e d _ e I/_ N e e e o e e e, 1r 18 17 18 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= I 3-6-12 I 8-8-5 19-3-5 10-51 17-6-0 1 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— 12:0-1-8,Edgel,f3:0-1-8,Edge),14:0-3-0,Edgel.16:0-1-8,Edge),17:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF StudlStd(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=1/0-1-12,11=571/Mechanical Max Uplift19=105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=-805/0,5-6=-805/0,6-7=1681/0,7-8=1777/0,8-9=-1777/0 BOT CHORD 15-16=-499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 416=-668/0,2-19=61/296,3-16=-465/0,6-15=959/0,4-15=0/1367,9-11=-1257/0, 9-12=0/661,7-12=177/271 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. <c" PROFEss <? ENGI NEER gyp* `r 87022PE r ctia-f"t-4.1.1 - �Aj, OREGO q9 Q<Y "P $'4,/BER 1'��Q, SA- HER EXPIRES:06/30/2017 October 27,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. !di, Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria.DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755218 PL15-357_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:17 2015 Page 1 ID:s3crybS6sJgMSM2Sm_Dy9giZ-06Gap1 hNgQOQpLBJ9fUOr3ryHAVH7liyWrOr7yPA1 y 1 1-0-0 1I 1 1-2-0 I P-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 e '.-1 o o a o a e e o o ea. /N / \ / N . 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4 = 3x5= 4x5= 3x4 = 12-6-14 I 11-4-14 11-11-11 1 18-8-12 I 114-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edoej,123:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 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 Inc- YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=-1480/0,4-5=-2571/0,5-6=-2571/0,6-7=-3284/0,7-8=3284/0, 8-9=3615/0,9-10=3615/0,10-11=3587/0,11-12=3587/0,12-13=3327/0, 13-14=3327/0,14-15=2563/0,15-16=2563/0,16-17=1483/0,17-18=1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=282/0,13-23=-406/0,2-30=1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=294/0,11-25=-265/0,12-25=-58/649,18-20=-1107/0, 18-21=0/970,16-21=-814/0,16-22=0/698,14-22=-586/0,14-23=0/723 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <cC?5 ��-1 l NE- .." /02 870 2PE y c''‘.73:5) OR EGO ,ti 4ti �On��B ER '‘.\ \-\ SA. HEp'� EXPIRES:06/30/2017 October 27,2015 k s ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111.. 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/1P11 Quality Crfferia,DSII-89 and ECS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755219 PL15-357_UPPER F08 FLOOR '7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:18 2015 Page 1 ID:s3c rybS_6sJgMSM2Sm_Dy9giZ-slgyONi?RkXHQVmVjM?dOGO72axes8O5IV8OfQyPA1 x I 2-3-0 I 2-3-0 1?-5-9 I 1-2-0 II 1-9-11 1 2-6-0 I 1(343-°I Scale=1:34.2 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 3x4 II 3x8 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 • / - - II/. ,L 18 17 16 15 14 13 12 3x4 = 1.5x3 II 3x4= 3x8= 3x8= 355= 3x5= I 16-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(X,Y)— [4:0-1-8,Edgel,[15:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ud 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 Inc: YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012ITPI2007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=412/Mechanical,13=1537/0-5-8 Max Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1736/0,3-4=-1736/0,4-5=1867/0,5-6=-1867/0,6-7=-1190/0,7-8=1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=1867/0,8-14=0/1308,6-14=-657/0,6-15=84/294, 10-12=0/1418,10-13=851/0,4-17=-462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. '`��Ep P R Ore, c�5 �NG`INEtc.9 /° 2 870 2PE "r v7 cv 'oi, OOREG N cp OWN On BAP ER ���P� A. Hem EXPIRES:06/30/2017 October 27,2015 9 • a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. rill. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for anindividual building coponent.not a truss system.Before use,the buiding 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 MiTeke 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,DSS-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755220 PL15-357_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:19 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-KUOLEjidC 1 f82fLhH4WsxUwHL_AXbe5E_9txCtyPA1 w 1 1-0-0 1 1 0-9-2 11 1-2-0 1�-�-�4i Scale:3/8".1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 aa o - a - 0 e o a a - a N 4/ cn-j- V'' — i \ df \ _\ a o e e a a e o 0 3. 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5 = 3x5 = 3x5 = 3x5= 3x4 = 3x5 = 4x5= 3x4 = 12-9-10 I 11-7-10 112-2-101 I 18-1 1-8 I 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)— f12:0-1-8,Edge),f23:0-1-8,Edgef LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.28 25-26 >817 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.43 25-26 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=-1500/0,4-5=2612/0,5-6=-2612/0,6-7=-3346/0,7-8=3346/0, 8-9=3697/0,9-10=3697/0,10-11=3697/0,11-12=3697/0,12-13=3396/0, 13-14=3396/0,14-15=2603/0,15-16=2603/0,16-17=-1504/0,17-18=1504/0 BOT CHORD 29-30=0/800.28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=-841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '\<< c PROFESS (45; ANG I N -R /02y CC 87022P �" i - ^3/., q� U , OR GON 4N 4 �OnSIBER '\\' A. HE? EXPIRES:06/30/2017 October 27,2015 IMMO ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. 1111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiWek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Solely 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 R45755221 PL15-357_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 13:52:19 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-KU OLEjidC 1 f82fLhH4 WsxUwOu_MIbIAE_9txCtyPA1 w 3x4 = 0-11-11 I I 1-2-0 I I 0-10-1 I 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 • • • • 0 N 1.5x3 II 8 • 7 6 1.5x3 II 3x4= 3x4 = I 3-5-12 3-5-12 Plate Offsets(X,Y)— 12:0-1-8,Edgel.[3:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr. YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF StudlStd(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PROpe �C?\� tiNG�N�F'9 i02� 87022PE r cn <c\"oj OREGON (P Opti C��SMSER \\ \-\ A- HES EXPIRES:06/30/2017 October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 141ii. 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 budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaMy Criteria,DSB-89 and/CSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755222 PL15-357_UPPER F11 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:21 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-GtV5fPkukfvsHzU4OVZKOvObJor73SGXRTM2GIyPA1 u 10 10-0 I 1 1-2-0 1 1 1-0-12 1 1 1-0-0 I 0i 1.-7- 1[I 1-2-0 1 1 0-11-3 I r� Scale=1:33.3 3x4= 3x4= 3x4 H 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 eo ® e e • e N/N ' NZ oea � /' � / � / � i 3 31 30 9 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5 = 3x5= 3x6 = 3x5 = 3x5= 4x8= 3x4 = 1 11:11_0-0 {1-8-0[-37-0,0{ 31-6-3_1122 1 8-8-5 3-5?-10-51 19-6-8 + 0 7-0 5-1-9 �7-0 0-7-0 9-8-3 Plate Offsets(X,Y)- [2:0-1-8,Edge1,13:0-1-8,Edgel,(9:0-1-8,Edge1,f 10:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=-164/0-1-12,20=1315/0-2-12 Max Uplift32=269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=-610/0,6-7=-610/0,7-8=-1756/0, 8-9=-1756/0,9-10=-2370/0,10-11=-2900/0,11-12=-2900/0,12-13=-3113/0, 13-14=-3113/0,14-15=-2995/0,15-16=-2995/0,16-17=-2480/0,17 18=2480/0 BOT CHORD 31-32=450/0,30-31=-450/0,29-30=-450/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 WEBS 2-31=-252/0,9-26=0/410,10-25=-331/0,2-32=0/665,3-29=917/0,5-29=-1249/0, 5-28=0/1047,7-28=898/0,7-27=0/716,8-27=-11/251,9-27=-1122/0,18-20=-1819/0, 18-21=0/1654,17-21=839/0,16-21=-438/0,16-22=0/283,11-24=-266/0,10-24=0/844 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)32,20. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �E� R QFe be attached to walls at their outer ends or restrained by other means. �' 5)CAUTION,Do not erect truss backwards. �Co� ��G1 N E --, `svo 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. ��? 29 The design/selection of such connection device(s)is the responsibility of others. 87022 PE 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). / LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �, Uniform Loads(plf) 7 �'� OREGO ti�Q Vert:20-32=-8,1-19=80 ,p �� 1 Concentrated Loads(Ib) 0 v78 E R 1 Vert:17=-791(F) os a H Ek \--\P EXPIRES:06/30/2017 October 27,2015 ....- a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. Mi. Design valid for use only with MiTek©connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755223 PL15-357_UPPER F12 FLOOR 1 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries.Inc.Tue Oct 27 13:52:22 2015 Page 1 I D:s3crybS_6sJgMSM2 Sm_Djy9giZ-133TskIWVy1 iv73GyC4ZY6YoeBFYoz5hg66boCyPA1 t OF 10-0�1 1-2-0 1 1 1-0-12 1 I 2-6-0 I 2-4-9 ii 1-2-0 ii 1-9-7 1 Scale=1:34.0 1.5x3 I 13x4 = 3x4 = 3x4 I I 3x6= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 s • • s • e - e _ e a I T -\ oN p e 9 'e c -r ♦ - 19 18 17 6 15 14 13 12 3x4 =1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = I 3-6-12 1 8-8-5 _3-5 l-f 0-51 19-6-4 I 3-6-12 5-1-9 7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— 12:0-1-8,Edgel,13:0-1-8,Edgel,114:0-1-8,Edoel,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Inc: YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=-60/0-1-12,12=649/0-2-12 Max Uplift19=-166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=18/294,3-4=0/714,4-5=0/720,5-6=1980/0,6-7=-1980/0,7-8=1980/0, 8-9=-2148/0,9-10=-2148/0 BOT CHORD 18-19=294/18,17-18=294/18,16-17=294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=-345/0,2-19=-27/435,3-16=-616/0,5-16=-1682/0,5-15=0/1201,10-12=-1470/0, 10-13=0/849,8-14=512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. <ti ,ED PR)Fe Ss mac\. ‹c,. NEER /o- 87022Pi 91- v, y� ' OR GON r1,O4U -4PC'OSM'ER .\\ A. HEP` EXPIRES:06/30/2017 October 27,2015 mill--, ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design void 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 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/H.11 Quality Criteria.051-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755224 PL15-357_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:22 2015 Page 1 ID:s3c ybS_6sJgMSM2Sm_D.y9giZ-133TskIWVy1 iv73GyC4ZY6YvGBO7o63hg66boCyPA1 t 3x4 = I 0-11-11 1 1 1-2-0 I I 0-9-5 I 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 IS ■ r r r Mir - / 1.5x3 I I 1.5x3 II 8 ,/ 7 6 5 3x4= 3x4 = 1 3-5-0 I 3-5-0 Plate Offsets(X.Y)— 12:0-1-8,Eddel,13:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/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. <CQ'E° PR Ore ss �c?N5 0N�,i N EFR io29 7022Pc6/6,414,410„/„(v8 f - '3j, OREGO Q4v 11. '.,7,/BER �N�Vr A He?, EXPIRES:06/30/2017 October 27,2015 4 • ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 1111 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 buiding designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury En= Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0"1/16" 4 wide truss spacing,individual lateral braces themselves LlitAllhi °- may require bracing,or alternative Tor I rY ., p bracing should be considered. ■_ U 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. O1— 4. Provide copies of this truss design to the building C7: cb-i C5-6 O designer,erection supervisor,propertyowner and For 4 x 2 orientation,locate i—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 and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that ,A-° Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 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. *IMMO reaction section indicates joint MINEIR number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ailinio 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal III 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. miTek is not sufficient. 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 lot MiTek7 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ' -\'� PR Of Fss 89782PE 9r" $9,y OREGON 0'�� PAUtP` /EXP)(ler15 -2./31 October 26,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria, TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-04-08 7-04-08 T T T 12 12 6.00 ))M-4x4 Q 6.00 3 I 24 M (.1 0 -10 c1. NINQ, c, 0 M-3x4 M-3x4 y ,1 y y 1-00 14-09 `�� D PrPpOFe„ . �` :9782PE ter" JOB NAME : POLYGON 3410-B - Al • „if Scale: 0.5145 11117 MI WARNINGS: - GENERAL NOTES, unless otherwise noted. C,./ 1.Builder and erection contractor should be advised of el General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -9,G •REGON o� Truss: A1 and Warnings before construction commences. building component.Applicability of design parameters and proper //', 2 Q, 2,2x4 compression web bracing must be Instated where shown+. Incorporation of component Is the responsibility of the building designer. ..A� V� G 3.Additional temporary bracing to Insure stability during construction 2.Design sewme.the lop and bottom chord.to be laterally brined at 7 rr� '�! 3 {.,iV_ Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end at ea o.c.rsepectWaly unless braced throughout their length by l /”' �`� continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). //�� DATE: 10/26/2015 the overal structure Is the responsibility of the bolding designer. 3.2x Impad bridging or lateral bracing required where shown c+ �`1 U L. SEQ.: K 14 8 7 2 3 7 4.No load should be applied to any component until alter al bradng end 4.Installation of truss Is tie responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and en for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design aswmea lull bearing at all supporta ahoy',Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 8.The design is fumished subject to the limitation sat forth by 8.Plates shag be located on both faces of truss,and placed so their anter October 26,2�1 J TP WVTCA In BCSI,copies of which will be furnished upon request. lines colndde with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-30) 565 6-3=(0) 343 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-748) 139 6-4=(-30) 565 WEBS: 2x4 KDDF STAND 3-4=(-748) 139 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -116/ 734V -73/ 73H 5.50" 1.17 KDDF ( 625) 14'- 9.0" -116/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.063" @ 3'- 11.0" Allowed = 0.498" MAX TC PANEL TL DEFL = 0.181" @ 10'- 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-04-08 7-04-08 T T T 12 12 Design conforms to main windforce-resisting IIM-4x4system and components and cladding criteria. 6.00 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), a load duration facor=l.6, 1P Truss designed for wind loads in the plane of the truss only. 1.1 r1 r1 0 0, 0 1 6 o M-3x4 M-1.5x3 M-3x4 y y y 7-04-08 7-04-08 y 1-00 19 09 y 1-00 y 0,0) PR OFFS, �c�`c� ��GIN>S�R /p2 is(-- 89782PE 17_, JOB NAME : POLYGON 3410-B - A2 (_ -.....e!.. `,!""` ' • Scale: 0.3895 WARNINGS: GENERAL NOTES, unless otherwise noted: (.I /" 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an Individual V.4-OREGON Q� Truss: A2 end Warnings before constriction commences. building component.Applicability of design perimeters and proper 4(If/� ry 2.2x4 compression web bradng mud be Installed where shown•. Incorporation of component Is the responsibility of the building designer. ra^1� C/� G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tcp end bottom n3rorda to be laterally braced et 77 R}/ 't J lithe responsibility of the erector.Additional permanent bracing of T o.c.and al 1 c o.c.respectively unless braced throughoutthslr length by ir" CI continuous sheathing such as plywood sheathing(TC)and/or dryweN(BC). PA i 'l 44 L DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown+• �,J SEQ. : K1487238 4.No bad should be applied to any component until after al bradng and 4.Installation of lass la 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 noncorrosive environment. TRANS design loads be applied to any component. and are for"dry condition"of use.N S I LINK8.Design assumes fidl bearing at ail supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. OCt0 be r 2 GV 2O�1 J G 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of bust.and placed so their anter 1 U L r 1 TPWyTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF til&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 244 2x6 KDDF l$1&BTR T2 SPACED 24.0" O.C. 2- 3=(-782) 310 6- 7=(-140) 605 BC: 2x4 KDDF N1&BTR 3- 4=( 0) 0 WEBS: 2x4 KDDF STAND LOADING 3- 7=(-765) 268 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(-329) 125 TC LATERAL SUPPORT <= 12"0C. 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 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -158/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 3.5" -437/ 879V 0/ OH 98,50" 1.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 6.0" -325/ 74V 0/ 0H 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M•-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.076" @ 3'- 11.0" Allowed = 0.446" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL = 0.007" @ 14'- 8.4" GABLE END DETAIL FOR COMPLETE MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.4" SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 11-03 11-03 (All Heights}, Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f load duration factor=1.6, 7-04-08 3-10-08 11-03 Truss designed for wind loads in the plane of the truss only. f ' 1' 12 4 =M-4x4+ 12 6.00 17' 21` Q 6.00 14_4.6 0 , T2 M 5 --+((rn a 9 © MM41 1 a' O 6 O 7 I M-3x4 M-1.5x3 M-3x4 M-3x4+ of M-3x4+ Q,EO P R Ore y 7-04-08 y 6-11 y 8-02-08 _� NGIN '�c�1 7 J• l ), �C? 'Sr 1-00 22-06 1-00 89782PE I- .�_ 11_ . `''"r` . JOB NAME : POLYGON 3410-B - B1 NW Scale: 0.2612 ..fir WARNINGS: GENERAL NOTES, unless otherwise noted: A 7,, OREGON Ooh 1.Builder end erection contredor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an individual .rA� C/,/•q R Y 5 hl' Truss: B1 and VVamings before construction commences. building component.Applicability of design parameters and proper 77 NI 2.24 compression web bracing must be installed where shown.. incorporation of component Is the respondbAlry of the binding designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the cop and bottom chards to be laterally braced el /1A U L Q` Is the respondbll80 of the erector.Additional permanent bracing of 7 and at 10'o.c.respectively unless braced throughout their length by /`'' continuous uous sheathing such as plywood shealhing(TC)and/or drywell(BC). DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2r Impact bridging or lateral bradng required where shown o. SEQ. : 1<1487230 4.No bad should be applied to any component untl after el bredng and 4.Installation of truss Is the responsibility of the respective contractor. r� r� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ina non-corrosive environment, and are for"dry condition"of use. EXPIRES: 12131 I2Q 16 TRANS I D: LINK design bads be applied to any component.5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al el supports drown.Shim or wedge If October 26,2015 .shipmentnecessary.fabrication,handling. and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be locateo on both faces of truss,and placed so their center TPVWfCA M SCSI.copies of which roil be furnished upon request lines coincide with joint center lines. 9.M(TekUSA.Inc./Com uTrus Software 7.6.6 1L Z o DigitsIndicateecoofate a igches. P ( � 10.For baric connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1-13=( -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 2x6 KDDF #1&BTR T1 SPACED 24.0" O.C. 1- 3=(-1488) 562 9-10=(-560) 1245 3-10=1-404) 337 BC: 2x4 KDDF #1&BTR 2- 4=) 0) 0 10-11=(-378) 1306 4-10=(-175) 550 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1069) 431 11- 6=(-376) 1309 10- 5=(-462) 123 LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1091) 479 5-11=( 0) 238 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1563) 484 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 6- 7=( 0) 50 = LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -486/ 291V -93/ 88H 143.50" 0.47 KDDF ( 625) 11'- 11.5" -73/ 700V 0/ OH 143.50" 1.12 RIDE ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -250/ 1069V 0/ OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural - - vertical members (non). COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.045" @ 22'- 9.0" Allowed = 1.079" GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.088" @ 22'- 9.0" Allowed = 1.439" SPECIFICATIONS. MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.022" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.035" 9 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 35-00 1-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I T '1 load duration factor=1.6, 18-00 0-06-08 5-02-08 5-02-08 6-00-08 Truss designed for wind loads T 1 1 T T f in the plane of the truss only. 12 7M-4x4+ 12 6.00 2 Q 6.00 M-4x6 M-3x4+ M-5x6(S) •r 0.25" 1 MOM rt rn 0 0 1 M-3x4 M-3x4 0.250 8 " M-3x8 M-1115x3 M-3x4 ,`6 0 M-3x4+ M-5x6(5) C ' w`GIN ,C-"5) � C�irn y y ), y y \ `` 17-04-12 5-04-09 5-04-04 5-10-12 k/� p �'� 1-00 39-00 1-00 89782PE x-- • JOB NAME: POLYGON 3410-B - Cl 8011 Scale: 0.1727 WARNINGS: GENERAL NOTES, unless otherwise noted: �/,, OREGON�Q�� !?" 1.Balder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual .a7��<c,.,1 G ` �` Truss: C 1 end Wamin s before construction commences. building component.Applicability of design7 r7 J i _ y p AY n parametersyof proper V 2.2x4 compression web bredng must be installed where shown a. Incorporation of component Is the responsibility of the building designer. NI 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally brand at JPA u L Q Is the reeponsiWlAy of the erector.Additional permanent bredng of 7 o.c,end at 10'o.c.respectively unless braced throughout their length by /"' `' continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.21t Impact bridging or lateral bracing required where shown++ SEQ. : K 14 8 7 2 4 0 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the fesponslbiIty 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. TRANS ID LINK destgnbadsbeapplledtoanyeomponenl. end are for"dry condition"of use. EXPIRES: 12/31/2016 • 5.CompuTrus has no control over and volumes no responsibility for the 9.Design assumes full bearing at all supporta shown.Shim or wedge If October 26,2015 necessary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is prodded. 8.This design is furnished subject to the limitations set forth by 9.Plates shall be located on both faces of truss,and placed eo their center TPINVTCA in SCSI,copies of which whl be furnished upon request. lines coincide wah Joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 11.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=1-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1611) 437 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 PSF 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 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 '1' f 1' Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. T T T T T f T 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 Enclosed,. Cat.2, Exp.B, MWFRS(Dir), 6.00 [7' Q 6.00 load duration facto 4.0" Truss designed for wind loads 5 ¢-,)' in the plane of the truss only. M-5x6(5) ` M-5x6(S) 3.1" 0.25" 0.25" �v v* M-1.5x3 41 /\11000,7-1.5x3 3 M rn O O c 1 ! M 1 0 10 11 12 8 0 of M-4x4 M-3x4 0.25" M-3x4 =M-4x4 0l M-5x8(S) ��1O PROf7S y y y y y co G1N s/ J, L 8-09-04 8-02-12 8-02-12 8-09=04 y ,c �d9 '2 1-00 34-00 1-00 9782PE fir` JOB NAME : POLYGON 3410-B - C2Scale: 0.1727 WARNINGS: GENERAL NOTES, unlessotherwise noted: V h 4) 1.Builder and enaction contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is loran Individual A •9j�-OREGON s,"„ Truss: C2 and VVernings before construction commences. building component.Applicability of design parameters and proper (�► (// �Q M�( 2.2t4 compression web bracing mule be Installed where shown.. Incorporation of component la the responsibility of the buNding designer. 1:9, (J/t G �[`Jr 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et ^!R '�J Is the responsibility of the ander.Additional permanent bracing of 7 o.c.and at 10'o.c.nspectNety unless braced throughout their length byifr continuous sheathing such at plywood sheathing(TC)and/or drywall(BC). p/�1 't �` DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown++ I'S J L SEQ.: K 1 4 8 7 2 4 1 4.No bad should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS I D• LINK design bads be applied to any component, end ars for"dry condition"of use. r�ry� �r 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: N 1 2/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 26 B.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,201 5 TPUWTCA in BCSI,copies of stitch will be furnished upon request. lines coincide with joint center lines. 9.MiTek USA•Inc./Com Trus Software 7.6.6 1L E B Digits Indicate eccerplate of aiInches. P� ( )- 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-375) 2140 3-11=(-251) 174 16- 8=(-1198) 323 BC: 2x4 KDDF 810BTR SPACED 24.0" O.C. 2- 3=(-2512) 511 11-12=(-254) 1794 11- 4=( -15) 459 8-17=( -219) 1392 WEBS: 2x4 KDDF STAND 3- 4=(-2280) 489 12-13-) -11) 71 4-12=(-644) 234 LOADING 4- 5=1-1619) 440 13-15=) 0) 0 12- 5=( -79) 498 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2217) 609 14-16=(-402) 2488 12-14=(-142) 1294 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=(-721) 3679 5-14=(-312) 1082 TOTAL LOAD = 42.0 PSF 7- 8=(-2836) 547 17- 9=(-825) 4279 13-14=( 0) 64 OVERHANGS: 12.0" 12.0" 8- 9=(-4858) 942 14- 6=(-315) 210 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 14- 7=(-679) 153 7-16=( 0) 347 BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1542V -188/ 188H 5.50" 2.47 ROOF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) CCOND. 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 = -0.184" @ 21'- 9.5" Allowed = 1.654" MAX TL CREEP DEFL = -0.367" @ 21'- 9.5" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" 17-00 17-00 MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" 1' . 1' 6-00-05 5-05-13 5-07-09 4-07 4-08-04 4-10 2-09 MAX HORIZ. LL DEFL = 0.104" @ 33'- 6.5" f f .1' .1' ' f .( . MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 12 12 6.00 p )IM-6x6 Q 6.00 .0" Design conforms to main windforce-resisting 6 S .0 system and components and cladding criteria. M-5x6(S) ! Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" M-1.5x3 load duration factor=1.6, q • M-5x6(S) Truss designed for wind loads ein the plane of the truss only. + 0.25" M-1.5x3 .e M-3x6 1 ./.°P 6 M-3x8 r1 oo 11 12 13 15 o M-3x9 .9 0 I 1 -4x4 0.25" M-5x8 M-1.5x3 0l M-5x8 M-5x6(S) M-5x8 3.75 l:- 12 12 l l y l )' y .L , 8-08-06 8-03-10 4-08-12 1-01-12 3-10 4-10 2-05-08 t�r c 1-00 21-10-08 y y 9-08 2-05-oa-00 C. �(�G G�E&-- /C'061 0. J. 22-10-08 1-00 11-01-08 y �C > ' �/? p, 34-00 ' :9782PE - JOB NAME : POLYGON 3410-B - C3 ,--k"„_,<-:,-;--=',t7 . Scale: 0.1602 WARNINGS: GENERAL NOTES, unless otherwise noted: Jr C.+' C "'J 1.Builder and erection contractor should be advised of aN General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '�A-OREGON O" ',- Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters end proper -(/ 2.Dt4 compression web bradng must be Installed where Mown.. Incorporation of component la the responsibility of the building designer. -57,9 A r., Ab 1:4` 3,Additional temporary bracing to Insure atablMy during construction 2.Design assumes the 1°p and bottom chords to be leteraey braced H 7 'l/•� J Is the responsibility of the erector.Additional permanent bracing of T c.c.and el 16 o.c.respectively unless braced throughout their length by continuous sheathing such es plywood sheething(TC)and/or drywaN(BC). PA U L DATE: 10/26/2015 the°verse structure Is the responsibility of the buNding designer. 3.T<Impact bridging or latent bradng required where shown++ �"1 SEQ. : K1487242 4.No bad should be applied to any component until after all bradng and 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses era to be used In a non.corroslve environment. design keds be applied to any component, end are for"dry condition"of use. T RAN S I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and inetellatlon of components. 7.Design assumes adequate drainage Is provided. Octol.er 26 201 5 6.This design Is furnished subject to the limitations sat forth by B.Plates shall be scaled on both faces of truss,and placed so their center LJ r TPIIWICA In SCSI,copies of which wig be furnished upon request. lines coincide with joint center Ones. 1 Trus Software 7.6.6 L E 0.Digits Indicate size of plate k Inches. MiTek USA,Inc./Com Pu ( ). 11.For basic connector plate design values see ESR-1311.ESR-11:1138(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2xa KDDF #16,BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 17-00 17-00 T T 4 11-04-10 5-07-06 5-07-06 11-04-10 T T T T f 12 11M-4x4 12 6.00 3 Q 6.00 4 M-3x5(5) 4444oM-3x5(5) . 111, 111111111 _ 111111 . ' = 7 I M-3x5(S) o M-3x4 M-3x4 k 17-00 y 17-00 .`��``'D PR OF`�S y y ,`C; .�G 1 N , ,O 1-00 34-00 1-00 "7/ 'r' :9782PE mac' JOB NAME : POLYGON 3410—B — C4 ,ii. ...10"' Scale: 0.2477 WARNINGS: GENERAL NOTES, unless otherwise noted: �/ 174,OREGON 47 1.Builder and erection contractor ehoufd be advised of ail General Notes 1.This dedgn is based only upon the parameters shown and le for an individual O �O� � Truss: C 4 end Warnings before oandnrdlon commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mud be entailed where shown•. Incorporation of Component Is the responsibility of the building designer. .T 5 /f ry y A{ 3.Additional temporary bracing to Insure debll8y during construction 2.Design assumes the top end bottom neschoion to be throughout braced at 7 ")/Y J Is Ms responsibility of the enactor.Add6bsal permanent bracing of 7 o.c.end at 10'o.C.reach Noty unless braced their length bylir continuous sheathing such as plywood heaths g(TC)and/or drywall(BC). p/t U t r` DATE: 10/26/2015 the overall structure lathe responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown+• /1 L SEQ.: K1487243 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, design hada be applied to any component. and are for"dry condition"of use. T RAN S I D: LINK 8.Design assumes full bearing at all supports shovm.Shim or wedge If EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes M responsibility ler the necessary, fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. October L�y UG 6.This design Is furnished subject to the limitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center l IJ ,2015 TPIMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.MTek USA,Inc./Com Trus Software 7.6.6 1L E O Digits Indicatesize ate In Inches. Pu ( � 10.For basic connector plate design values see ESR-1311,ESR-1988(Mirk) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 6.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 4 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. 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. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 6-09-04 6-09-04 1 T 1' 12 12 6.00 E.:7' IIM-4x4 d 6.00 3 2 4 rn M ig 1 1 / //////////////////////////////////////////////////////////////////////7////%/////////////////////7//// / I 0 0 M-3x4 M-3x4 1 y y y 1-00 13-06-08 as �` :9782PE 17_.,„, JOB NAME : POLYGON 3410-B - Dl - Scale: 0.5385 v IN WARNINGS: GENERAL NOTES, unless otherwise noted: �� R EGON . 1.Fluidal'and erection contractor should be advised of al General Notes 1.This design b based only upon the parameters shown and Is for an Individual y S ©� Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper !ice / 2 2.2r4 compression web bracing mud be Installed where shown+. Incorporation of component lathe responsibility of the building designer. '9:s3) e9 (/A 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and batters chords to be leteraly braced al 77 `1 R}/ �CiV. is Ne responsibility of the erector.Additional permanent bracing of 7 o.u.and el 10'o.c.reapedHaty unless braced throughout their length byit. continuous sheathing such as plywood sheathing(TC)and/or drywal(OC). p/� �►` DATE: 10/26/2015 the overall structure Is the responsibility of the bulding designer. 3.2l'Impact bridging or lateral bracing required where shown++ UL SEQ.: K1487244 4.No bad should be applied to any component until after al bracing and 4.Inataialion of truss la the responsibility of the respective contractor. fasteners an complete end al no lime should any bads greater than 5.Dedgn assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component, end are for-dry condition-of use. 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes Nil beating at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. febdcatlon.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 26 B.This design Is furnished subject to the limitations sat forth by 8.Plates shat be located on both feces of truss,and placed so their center ,2015 TP Wv CA In BC Si.copies of which will be furnished upon request. Ines coincide with jolM center lines. 9.OlgIte Indlute size of pleb In inches. Mir USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-27) 511 6-3=(0) 312 BC: 2x4 KDDF 914BTR SPACED 24.0" O.C. 2-3=(-679) 129 6-4=(-27) 511 WEBS: 2x4 KDDF STAND 3-4=(-679) 129 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -B7/ 683V -61/ 61H 5.50" 1.09 KDDF ( 625) 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.002" @ 14'- 6.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 14'- 6.5" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.037" @ 3'- 7.4" Allowed = 0.453" MAX TC PANEL TL DEFL = 0.105" @ 9'- 11.2" Allowed = 0.680" MAX HORIZ. LL DEFL = 0.005" @ 13'- 1.0" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.0" 6-09-04 6-09-04 f 1' '1 Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p IIM-4x4 d 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 ,(---,( load duration factor=1.6, :.ITruss designed for wind loads in the plane of the truss only. 1.1 m m o f 1 kW 2 (( 17 WM o O M-3x4 M-1•!5x3 M-3x4 0 y 1, y 6-09-04 6-09-04 y y y � GFes1-00 13-06-08 1-00 .` , ` s Z �NINR� f C; 4 p l, y�`�' :9782PE JOB NAME : POLYGON 3410-B - D2 . ,,r Scale: 0.4010 WARNINGS: GENERAL NOTES, unless otherwlae noted: V / �. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual a �� •R E G O N o Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper (� 2.2x4 compression web brodrq must be Installed where shown+, Incorporetlon of component Is the responsibility of the building designer. .,A (J4 fi y A r J <� .Additional temporary bracing to!mum during conatnrctlon 2.Design assumes the lop end bottom chorda to be laterabraced et 3 7 lathe responsibility of the erector.Additional permanent bracing of 7 o.c.and et 10'o.c.respectively unless braced throughout their length by \ continuous ahaathing such ss plywood ehealhing(TC)and/or drywall(BC). p/1 I 'L DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•+ I 1 l/ SEQ.: K 14 8 7 2 4 5 4.No load should be applied to any component until eller ail bredng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design loads be applied to arty component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication.handling,shipment and Installstion of components. 7.Design assumes adequate drainage is provided. October 262015 8.This design is furnished subject to the limitation set forth by 8.Plates shag be located on both faces of truss,and placed so their center r TPIM7CA in SCSI.copies of which WIN be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CornpuTrus Software 7.6.6(1L(-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-63) 84 3-5=(-229) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-146) 119 WEBS: 2x4 KDDF STAND 3-4=( -20) 9 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -73/ 419V -50/ 131H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 0.0" -41/ 302V 0/ OH 5.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.123" @ 3'- 4.5" Allowed = 0.422" MAX TC PANEL TL DEFL = -0.127" @ 3'- 4.5" Allowed = 0.633" 6-04-04 / 0-07-12 f ,r I MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.3" MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" 12 6.00 1 .. M-1.5x3 4 3 -1 Design conforms to main windforce-resisting system and components and cladding criteria. !t 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=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. r 0 r , tri 0 l M I I rn of ►� 5 memo 0 M-3x4 M-1.5x3 l ,1 y 6-04-04 0-07-12 y y 1-00 7-00 C�'�° PR°Fe„ GINE `YS �` •9782PE 7v JOBNAME : POLYGON 3410-B - D3 . -.000rScale: 0.5157 NWWARNINGS: GENERAL NOTES, unless otherwise noted: ,/ y OREGON h 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for en Individual O'' Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper15, 2,244 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the binding designer, 1,9 �� V �� 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et Is the responsibility of the erector.Additional permanent bracing of 7 o.c.end at 10'o.c.respectively unless braced throughout their length byit' continuous sheathing such es plywood sheathing(TC)and/or drywal(BC). p AUL t V\.\DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ 1 1 SEQ. : K1487246 4.No bad should be applied to any component until after all bradng and 4.Installation of truss lathe responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in s noncorrosive environment, and are for-dry condition"of use. T RAN S I D: LINK design bads be applied to any component. 6.Design assumes full bearing at al supports shown.Shim or wedge If 5.CompuTrua has no control over and assumes no responsibility for the weevilly. EXPIRES: 12/31/2016 fabrication,handling.shipment and kntsitation of components. 7.Design assumes adequate drainage is provided. L October renv 201 5 8.This design is furnished subject to the limitations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center t r L TPIMIICA In SCSI.copies of'Mitch all be furnished upon request, lines coincide with joint center lines, B.Digits indicate size of plate In Inches. MiTek USA,Inc.fCompuTrus Software 7.6.7(1L)-E 10.For basic connector plata design values see ESR-1311.ESR-7968 Wei() This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&ETR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 ROOF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir I, TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-04 0-03-12 1' -. ' 12 4.00 M-1.5x3 4 3 1 Pr in O o 1 ,„„gig 2 o ,, r ,_,,_,. ,n 0 M-3x9 M-155x36 y .( y 1-00 3-05 �.���D P R 5�"ss ��`0 0NGI N 4-„? /0 L 89782PE �r.' JOB NAME : POLYGON 3410-B - El .• -�' Scale: 0.6603 NW WARNINGS: GENERAL NOTES, unless otherwise noted: ,�� -51,7,0 OREGON h / 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an IndividualO' Truss: El and Warnings before construction commences, building component.Applicability of design parameters and proper A7 �� 2.2x4 compression web bracing must be Installed where shown•. incorporation of component Is the responsibility of the building designer. .11� /p^`' G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 77 ^F f`f Y J Is the responsibility of the erector.Additional permanent bracing of T o.e.and et 10'o.c.respctNely unless braced throughout their length by lr. DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact brldgcontinuous ang or leers!bnGngthing such as oreq iredhwne eC�e /o+drywsi(BC). 1://4 /1 t SEQ. : K 14 8 7 2 4 7 4.No load should be applied to any component until after ell bracing end 4.Installation of Was is the responsibility of the respective contractor. �"1 {•• fasteners are complete and at no One should any bads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"Qty condition"of use. {r )r �+ 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge it EXPIRES: 1 2/3 1)20 4 1 V necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. OC&Qber26 8.This design Is furnished subject to the limitations sat forth by 8.Plates shag be located on loth faces of truss,and placed so their center ,2015 TPI/WICA In SCSI.copies of which will be furnished upon request. Anes coincide with Joint canter lines. 9.Digits indicate size of plate in inches. MITek LISA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-44) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. • LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.1 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 316V 0/ 42H 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ' 4.00 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" , MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 0.1" Allowed = 0.174" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.143" • MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" 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(Dir), load duration factor=1.6, Al End vertical(s) are exposed to wind, o, Truss designed for wind loads Iin the plane of the truss only. 0 I 1 M O O 2 M-3x4 y y 1-00 3-05 'PROVIDE FULL BEARING;Jts:2,4,3 I t9,cc3 PR OFeSs 'L 9782PE �C' JOB NAME : POLYGON 3410-B - E2 . -i►' Scale: 0.8868 / IOW 40 WARNINGS: GENERAL NOTES, unless atherwlse rroted: � (I 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and la for an individual "'9 OREGON ��- Truss: E 2 and Warning.before construction commences, building component.Applicability of design parameters and proper ///��' y� ` 2.2.4 comprecalon web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. .,.(j� n/�A y `V �C`J�► 3.Additional temporary bracing to Insure stability during construction 2.Design sasumes the top end bottom chards to be laterally braced al 7 ^! ', is the responsibility of the erector,Additional permanent bracing of 7 o.c.end at 10'o.c.raspectNety unless braced throughout their length bydi' continuous sheathing such as plywood sheathing(TC)andfor drywaa(BC). /�U t n DATE: 10/26/2015 the overall structure Is the responsibaity of the building designer. 3.20 Impact bddging or Literal bradng required where shown** /{ 1+" SEQ.: Ki4 8 7 2 4 8 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is'he responsibility of the respectNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes Susses are to be used In a noncorrosive environment, TRANS I D• LINK design bads be applied to any component, and are for"dry condilon"of use. 5.CompuTrus has no control over and assume.no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or sedge if EXPIRES:necessary. 12/31/2016 t,, fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. October 26,2015 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPVWFCA in SCSI,copies of which will be furnished upon request. anes coindde with Joint center kneel. 9.Digits indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.7(1 L)-E 10.For bade connecter plate design values see ESR-1311.ESR-1988(MITek) Symbols Numbering System stem A General SafetyNotes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury rENEDimensions are in ft-in-sixteenths. 11%6. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 „ 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 1L4 a bracing should be considered. risApir O= 3. Never exceed the design loading shown and never UL\I" stack materials on inadequately braced trusses. f— 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7 s ce-7 cs 6 O, designer,erection supervisor,property owner and plates 0-'%d' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint IMMIIMIIMID required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 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 i� Indicated by symbol 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 -11 111 4k (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. 1111= reaction section indicates joint ill II IN EN number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. II,fq 18.Use of green or treated lumber may pose unacceptable r.= environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI]: 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. miTekl) 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.01/29/2013