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Plans (72) \--A---A- ow�® \'5'k'l5' S1'i `�\-\a,::,dcJ `5 mil MiTek® MiTek USA, Inc, 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly s, 6.0c5 /, C:5:016..--€.-------t avid Baxter, P.E., S.E. Sr. Structural Engineer �ti��'© PR°FESS MiTek USA �0 oGINEF9 /Q. DB :9200PE r' .00115P ir • 7LOREGON,\� ,� 0 /O Vi t- 14, e4etQ73` 12/06/2017 RRI1-k- , EXPIRES: 12-31-2019 MiTekW 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��REp P R 0Fes s \� „NGINE�9 /c 4/../ 87022PE 9c' yN �N C1NAj, OREGON c1,� �� O 8ER \• �O OS A. HER`�P •IRE :06/30/20 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 PL15-357_UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:11 2015 Page 1 ID:s3crybS 6sJgMSM2Sm_Dy9g1Z-ZyvJY_cc5aeG5Qj9pON_cobw4mZfj_K38vxWxKyPA22 p-10-011 1-2-0 1 1 1-0-12 1 1 2-6-0 1 2-49 1 1 1-2-0 1 1 1-9-11 I I Scale=1:40.1 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 3 e e 17-- I OM ler 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 1 3-6-12 8-8-5 3-51 I 19-6-8 I 22-11-8 3-6-12 5-1-9 b-7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,V)- f2:0-1-8,Edge),13:0-1-8,Edgel,118:0-1-8,Edgel,f19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Ina- YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/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 Gray 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=-1478/0,6-7=-1478/0,7-8=-1478/0,8-9=-1051/0, 9-10=1051/0,10-11=1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=1740/0,11-17=0/1178, 8-17=525/0,13-15=0/1333,13-16=-812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)Recommend 2x6 strongbacks.on edge.spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3')nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. . P R Qp ty,. �cAN �NGINE�R , , 4t 87022PE �1-' V-N� 'N 4)i3OREG•N ryeO1U 9F �OOMBER \ S A. HE04 EXPIRES:06/30/2017 October 27,2015 t il ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design void for use only with MiTekla connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSI/WP11 Quality Crueda,D58-89 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 R45755214 PL15-357_UPPER F02 FLOOR 6 1 Job 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 0-H 0-M 0 1� 2�i:Al 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 % � a.-1 El ES MI �ISA IN FlFl 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 1R-0-21 j 23-9-0 l 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,Edael,130:0-1-8,Edael 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 Incr YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=-1608/0,4-5=-2891/0,5-6=-2891/0,6-7=-3859/0,7-8=3859/0, 8-9=4510/0,9-10=4510/0,10-11=4847/0,11-12=-4847/0,12-13=-4859/0, 13-14=4859/0,14-15=4583/0,15-16=4583/0,16-17=-4583/0,17-18=-3948/0, 18-19=3948/0,19-20=3948/0,20-21=2879/0,21-22=-2879/0,22-23=1613/0, 23-24=1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=1183/0,2-38=0/1068,4-38=-952/0,4-37=0/846, 6-37=-730/0,6-35=0/625,8-35=-508/0,8-34=0/403,10-34=-288/0,14-31=-305/21, 17-31=0/551,17-30=-991/0,24-26=-1187/0,24-27=0/1072,22-27>931/0,22-28=0/841, 20-28=-768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. ��G co P R Ofi Ss 3)Refer to girder(s)for truss to truss connections. Sl F 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 ., ANG)NEAR /O attached to walls at their outer ends or restrained by other means. �� /L 87022P� 9r' • y ' HA2,OR GON (1.50 4/./ O OBER \ On ,I,/ A. HE?' EXPIRES:06/30/2017 October 27,2015 9 5 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r�Ir building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi fT ele 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 Qualify Criferia,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 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_65J gMSM2 Sm_Dy9giZ-_XaSA?fV NVOryuSkU XwhEQ DQ SzTGwOpVgIAAXfyPA2? 1 1-0.0 1 10.10-2 ii 1-2-0 I D-7-14I Scale=1:32.4 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • o o_ o_ - a 41a o_ e :e' / \: • / \ 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 I 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edoel,123:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.28 25 >806 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.44 25-26 >515 360 BCLL 0.0 Rep Stress 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=-1508/0,3-4=1508/0,4-5=-2627/0,5-6=-2627/0,6-7=-3368/0,7-8=-3368/0, 8-9=-3726/0,9-10=3726/0,10-11=3737/0,11-12=3737/0,12-13=3422/0, 13-14=-3422/0,14-15=2618/0,15-16=2618/0,16-17=1511/0,17-18=-1511/0 BOT CHORD 29-30=0/803,28-29=0/2112,27-28=0/3042,26-27=0/3591,25-26=0/3763,24-25=0/3422, 23-24=0/3422,22-23=0/3052,21-22=0/2106,20-21=0/805 WEBS 13-23=429/0,2-30=1125/0,2-29=0/987,4-29=-847/0,4-28=0/720,6-28=-582/0, 6-27=0/456,8-27=-313/0,12-25=-60/615,18-20=-1127/0,18-21=0/989,16-21=-832/0, 16-22=0/717,14-22=-609/0,14-23=0/764 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <(-Ck P R pFF' 7GlN4\ 29 870 2PE <' y �Aj, OREG N tis OWN 90 �M$ER \1 pS A. HO EXPIRES:06/30/2017 October 27,2015 e I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based onlyupon 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 ME(T ek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1911 Qualify Cilteria,DSB-89 and BCSI Building Component Suite 109 Safety Infomralion available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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 I D:s3crybS_6sJgM SM2Sm_D_y9giZ-Sj8gOLf78p8iZ21 w2E Swmemfn NxHftFf3Xvk46yPA2_ I 0-10-0 I I 1-2-0 I I 0-6-0 I 9-3-131 2 6 0 I 1 1-2-0 I I 1-3-7 Scale'"1:19.8 1.5x3 I I 3x4= 3x4 114x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 7 8 3x4= 9 ® e • e o `, o N 0 o Xe —0 0 0 NNNNNNNNNil 17 16 15 13 12 11 10 1.5x3 II 1.5x3 II /\ 3x6 = 1.5x3 II 1.5x3 II 3x4 = 4x6= 3x4 = 1 3-0-0 I 8-8-5 1 9-3-5 1 9-10-5 1 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— 12:0-1-8,Edae1,13:0-1-8,Edgel,17:0-1-8,Edge1,F8:0-1-8,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 0.25 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 Inc: YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift 17=-72(LC 4) Max Gray 14=634(LC 8),17=106(LC 3),10=332(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/311,4-5=0/312,5-6-570/0,6-7=-570/0,7-8=-491/0 BOT CHORD 12-13=0/491,11-12=0/491,10-11=0/491 WEBS 3-14=-409/0,5-13=0/713,5-14=-508/0,8-10=-610/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. �(( Sc o PRopFss ��co ANGINB , >D `z 870 2PE /�r N >" "Oi, OREGON n9 OWN o MBER \ O S A. H O\ EXPIRES:06/30/2017 October 27,2015 s ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 111111,, 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 e !. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Quality Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:s3crybS_6sJgMSM2Sm_Dy9giZ-wviCbhglv6GZBBc6bxz9JrlppnEnOFIoHBfHbYyPA1 z 10.10-0 1 1 1-2-0 ii 1-0-12 1 1 2-31 I I 2-6-0 I I 1-2-0 11 2-3-3 1 Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 43x8 5 6 7 8 9 10 Z. e e e 0 N e o e o 0 0 - 0 xx 111 18 17 1'B 15 14 13 12 11 3x4= 3x6= 3x8= 3x6= 3x4= I 3-6-12 1 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}.- f2:0-1-8,Edge1,13:0-1-8,Edgel,f4:0-3-0,Edgel,16:0-1-8,Edgel,f7:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=1/0-1-12,11=571/Mechanical Max Uplift 19=-105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=-805/0,5-6=-805/0,6-7=-1681/0,7-8=-1777/0,8-9=-1777/0 BOT CHORD 15-16=-499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 4-16=-668/0,2-19=-61/296,3-16=-465/0,6-15=-959/0,4-15=0/1367,9-11=-1257/0, 9-12=0/661,7-12=-177/271 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. - 6)CAUTION,Do not erect truss backwards. �C'ICkG N�F'4 sf0 �� 87022PE 9r I- " . fiAj, OREGO ftoN 4)0 9� �478ER 11 . ' � `s A. HEck�P EXPIRES:06/30/2017 October 27,2015 f _ f _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 Millet(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Cdferia,DSB-89 and BCSI Bulding 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:s3crybS_6sJgMSM2Sm_Dy9giZ-O6Gap1 hNgQ0QpLBJ9fUOr3ryHAVH7IiyWrOr7yPA1 y 1 1-0.0 1 X11 1-2-0 1 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 o N / \ I <:/<: N.-4/ N. / /Ne - /A.\ . \e N 30 29 28 27 26 25 24 23 22 21 i 3x4 = 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-6-14 I 11-4-14 1)-11-11 1 18-8-12 1 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,123:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=-1480/0,4-5=-2571/0,5-6=-2571/0,6-7=-3284/0,7-8=-3284/0, 8-9=-3615/0,9-10=3615/0,10-11=3587/0,11-12=3587/0,12-13=3327/0, 13-14=-3327/0,14-15=-2563/0,15-16=-2563/0,16-17=-1483/0,17-18=-1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=-282/0,13-23=-406/0,2-30=1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=-294/0,11-25=265/0,12-25=-58/649,18-20=1107/0, 18-21=0/970,16-21=-814/0,16-22=0/698,14-22=-586/0,14-23=0/723 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���ED P R OFFS w�\� ,cNG NEF9 si0� Q 870 2PE 9 --y �Aj, OREGO ti OWN OS A. H ERCP EXPIRES:06/30/2017 October 27,2015 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI, 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 Wirral(' 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/IPI1 Quality Cdteda,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 I 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:s3crybS_6sJgMSM2Sm_Dy9giZ-slgyONi?RkXHQVmVjM?dOG072axes8051V8OfQyPA1x I 2-3-0 I 2-3-0 1?-59 11-2-0 ii 1-9-11 1 2-6-0 IOF 8-01 Scale=1:34.2 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x6= 3x4 I I 3x8= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 e iip 6 18 17 16 15 14 13 12 3x4= 1.5x3 I I 3x4= 3x8= 3x8= 3x5= 3x5= I 16-2-4 I 19-7-4 I 16-2-4 3-5-0 Plate Offsets(X,Y- 14:0-1-8,Edae1,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/def1 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress lncr YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 Max Upliftl2=-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)CAUIION.Do not erect truss backwards. IPN c;S<< NG F._so `t- 870 2PE vt- 7 N �N Aj, OREG N tiOWN 'AOn $E R 1,' N �S A. HE % EXPIRES:06/30/2017 October 27,2015 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7eIu6 connectors.This design is based onlyupon parameters shown,and is for an individual building component,not t a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiFok0 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/T9I1 Quality Criteria,DSB-89 and BCSI Budding Component Safely information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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 Oct27 13:52:19 2015 Page 1 ID:s3crybS_65JgMSM2SSm_Dy9giZ-KUOLEjidC1f82fLhH4WsxUwHL_AXbeSE_9lwCtyPA1 w 1 1-0-0 1 1(1-9_1-2 1 1-2-0 I p-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 • 0 0 0 - o - c o o • N '/-\ ,/-.Ne/..\eX..\e>0<1 _ i .\eX:.� 2 /-\e N 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 1 18-11-8 I 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(Xy)- 812:0-1-8,Edoel.f23:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L./c1 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 purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1500/0,3-4=-1500/0,4-5=-2612/0,5-6=-2612/0,6-7=-3346/0,7-8=-3346/0, 8-9=-3697/0,9-10=3697/0,10-11=3697/0,11-12=3697/0,12-13=3396/0, 13-14=3396/0,14-15=2603/0,15-16=2603/0,16-17>1504/0,17-18=-1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=1120/0,2-29=0/981,4-29=841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=-308/0,12-25=-59/618,18-20=-1122/0,18-21=0/984,16-21=-827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. E2 P R OFFs•S�� 57 ,4GNE \ 87022P: r -tj',i >C" i/ OR GON (12 O<l// On MBER \ S A. He?, EXPI RES: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. Design valid for use only with MiTek®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not �e 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 Milek° 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/BP11 Qualify Criteria,DSB-89 and BCSI Building ComponentSuite 7777 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755221 PL15-357_UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:52:19 2015 Page 1 ID:s3crybS6sJgM SM2 Sm_Dy9giZ-KU OLEj idC 1 f82fLh H4WsxUwOu_M I bIAE_9txCtyPAl w 3x4 = I 0-11-11 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 / b e e 1.5x3 I I• 1.5x3 II 8 7 6 3x4= 3x4 = I 3-5-12 I 3-5-12 Plate Offsets(Xy)- 12:0-1-8,Eddel,13:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��co IAG N F� wo 1-___ 9t / yN ,N �Aj, OREGON r Ati 9e ''yBER �1 \- �S A. HECk EXPIRES:06/30/2017 October 27,2015 ii 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeke connectors.This design a 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/IP11 Quality Criteria,DSB-89 and BCSI Building Component Safety Informaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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 I 1-2-0 11 1-0-12 1 1 1-0-001 1 1-2-0 110-11-3 1 Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e s j e eIv aN •I . -.I- 3'''' 31 30 29 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5= 3x5= 3x6= 3x5 = 3x5= 4x8= 3x4 = 1 1-1-0 11-8-0 2-3-0 I 3412 8-8-5 x-3-5 -10-51 19-6-8 1-1-0 0.7-0 0-7-0 1-3-12 5-1-9 0-7-0 0-7-0 9-8-3 Plate Offsets(X,V)- 12:0-1-8,Edgel,l3:0-1-8,Edael,19:0-1-8,Edeel.110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 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 Uplift 32=-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 co p R QF F t5's be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. CQ�� NG,INFR /c) 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. C? ?i The design/selection of such connection device(s)is the responsibility of others. Q44, 87022 P E 9r 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) 7se),:ciGO1C/N Vert:20-32=8,1-19=80 tiConcentrated Loads(lb) � 11R Vert:17=-791(F) we, A. HE EXPIRES:06130/2017 October 27,2015 a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with Mfrek®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 Mirele 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/1P11 Quality Criteria,DSB-89 and BCSI Balding 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 R45755223 PL15-357_UPPER F12 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:s3crybS_6sJgMSM2Sm_Dy9giZ-133TskIWVy1 iv73GyC4ZY6YoeBFYoz5hg66boCyPA1 t 4��1 1-2-0 1 1 1-0-12 1 1 2-6-0 I 2-49 ii 1-2-0 11 1-9-7 1 Scale=1:34.0 1.5x3 II 3x4 = 3x4= 3x4 II 3x6= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 o e 3 e / I c:1' I�O O\ O / O \ e / \ N -1 e e r1 19 18 17 16 15 14 13 12 3x4=1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = I 3-6-12 I 8-8-5 19-3-5q-10-51 19-6-4I 3-6-12 5-1-9 0-7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— (2:0-1-8,Edael,13:0-1-8,Edael.114:0-1-8,Eduel,115:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.21 13-14 >913 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1117/0-7-0,19=60/0-1-12,12=649/0-2-12 Max Uplift 19=-166(LC 4) Max Gray 16=1117(LC 1),19=89(LC 3),12=651(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-18/294,3-4=0/714,4-5=0/720,5-6=-1980/0,6-7=-1980/0,7-8=-1980/0, 8-9=-2148/0,9-10=-2148/0 BOT CHORD 18-19=294/18,17-18=294/18,16-17=294/18,15-16=0/887,14-15=0/1980, 13-14=0/2325,12-13=0/1362 WEBS 6-15=-345/0,2-19=-27/435,3-16=-616/0,5-16=-1682/0,5-15=0/1201,10-12=-1470/0, 10-13=0/849,8-14=512/54 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19,12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. � AGN F�sio 2 Q 87022P1 pr y �Aj, OR GON q�O�N 9O AMBER .\ EXPIRES:06/30/2017 October 27,2015 t N. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIA7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MRel&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 Marek` 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/SPll Quality Criteria,DSB-89 and BCSI Budding 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:s3crybS_6sJgMSM2Sm_Dy9giZ-133TskIVWy1 iv73GyC4ZY6YvGBO7o63hg66boCyPA1 t 3x4 -=- I I 0-11-11 I 1-2-0I I 0-9-5 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 II III II ME 11111E 111 ML EFFA 111 111 Me -/ 1.5x3 II 1.5x3 II 8 Fill 7 6 5 3x4= 3x4= I 3-5-0 I 3-5-0 Plate Offsets(X,Y)— 12:0-1-8,Edge1,f3:0-1-8,Edael 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 lncr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=145/0-2-12,5=145/Mechanical FORCES. (lb)-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. ���,E0 PRope, wc\� �NGjNF9 /�2 Q 87022PE s'r' jjr N 7 �Aj, OREGO ti�/40 9O c�,y$ER 1\ �`., A. HECk EXPIRES:06/30/2017 October 27,2015 i a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based onlyupon 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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/sP11 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 Symbols Numbering System A General Safety otes 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 offsets are indicated. Injury /a I I (Drawings not to scale) Damage or Personal In g rY Dimensions are in ft-in-sixteenths. 11�, Apply plates to both sides of truss 1 2 3 1. A ditional stability bracing for truss system,e.g. and fully embed teeth. di gonal or X-bracing,is always required. See BCSI. TOP CHORDS �� 2. Tr s bracing must be designed by an engineer.For 0-1/16" 4 wi a truss spacing,individual lateral braces themselves m y require bracing,or alternative Tor I a br cing should be considered. c!c ■_,Illor (05_ L\113. N ver exceed the design loading shown and never st ck materials on inadequately braced trusses. .4,21101 4. Prgvide copies of this truss design to the building For 4 x 2 orientation,locate c'' 6-7 I- designer,erection supervisor,property owner and plates 0 ''u' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cit members to bear tightly against each other. 6. PI•ce plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE jot t and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO lo•ations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. D=sign 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. Un ess otherwise noted,moisture content of lumber sh•II not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Un ess expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: us with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.c.mber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 re•ponsibility 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.Pl.te type,size,orientation and location dimensions in•icated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lu ber used shall be of the species and size,and in.II respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the sp-citied. by text in the bracing section of the truss unless otherwise shown. 13.To.chords must be sheathed or purlins provided at output. Use T or I bracing sp.cing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bo tom chords require lateral bracing at 10 ft.spacing, g or ess,if no ceiling is installed,unless otherwise noted. BEARING established by others. ,./•••• 15.C.nnections not shown are the responsibility of others. 1 Indicates location where bearings 16.D•not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved a•proval of an engineer. reaction section indicates joint { number where bearings occur. 17.Ins all and load vertically unless indicated otherwise. l Min size shown is for crushing only. ION NM WI* 18.Us of green or treated lumber may pose unacceptable ® e ironmental,health or performance risks.Consult with pr•ject engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.R> iew all portions of this design(front,back,words Plate Connected Wood Truss Construction. a d pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek7 is of 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 MiTek© 6/10 I, USA At 7777 Greenback Lane,Suite 109 Citrus Heights.CA 95610 Telephone 916.676-1900 Fax 916-676-1909 February 22, 2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: 1,Marcos Hernandez and MiTek USA,Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions, please contact me at 800-772-5351. Sincerely, D. PRO, • GiNp 44- • 87022PE L-REON „sr -‘°3 A titiks.• EXPIRES:630-19 Marcos Hernandez, P.R. Senior Engineer Western Engineering Operations MiTek® MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3410-B 10-22-15 ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1487237 thru K1487248 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. pR OP 7)4G NE4 /�2p 89782PE <` =7 OREGON '4`' 17 4Py 1 4 sT F : 213 1 12 0.16'16 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: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 BIDE #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"01. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 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 PIE load duration factor=l.6, Truss designed for wind loads LL = 25 PIE Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 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 f 12 6.00 IIM-4x4 12 Q 6.00 3 I 2o y —/O I 41 O I O M-3x4 M-3x4 l l b . 1 1-00 14-09 �,< D 13-b100F,6.h, o ct- :9782PE �� JOB NAME : POLYGON 3410-B - Al • -04,►. Scale: 0.5145 ,. WABuilder GhRAe NOTES, utly up n the parameter .EGO 1.Builder end erection contractor shoal i be advised of all General Notes 1.This design is Dosed only upon the parameters Mown end la for an Indlvbual � EGON Truss: Alend Warnings before construction co nmences. building component.Applicability of design parameters and proper 15' �/`. (© ;TT 2.]a4 compression web bracing moat be Iota where shown+. incorporation of component Is the responsibility of the building designer. lJ [�y 3.Additional temporary bracing to Mack stability during construction 2.Design assumes the lop and bosom chords to be laterally braced at �A� !'1 Y 1 Is the responsibility of the erector.Ad ilibnel permanent bracing of 2'c.c.and at 10'o.c,reapectNely unless braced throughout their length by // DATE: 10/26/2015 the overall structure is the reIbl f the building tlesl continuous sheathing such es plywood gheelhing(Tc)and/or drywall(BC). p,/r AUL epons ty o g gner. 3.2s Impact bridging or lateral bracing required Mere shown++ �"1 4.. SEQ. : K14 8 7 2 3 7 4.No bad should be applied to any corrlponenl until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and al no em0 should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any compdnent. and ere aamryemndglon°erase. 5.CompuTrus has no control over end Ylsoumes no responsibility for the 8.Deeca e u full bearing al el supports shovm.Shim or wetlge if EXPIRES: 12/31/2016 fabrication,handling, ssry. shipment and rA Relation of components. 7.Design assumes adequate drainage Is provided. October 26,201 5 B.This design is furnished subject to Ihd limitations set forth by 8.Plates shell be bailed on both faces of truss,and placed so their center TPIIWICA In SCSI,copies of which Nil/be furnished upon request. lines coincide with joint center lines. 5.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-11188(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-30) 565 6-3=0) 343 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-79B) 139 6-4=(-30) 565 WEBS: 2x9 KDDF STAND 3-4=(-748) 139 LOADING 9-5=1 0) 50 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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 BDPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.063" @ 3'- 11.0" Allowed = 0.998" MAX TC PANEL TL DEFL = 0.181" @ 10'- 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-04-08 7-04-08 T T l' 12 12 Design conforms to main windforce-resisting 6.00 IIM-4x4 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0,.ASCE 7-10, 3 ,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1,1 • M M 0 1 _ 6 _, 5 0 I I M-3x4 M-1.5x3 M-3x4 i )' b 7-04-08 7-04-08 P ry^� y 1-00 y 14-09 y 1-00 1F, 1N�lEO"./5) V � C2. `x' 89782P r'" JOB NAME : POLYGON 3410-B - A2 ,_a*1.....,.,,,<*..' S.'' S.' Scale: 0.3895 •ANIII WARNINGS: GENERAL NOTES, unless otherwise noted. T./ 'r) 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T' OREGON GOI V /�h Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper j il (1 w 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced et Incorporation of component is the responsibility of the building designer. ..Q R Y 1 5 k' (<„¢ 3.Additional temporary bracing to insure stability during construction ir lathe responsibility of the erector.Additional permanent bracing of Y o.c.and at ICY o.c.respectively unless braced throughout their length by i continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA t '1 ,1\ DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.Is Impact bridging or lateral bracing required where shown♦+ l.1{.. SEQ.: K14 8 7 2 3 8 4.No load should be spoiled to any component until after all bracing and 4.Installation of quests the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are 10 be used in a non<orroPve environment, TRANS I D• LINK design mads be applied to any component. and are for"dry contlglon•I g use. 5.Compuirua has no control over and assumes no responsibility for the 6.OeLie�ssumec lull bearing al all supports shown.Shim or wedge if EXPIRES: 12/31/2016 fabcation,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 26,2015 6.Thissdesign Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA In BCSI,copies of which w111 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,InciCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(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 #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2- 6=(-132) 616 6- 3=(0) 244 2x6 KDDF #1&BTR T2 SPACED 29.0" O.C. 2- 3=(-782) 310 6- 7=(-140) 605 BC: 2x9 KDDF #1&BTR 3- 4=( 0) 0 WEBS: 2x9 KDDF STAND LOADING 3- 7=(-765) 268 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(-329) 125 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 BRACING AT 24"OC UON. FOR 0'- 0.0" -15B/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 3.5" -437/ 879V 0/ OH 98.50" 1.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 6.0" -325/ 74V 0/ OH 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 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 COMPUT RUS 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, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-0311-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f A f load duration factor=l.6, 7-04-08 3-10-OB 11-03 russ designed for wind loads in the plane of the truss only. T f T 1' 12 4 -M-4x4+ 12 6.00 .. 6.00 M-4x6 T2 m 5 M o - 6 o M-3x4 M-1.5x3 M-3x4+ o ....-...-- M-3x4 M-3 x y+ � c) PR O1Oy ), S -04-08 6-11 8-02-08 N iN E� } y 1y 1-00 22-06 -00 `t" 89782PE lr JOB NAME : POLYGON 3410-B - Bl """ ` Scale: 0.2612 ,,s.� 1-8T��+ /^ w WARNINGS: GENERAL NOTES, unless otherwise noted 7 Of'i EGON Qn 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and A for an Individual ly - (/ �� Truss: 181 and Warnings before construction commences building component.Applicability of design parameters end proper / ,R77 2.204 compression web bracing must be Metalled where shown+. incorporation of component a the reeponelblldy of the bdsting designer. •)',( 3.Additional temporary bracing to insure edibility during construction 2.Design assumes the top and Sodom chards to be Iaterare braced ,i I`sA U L la the responsibility o(Ihn erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /"' DATE: 10/26/2015 the overall structure Is the responsibility f the buildingdes continuous0Impctsheathing such l b plywood re uired where shown +r tlrywell(BC). epone N o designer, 3.2a Impact bridging or lateral bracing required where Mown++ SEQ.: K 14 8 7 2 3 9 4.No load should be applied to any corrponenl until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners ere complete and at no lime should any roads greater than 5.Design assumes trusses are to be used in a noncorrosbe environment, TRANS ID: LINK design loads beapplied toany cemppnent. end are for"dry condition"of use. EXPIRES: 12/31/2016 5.CompuTrus has no control aver and assumes no responsibility for the 6.Design assumes full bearing at all own.supports shown.Shim or wedge If naaeacaOctober 26,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the(imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIhVICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate sloe of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1 L)-Z 10.For bask 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 N16BTR; LOAD DURATION INCREASE = 1.15 1-13=( -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 2x6 KDDF N14BTR Ti SPACED 24.0" O.C. 1- 3=(-1488) 562 9-10=(-560) 1245 3-10=(-404) 337 BC: 204 KDDF N14BTR 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 POP 4- 5=(-1091) 479 5-11=( 0) 238 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 POE 5- 6=(-1563) 484 BC LATERAL SUPPORT <= 12"OC. CON. TOTAL LOAD = 42.0 PIF 6- 7=( 0) 50 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -488/ 291V -93/ 88H 143.50" 0.47 KDDF ( 625) 11'- 11.5" -73/ 700V 0/ OH 143.50" 1.12 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 34'- 0.0" -250/ 1069V 0/ OH 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.504 or equal at non-structural vertical members (uon). 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO COMPUTRUS STANDARD MAX LL DEFL = 0.045" @ 22'- 9.0" Allowed = 1.079" GABLE END DETAIL FOR COMPLETE MAX TL CREEP DEFL = -0.088" @ 22'- 9.0" Allowed = 1.439" SPECIFICATIONS. MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIE. LL DEFL = -0.022" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.035" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 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), f 1 I 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 .f.f ' 1' j' in the plane of the truss only. 12 =M-44C(4+ 12 6.00 [7:- 2 Q 6.00 M-4x6 M-3x9+ 1111 9 40011.°. M-5x6(5) to, 0.25" 24, ' M I M-3x4 M-3x4 6.25" M-3Sx8 M-1115x3 M-3x4 "e o e^. s PllQ� s M-3x4+ M-5x6(5) Co`[' ,tet GINE&= ,0 J. y y J. y ,.? V\"e y y 17-04-12 5-04-04 5-04-04 5-10-12 y 4./ 89782PE . 1-00 34-00 1-00 • -.100.-'JOB NAME : POLYGON 3410-B - Cl Scale: 0.1727 �„ AM WARNINGS: GENERAL NOTES, unless otherwise noted: -74,/-OREGON y~ . .. 1.Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shown and Is for an individual V V �� Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper -.('1 .4 R y A6 v 2.2s4 cempreseicn web bracing must be Installed where shown+. Incoryoratbn of component is the responsibility of the building designer. ^T 3.Additional temporary bracing to Insure stability during construction 2.Design andasat lI the lop and bottom chords la be laterally braced at h,a LI L " Is the responelbiR of the erector.Additional permanent bracing of 2'o.c. a110'o.c.respectively unless braced throughout ihek length by J""f,J{ 1" DATE: 10/26/2015 the overall structure is the responsibility f the building des continuousxIp� sheathinginlater l bracings plywoodsheathing(TC)required wheresawn ar drywall(BC). p ty o g Igner. 3.2x Impact bridging or lateral where shown++ SEQ. : Ki4 8 7 2 4 0 4.No load should be applied to any component until alter all bracing 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 noncorrosive environment, EXPIRES. 12/31/2016 TRANS I D• LINK design loads be applied to any component and ere for"dry condition"of use. 5.CompuTrushasnocontroloverandassumesnoresponsibilityforthe 6 nDecegssaaseumesNllbeadngelall supports shown.Shimorwedge it October 26,2015 fabrication,handling,shipment and Installation of components. ry 7.Design assbe b adequate to othi face is russed. 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center TPIIWFCA 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,Ino./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-7960(Marek) 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 I LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #108TR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 446 WEBS: 2x4 KDDF STAND SII 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"00. 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. 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 'I' T T 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 T T 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads • 5 4X in the plane of the truss only. • M-5x6(S) ! M-Sx6(S) • 0.25t4Q 0i 257. �s M-1.573 )1k.M-1.5x3 3 M M O O 1 xx _ KM_, + • a, to it 12 '-8 o I M-4x4 M-3x4 0.25" 14-3x4 -M-4x4 I n M-5x8(S) t.c"1'�O f"'RQf.2 ), y J• J• y ca"�`C`,�`o1NE m y y 8-09-04 8-02-12 8-02-12 8-09-04 y y C? 'k,,`"` C 1-00 34-00 1-00 JOB NAME : POLYGON 3410-B - 02M�,,;7 l Scale: 0.1727 _ Illr WARNINGS: GENERAL NOTES, unless otherwise noted: (•,r OREl7�N Truss: C 21;'. 4, 1.Builder and erection contractor shouX be advised of all General Notes This design is based only upon the parameters shown and is for an iMc:dual "7 /�^ and Warnings before construction co`nmences. building component.Applicability of design parameters and proper ' 2,. (,�. 2.2x4 compression web bracing must installed where shown t. Incorporetbn or component k the responpbi:6v of the building designer. V 4� co 3.Additional temporary bracing to Instability during construction 2.Design assumes the lop and bosom chords to be laterally bated al Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectrvely unless braced throughout their length by DATE: 10/26/2015 the overall structure is the responsibl8ly of the building designer. 325Impctbrlhgingl"r lateral such as g requirede where showdno'tlrywell(BC). � �t 4.No load should be applied to any Impact bridging or bracing 1.- SEQ.: K1487291 pptr jposedanyageaerthane 4. enlas ufetruss Isthe rreoiraryofthe rospectosicoenviron fasteners are complete and at no time Mount any loads greater than 5.Design assumes trusses are to be used In.noncorrosive environment, TRANS ID: LINK design loads be applied to any compknent and areotdgcamition'ofuse. S.CompuTrus has no control over and'assumes no responsibility for the 8.D�sign assumes lull bearing et ailsupportsrhown,.Shim or wedge it EXPIRES: 12/31/2016 fabrication,handling,shipment and Irlstallation of components. cesssry. 7.Patesahgn assumes caedvs drainage is ptruss,a. October 26,2015 8.This design b furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPIGNICA In BCS!,copies of which will be furnished upon request. tins coincide with joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ina./CornpuTrus Software 7.6.6(1L)-E 1D.For basic connector plate design values see ESR-1311,ESR-198B(MiTek) This design prepared from computer input by Pacific Lumber & 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- B=(-1198) 323 BC: 2x4 KDDF #1&BTR 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=(-1619) 440 13-15=( 0) 0 12- 5=( -79) 498 TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2217) 609 14-16=(-402) 2488 12-14=(-142) 1294 BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 POE 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 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. 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" 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" ,r ♦ 1' ,r r . ,f j' MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 12 12 6.00 1 1IM-6x6 -7,]6.00 6.0" Design conforms to main windfoxce-resisting 5 .0 system and components and cladding criteria. M-5x6(5) r44% Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" M-1,5x3 load duration factor=1.6, 4M-5x6(5) Truss designed for wind loads yV in the plane of the truss only. 0.25" M-1.5x3 41\ i1 v� 3 ...440004° M-3x6 M-3x8 v o * o ` M-3x4 D 0.25" 12 13 15 M-5x8 ` t1 -4x4 -5x8 M-1.5x3 1 M-5x6(S) M-5x8 3.75 D 12 b 1 J, ,1 ,1 l l . y y 8-08-06 8-03-10 4-08-12 1-01-12 3-10 4-10 2-05-08y l p P R OPE 1-00 21-10-08 9-08 2-os-oa-oo ,t'1' 5, * )' )' 1' .c ,AGINEE /b 22-10-08 1-00 11-01-08 /r„y y 44' :9782PE 9 34-00 JOB NAME : POLYGON 3410-B - C3 • Scale: 0.1602 ' //,,..,,,, WARNINGS: GENERAL NOTES, unless otherwisenoted' • (.e° h4) 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual "5�2e OREGON �„ Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper !. 2.234 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. -,1 V,4��^yyV 1 <( . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • +A 7 `' Is the responsibility of the erector.Additional permanent bracing of 2'op and at sheathing such asply unless braced throughout their length by /� continuous sheathing such plywood sheathing(TC)and/or bywall(8C). r+A 1 I{ " DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown.. y"1 V 4... SEQ.: K1487242 4.No bad should be applied to any component until after all bracing and 0. llationoftruss bthhepeused f the respertbecorosive tractmenl,r fasteners are complete end at no time should any b5. loads greater than Design assumes are ob TRANS I D: LINK design loads be applied to any component. and ere for"dry condition'.8.Design assumes full bearing t at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the asery,u 4 L� EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.D sign assumes adequate drainage is provided. October 26,2015 8.This design is furnished subject to the limitations eel forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WICA In SCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-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 39'— 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. ION. LOADING BC LATERAL SUPPORT <= 12"OC. CON, LLI 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 PSI' (All Heights), Enclosed, Cat.2, Exp.B, !INNERS(Dir), TOTAL LOAD = 42.0 POE' load duration factor=1.6, 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 ontinuous bearing wall UON. M-1x2 ox equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY- complete specifications. 17-00 17-00 '1 'f 1' 11-09-10 5-07-06 5-07-06 11-04-10 T T . 1' T 12 IIM-9x4 12 6.00 9 4 6.00 011M-3x5(S) M-3x5(S) • 0 HN o i.nli � a • d I M-3x5(S) p M-3x4 M-3x4 r I ! a 17-00 17-00 �'�<- �6fs 1-00 39-00 "� :978 0 , JOB NAME : POLYGON 3410-B - C4 .. • Scale: 0.2977 ,ir' . .1111111 WARNII.Svlld0a: O. hRAeNOTsb, unyuponthe aramete 1 OREGON 7.Builder and erection contractor should be advised of all General Notes 7.This design Is based only upon the parameters Chown and Is for an Individual Cl-)�� Truss: C4 end Warnings before construction conmences. building component.Applicability of design parameters and proper `- ry 2.254 compression web bracing must be installed where shown r, Incorporation of component is the responsibility of the building designer. .A� ll,.q a.s G^ ¢ 3.Additional temporary bracing to Insure Mobility during construction 2.Design assumes the top and bottom chorda to be laterally braced al 7T "7/")' is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.reapectNeN unless braced throughout their length by DATE: 10/26/2015 the overall structure Is the re bl�l of building designer. continuousxImps sheathing or wch ab plywood meet where shown p� ` �j aponsi y o 3.2s Impact bridging or lateral brectng required where ahawn.. 4 SEQ.: El4 8 7 2 4 3 4.No bad should be applied to any conjponent until eller ell looming and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than S.Design assumes busses ere to be used In a noncorrosive environment, TRANS ID' LINK design beds be applied to any nomptnenl. 8.cedars for"dry condition" ultlb erinf ul e.supports 5.CompuTrus has no control over and assumes no responsibility br the nesignecaumes bearing pportsshown.shimorwedgeif EXPIRES: 12/3112016 fabrication,handling, ssery. L 1.. shipment end Installation of components. 7.Design assumes adequate drainage is provided. C>ctober 26,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be boded on both races of truss,and placed so their center TPINJrCA In 8151,copies of which will be furnished upon request. lines coincide with joint center lines. 5.Digits indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(SL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 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)0DL( 7.0) ON TOP CHORD = 32.0 POE wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 POE load duration factor-1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 orequal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 6-09-09 6-09-09 T T 1' 12 6.00 IIM-4x9 12 Q6.00 3 UI rh 2o C4 -/o P 1 Ell Vo V O O M-3x9 M-3x9 1 1 1 1-00 13-06-08 -'S �+ 4's p R Q 4 s �NG1NE `'9 2 J' :9782PE c' JOB NAME • POLYGON 3410-B - D1 • o Scale: 0.5385 107 SAIF e:4:2 WARNINGS: GENERAL NOTES, unless otherwise nted v Truss D1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual y, +`EGON r ' end Warnings before construction commences. building component.Applicability of design parameters and proper r izts• fl, �''r 2.21/4 compression web bracing must be Installed where shown+. incorporation of component k the responslbllky of the building designer. (,(-IRy A6Y G Addftional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at �G_. Is the responsibllits of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by i 1/ continuous sheathing such as plywood uireding(TC)and/or drywall(BC). �,AU` \ DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.21/Impact bridging or lateral bracing required where shown++ 4.- SEQ.: Ki4 8 7 2 4 4 4.No load should be applied to any component until eller all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and at no time should any mads greater man 5.Design assumes busses ere to be used In a non-corrosive environment, TRANS ID• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes noreaponslbilftyfor the 6.Design assumes full bearing elaft supports shown.Shim orwedge if EXPIRES: 12/3112016 neCefabrication,handling,shipment end installation of components. sr assumes s 7.Design be lc teduakdremage Is truss, . October 26,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both lacca of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. A Digits Indicate size of plate In inches. Mffek USA,Inc./Coq:ail-ma Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.5" IBC 2012 MAX MEMBER FORCES 9WR/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 #1&BTR SPACED 24.0" O.C. 2-3=(-679) 129 6-9=(-27) 511 WEBS: 2x4 KDDF STAND 3-9=(-679) 129 LOADING 9-5=( 0) 50 TC LATERAL SUPPORT <= 12"00. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 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" -87/ 683V -61/ 61H 5.50" 1.09 KDDF ( 625) 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR bOPSF LIVE LOAD. TOP (COOP. 2: Design checked for net(-5 psf) uplift at 29 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 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 '� '' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 TIM-4x4 Q 6.00 Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 '�.( load duration factor=l.6, Truss designed fox wind loads in the plane of the truss only. 1.1 M i //�� 1 2 6 I c. M-3x4 M-1.0.1.4111/11°111/11°.°1111.°11'115x3 M-3x4 b i' y 6-09-04 6-09-04 k 1-00 13-06-08 y 1-00 y K(1.: (.,, Pp�� `/C 615› G ��G 1 N EC a,�� . �� 4.4" 9782PE c-- JOB -• JOB NAME : POLYGON 3410-B - D2 ,�,,,,7.4-0110vScale: 0.9010 • /'(" WARNINGS: GENERAL NOTES, unless otherwise noted' C114/4/ /�"y _ /^�/^�(s' I.Builder and erection cnnirador should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an lndlvldual �} 7 •' EGONJ h Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper -!�a 4/j- (7V `T• 2.2a4 compression web bracing mud be metaled where shown+. incorporation of component Is the responsibility of building designer. -1 V- R y A5 V.. C\h 3.Additional temporary bracing to In re stability during consiructbn 2.Design assumes the top and bosom chords to be laterally braced al T Is the responsibility of the erector.A dNlonal permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by DATE; 10/26/2015 the overall structure is the responsibilityf the buNEln desi continuous sheathing or such as acing rplywooequired wheel where shown tlrywall(BC). Ar p 11 F ({ �� o g goer. 3.2a Impact bridging or lateral bracing requirstl wTare shown•• AUL.l- SEQ.: K1487245 4.No load should be applied to any component until eller all bracing and 4.Installation of busiiis the e rearepo si ibikty usetlinhthe ronpatt environment, fasteners are complete end at no Brie should any loads greater than4.Inst gn assumes design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK N.comp"Tmahas nocontrol over and assumes noresponsibggyfor ma S.Deslgnassumeafullbearingatallsuppodsshown.ShimorwetlgeIt EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. Design sorry Pah by 7.Elates belcated on the faces of Truss,end placed so their center TPINJTCA In SCSI,copies of which will be furnished upon request. linea coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ine.ICetnpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-t986(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 ROOF #1&BTR SPACED 29.0" O.C. 2-3=(-146) 119 WEBS: 2x4 KDDF STAND - 3-4=( -20) 9 LOADING TC LATERAL SUPPORT 1= 12"01. UON. LL( 25.0)+1:1L( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED SRI AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -73/ 419V -50/ 131H 5.50" 0.67 ROOF ( 625) LL - 25 PSF Ground Snow (Pg) 7'- 0.0" -41/ 302V 0/ OH 5.50" 0.98 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 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 .' ,y' MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.3" MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" 12 • 6.00 M-1.5x3 4 3 -1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.9f t, TCDL=9.2,BCDL=6.0, ASCE 7-10, III (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 0 i 1 � 5 1� 0 M-3x4 M-1.5x3 Jr Jr l 6-09-04 0-07-12 b b y 1-00 7-00 �� o PR QfiFS' tNE rb c.w ' 'r' :9782PE c~ JOB NAME : POLYGON 3410-B - D3 ,,r ''' Scale: 0.5157 AIM WARNINGS' GENERAL NOTES, unless otherwise noted: .'. OREGON h40 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7�}- O REt.7ON f1 Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper I(F (sV 2.2x4 compression web bracing must be installed where shown+. Incorporation of component hlhe responsibility of the building designer. ✓� � R �Q, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at ` Al1 f l is the responsibility of the erector.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by (� continuous sheathing such as plywood sheathing(TC)antllor drywall(BC). P/1 U 1 C 1� DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ �'1 1..- SEQ.: K1487246 4.No wad should be applied wany component until after all bracing and s anationofoueathe arepoa responsibility hereep�ocsosi.:tnectrr. Wieners are complete and at no time should any loads greater man Design assumes TRANS ID: LINK Design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrushasnocontroloverandaaaumeanoresponsibilityforthe 8.Design assumes full bearing at all supponashown.Shim orwedge if EXPIRES: 12/31/2016 necefabrication,handling, scary shedlsmeecaMmaliaonssetrhbyadequate October 26,2015 B.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of hues,and placed so their center TPIIWfCA in BCSI,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.ICompuTms Software 7.6.7(1 L)-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" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. • TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"00. 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"00. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:Truss design requires continuous bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-[01-04 0-03-12 T T T 12 1 4.00 G,— • M-1.5x3 4 —f 0011111 .), 'Hall dllt i N 2 O rl _Rmid1111111111111111 to � A�//////////////4 14-3x4 M-155x36 J• 1 l 1-00 3-05 ��, PROF�rss <r" :9782PE r JOB NAME : POLYGON 3410-B - E1 ,, Scale: 0.6603 AWE WARNINGS: GENERAL NOTES, unless otherwise noted: to, OREGON '� Truss: E 1 1.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �} ' OR EG O N h s,�,,. and Wamings before construction commences. building component.Applicability of design parameters end proper -[r+e1s / () 'r(- 2.2x4 cempressbn web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 17, �,j4 RY. A tf.<�. 3.Additional temporary bracing to incur stability during consbudbn 2.Design assumes the top and bosom chortle to be laterally braced at 7 i[`s'i.- la the responslbiIcy of the erector.Ad�lilbnal permanent bracing of 2'0.0.and at 10'o.c.respectpty unless bated throughout their length by • t continuous sheathing such as ptywaotl sheathing(TC)and/or drywall(BC). �„ ` �\ DATE: 10/26/2015 the overall structure Is Me responsibl}N of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4. SEQ.: El 4 8 7 2 4 7 4.No bad should be appred to any col coram until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no Ilm+should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, • TRANS ID: LINK design loads be applied to anycompdnant. end ererordrycondulan of .• 5.CompuTrus has no control over and�eaumes no responsibility for the 8.Design assumes full bearing at SII supports shown.Shim or wedge if • EXPIRES. 12/31/2016 fabrication,handling,shipment end Irlefellation of components. 7.Design assumes adequate drainage is provided October 26,20015 6.This design N furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center TPI/WTCA In SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. j 9.Digits Indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1 L}E 10.For bask connector plate design values see EBR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-49) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -58/ 316V 0/ 92H 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/ B6V 0/ OH 1.50" 0.14 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" ////:/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 0.1" Allowed = 0.174" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.143" MAX HORIZ. LL DEFL = -0.000" @ 3'- 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=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o End vertical(s) are exposed to wind, Truss designed for wind loads I in the plane of the truss only. u) O ul f I O l _ I 2-----Y-- 4*' M-3x4 y l J' 1-00 3-05 'PROVIDE FULL BEARING;Jts:2,4,3 ���¢t.O. PnR Qi 9 ..c.: :9782PE Cf JOB NAME : POLYGON 3410-B - E2 .r ..r- Scale: 0.8868 III/ • WARNINGS: GENERAL NOTES, unless otherwise noted'. , Er, //''��pF7`3 EG X40 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual $, OR EGON /ti• s„� Truss: E2 and Warnings before construction commences, building component.Applicability of design parameters and proper / (1 V <is 2.204 compression web bracing must be installed where shown*. Inwrporotion of component Is the responsibility of the building designer. 17,6;) fl� l/.A R G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chores to be throughoutlbraceden 77 '-A e l :J Is the reeponslblkry of me erector.Additional permanent bracing of 2'o.c,and at 70'o.c.respectively unless braced their length by l DATE: 10/26/2015 the overall structure Is the responsibility f the building designer. 20 rep Impact sheathing or such l b plywood sheat where s andlor drywell(BC). �+ { C^1 p tY o g 9ner. 3.20 Impact bridging or lateral bracing required where shown+* 4 SEQ.: Ki4 8 7 2 4 8 4.No bad should be applied to any component until eller all bracing and 4.Installation of truss Is the roaponalbWRy of the respective contractor. fasteners are complete and al no time should any bads greater man 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design bads be applied to any component, and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design essaees Ott bearing at MI supports sheen.Shim sr wedge it EXPIRES: 12/31/2016 mammy fabrication,handling,shipment end Installation of components. 7.Design sl assumes adequate tonthdrainage is trussea. October 26,2015 8.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 canter TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide vHS joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Inc./CorrlpuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) Symbols Numbering System eneral Safety Notes PLATE LOCATION AND ORIENTATION 1 I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Propert y 3/" Center plate on joint unless x,y p 4 (Drawings not to scale) offsets are indicated. I Da age or Personal Injury r�7M Dimensions are in ft-in-sixteenths. wik Apply plates to both sides of truss 1 2 3 1. A.ditional stability bracing for truss system,e.g. and fully embed teeth. di.gonal orX-bracing,is always required. See BCSI. TOP CHORDS 01 �� 2. Tr ss bracing must be designed by an engineer.For '/16 4 wi.e truss spacing,individual lateral braces themselves 10_ m..y require bracing,or alternative Tor I .. abr.cing should be considered. I_Allor O3. N=ver exceed the design loading shown and never A� st.ck materials on inadequately braced trusses. i ._ O 4. Pr.vide copies of this truss design to the building For 4 x 2 orientation,locate 7.8 •-z , d_signer,erection supervisor,property owner and plates 0 'n6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. C t members to bear tightly against each other. 6. PI.ce plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joi t and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO lo.ations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. D=sign 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. Un ess otherwise noted,moisture content of lumber sh o ll not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Un ess expressly noted,this design is not applicable for ICC-ES Reports: us with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Comber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 re •onsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR-3282 ca ber for dead load deflection. the length parallel to slots. 11.Pl.te type,size,orientation and location dimensions ir.icated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lu ber used shall be of the species and size,and Southern Pine lumber designations are as follows: in .11 respects,equal to or better than that i� Indicated by symbol shown and/or SYP represents values as published sp cified. i by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.To:.chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 sp�.cing 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.Cdnnections not shown are the responsibility of others. Indicates location where bearings16.Do (supports) occur. Icons vary but not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved apbroval of an engineer. reaction section indicates joint ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. l Min size shown is for crushing only. ® 18.Us of green or treated lumber may pose unacceptable miten ironmental,health or performance risks.Consult with Industry Standards: pr ject engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Re iew all portions of this design(front,back,words Plate Connected Wood Truss Construction. an pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is of sufficient. BCSI: Building Component Safety Information, MiTek" 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/7P11 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013