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Plans (35) ., ST LO l - Oo Vzf 1.N® 132 I,-e_._ G-. e__.. mi MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-355 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45755189 thru R45755200 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. (ID PROF6- �C "S 0NGI NEF9 /0 `r 87022PE -vr" cn (Ni �V y ^o),� OREGON 25 Q<[r on 448 E R 1'`�Q� 4. Hrc� EX' 106/30/ 1 October 27,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45755189 PL15-355_UPPER F01 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co„ Beaveron,C!r:=gon • ... :-'-.. .r" 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27;i3:51::'.1.;20 r:}•i•'age.? . ID:s3crybS_6sJgMSM2Sm_D_y9giZ-Z8J 1 rY?d5vDVTbKMJBy122_DyC9jGwiZPT4JdoyPA2r p-10.011 1-2-0 1 1 1-0-12 1 I 2-6-0 I 2-4-9 1 1 1-2-0 1 1 1-9-11 1 P--8-°I Scale=1:40-1 1.5x3 I I 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 Vo o\ / '\_ \ /` l'ir o N INA IBA .e a e' ro PM" MI 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 I 8-8-5rg-3-51 I 19-6-8 1 22-11-81 3-5-12 5-1-9 D-7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— (2:0-1-8,Edge],[3:0-1-8,Edge],[18:0-1-8,Edgel,[19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E I 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 Gray21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1 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. <<- 0 PR Qp c5 tiNG[NEF,9 /7 `r 87022PE -7 87022PE • . 7 "c>, OR EG S N (PLti '.0,,-) BER \�,�F,�a `S A. HES EXPIRES:06/30/2017 October 27,2015 o0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1 D/03/2015 BEFORE USE. 4 Pi t, Design valid for use only viith•M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ,-r: a truss system.Before use;the building designer must ve:ity the:appfipabirly of design parameters and properly incorporate this design into the overall building design. Bracing indicate:]is to p,event.buckting o,indiviauui,tiuis:web:Ind/orchard-mernbers only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,055-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755190 Lob F02 FLOOR 6 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jui i 1 20 1.MiTek Industries,:ine,Tue Oct 27 13:51:22 2015 Page 1 ID:s3crybS_6sJgM SM2Sm_D_y9giZ-VWRnGDOtdWTDiuUkRc?V7T3WV?l5ksHrtriZQigyPA2p 1 1-0-0 I O-Ny 1r� Z-- 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 • _ b -� '2 nomo • s as\ 19 - 0 •-. . m . ❑ - 2 ❑ N / ,\,ir/ N- \-/ ! / ! / ! /N / /•`_ i„\ /\O/ ,\O N e e C 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 16-5-217-0-21 Y-7-01 23-9-0 16-5-2 -7-0 6-1-14 0-7-0 Plate Offsets(X,Y)- [18:0-1-8,Edgel,[29:0-1-8,Edgel,[30:0-1-8,Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=1608/0,4-5=-2891/0,5-6=-2891/0,6-7=-3859/0,7-8=3859/0, 8-9=-4510/0,9-10=-4510/0,10-11=-4847/0,11-12=4847/0,12-13=4859/0, 13-14=-4859/0,14-15=4583/0,15-16=-4583/0,16-17=4583/0,17-18=3948/0, 18-19=-3948/0,19-20=3948/0,20-21=-2879/0,21-22=-2879/0,22-23=1613/0, 23-24=1613/0 BOT CHORD 38-39=0/845,37-38=0/2287,36-37=0/3413,35-36=0/3413,34-35=0/4222,33-34=0/4716, 32-33=0/4891,31-32=0/4760,30-31=0/4239,29-30=0/3948,28-29=0/3427,27-28=0/2278, 26-27=0/847 WEBS 18-30=0/696,19-29=-578/0,2-39=1183/0,2-38=0/1068,4-38=952/0,4-37=0/846, 6-37=730/0,6-35=0/625,8-35=508/0,8-34=0/403,10-34=288/0,14-31=-305/21, 17-31=0/551,17-30=991/0,24-26=1187/0,24-27=0/1072,22-27=931/0,22-28=0/841, 20-28=768/0,20-29=0/989 NOTES- 1)Unbalanced floor live loads have been considered for this design. .--.-- 2)All plates are 1.5x3 MT20 unless otherwise indicated. ,,,od P R Ore S 3)Refer to girder(s)for truss to truss connections. ti s 4)Required 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be r. OAG[NEC, /02 attached to walls at their outer ends or restrained by other means. Q' 87022PE • -7 -.0i OREGO cP�<v- <. C' TEy R1'�'k9 po- ll. HE EXPIRE :-06/3012017 October7,2015r. NuEffin 00WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MN-7473 rev.10/03/2015 BEFORE USE. ;Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not . a.trusssystem::Before use,;the building designcr:must verify the applicability of design parameters and properly incorporate this design into-the overall.buildin desi nr,Bracm indicated is to revedt bucklin "of individual truss web and/or chord members Additional tem ora add e anent bracer. a� " 9 9 9 P 9 only. temporary permanent g..,:.. .r .._- II ��4-... _ .. 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/T111 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Su to 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755191 PL15-355_UPPER F03 Floor 5 1 Job Reference(optional) .- Pacific Lumber&"l russ;ia. '•-Beaverto,Oregon 7.530 s.Jul 11.2014 MiTek IndusTries,:lir.Tile Oct 27.13:5`::24 2015 Page 1 I D:s3crybS_65JgM SM2Sm_Dy9giZ-RvZYhv279djxyCd7Y01 zCu8t3pPZCmR8K52XmZyPA2n 1 1-0-0 1 10-10-2 11 1-2-0 1 p7-141 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 6, oa o a o e a a a N /=` �...�_�,..�_�..N_/ ..N -/_ / \ \ J /..\ N s o a o o a e o 0 e - 29 28 27 26 25 24 23 22 21 3x4= 4x5= 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5 = 3x4= 12-10-10 1 11-8-10 112-3-101 I 19-0-8 11-8-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- [12:0-1-8,Edge1,[23:0-1-8,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 Inca- 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=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. �c \� 0NO�NE R iqi, 'Q 87022PE f / ' N 'cii, OREGON ef, 40 SA. N� � EXPIRES:06/30/2017 October 27,2015 ca WARN(PfG-Verify design parameters and READ NOTES ON THIS AND INCLUDEDMf7EK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 111*®„r- 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 Inns,system„Before,use;,ihe building'esign=r must-verify the,appl cabi,ity-of design parameters and properly incorporate this design into the overall - .: building:design.Bracing iridicated®.to=preVent.biuckling of individual truss web and/orchard members only.Additional temporary and permanent bra.,ing , ,+ -.n;.,,. ._1::•:.4-. .,.< ,., is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � � fabrication,storage,delivery,erection and bracing of trusses and truss systems,see :,ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755192 PL15-355_UPPER F04 FLOOR 3 1 Job Reference(optional) - ..-Pacific Lumber&Truss Co.. Beaverton,Oregon - .1.530 ,iu:l"t 1 2014 MiTek Industries,Inc:Tue Oct 27 13:51:24 2015 Page 1 ID:s3cryb _6sJgMSM2Sm_D_y9giZ-RvZYh✓2798jxyCd7Y01zCu8xepXLCod8K52XmZyPA2n I 0-10-0 I I 1-2-0 1 1 0-6-0 1 9-3-131 2-6-0 I I 1-2-0 I I 1-3-7 I Scale=1:19.8 1.5x3 II 3x4= 3x4 II 4x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 3x4= 3x4= 4 5 6 7 8 9 • • m • • - o e • o ' o a • o o p N I- e e e e o e 17 16 15 e Y 13 12 11 10 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1.5x3 II 3x4 = 4x6= 3x4 =- I I 3-0-0 I 8-8-5 1 9-3-5 19-10-5 1 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— [2:0-1-8,Edge1,13:0-1-8,Edgel,[7:0-1-8,Edgel,[8:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 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. �(e_ P R°F�ss mac; tiNGINE9 io2� 87022PE r' �-oj, OREG•N (L.Q4N kJ A. HE( EXPIRES:06/30/2017 October 27,2015 00 WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/0312015 BEFORE USE. �+ k::-. Design valid for use only with MEek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not • a is s system.Before use,the.bulding designer must verify the applicability of design parameters and property incarporate thu.desigr,into the overall. _ bu ldirig;design. bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Nog 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/711 Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755193 Lob F06 FLOOR 3 1 Job Reference(optional) Pacific Lurriber&.Truss Co., Beaverton,Oregon . 7.530 s Jul 11 20 i4 MiTek Industries]Inc.-Tue Oct 27 13:51:25 2015 Page 1 I D:s3crybS_6sJgM SM2Sm_Dy9giZ-v57wuF3mwRroZMCJ6kYC15h5hDgrxAglZIo4J?yPA2m 1 0-10-0 II 1-2-0 ii 1-0-12 1 1 2-3-1 I I 2-6-0 II 1-2-0 1 1 2-3-3 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 43x8= 5 6 7 8 9 10 r m • o m o 0 I/ N o e o o a o -; o 1�� 18 171 6 15 14 13 12 11 3x4 = 3x6= 3x8= 3x6= 3x4= I 3-6-12 8-8-5 19-3-5 10-51 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— [2:0-1-8,Edgel,[3:0-1-8,Edgel,[4:0-3-0,Edge1,[6:0-1-8,Edgel,[7:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.48 Vert(TL) -0.17 12-13 >960 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF 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 i 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. co •<cs o P R press 87022PE '�<--- - 'to>, OREG•cc, N -5 i "P $'44 SER \\ Pte° SA. H�� EXPIRES:06/30/2017 October 27,2015 4 0 oQ WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE:USE. 1.4. Design valid for use only with MTekO connectors.This design is based only hr upon parameters shown,and is for an individual building coponent,not :>,,a tru ssystem.,8efore use,-,the building designer must verify the applicability of design parameters and property incorporate this design into the overall. fi . . . .. c•budding design,,,Bracing indicated is to praverat buckling of individual truss web and/or chord members only.Additional temporary and perrnanentbracing'1`. . .c.. ri e ... -.o.. • 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 bracingof trusses and truss systems,see 7777 Greenback Lane 9 Y ANSI/iPll Quafrfy Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755194 PL15-355_UPPER F07 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 -. ID:s3c ybb_.�6sJgMSM2Sm_D_y9g1Z-sUEgJx40S35WpgMiE9bggWmPvORaP7Ka03HBNuyPA2k 1 1-0-0 1 I1 1 1-2-0 I P-7-141 Scale:3/8"=1' 4x4 = 3x4= 3x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e o a `, o . o `, o , a .. o a _ . .N ao/ \ //_ cci i-,\ / N /. .\ /". N, / Ns_ i 9 O- O O O A • B O C • 416. 30 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5= 3x5 = 3x5= 3x5= 3x4 = 3x5= 4x5= 3x4= 12-6-14 I 11-4-14 11-11-19 I 184-12 I 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- [12:0-1-8,Edgel,[23:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,3-4=1480/0,4-5=2571/0,5-6=-2571/0,6-7=-3284/0,7-8=-3284/0, 8-9=3615/0,9-10=3615/0,10-11=3587/0,11-12=3587/0,12-13=3327/0, 13-14=3327/0,14-15=2563/0,15-16=2563/0,16-17=1483/0,17-18=1483/0 BOT CHORD 29-30=0/789,28-29=0/2070,27-28=0/2972,26-27=0/3494,25-26=0/3638,24-25=0/3327, 23-24=0/3327,22-23=0/2981,21-22=0/2064,20-21=0/791 WEBS 12-24=282/0,13-23=-406/0,2-30=1105/0,2-29=0/967,4-29=-827/0,4-28=0/701, 6-28=-562/0,6-27=0/437,8-27=294/0,11-25=-265/0,12-25=-58/649,18-20=-1107/0, 18-21=0/970,16-21=-814/0,16-22=0/698,14-22=-586/0,14-23=0/723 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <�' D PR pFFss �C?<0 ��G I N,�cR /0 ' 87022PE -r / ' . :v �'t y - OREGON ct�AV . . On cc4S E R \\ P\Q - SA. HEA EXPIRES:06/30/2017 October 27,2015 mammommffiszawisr 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REF,F/RANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. ,..A1 t Design valid for use only with M7ek®connectors.This design is based only upon parameters:shown,and is for an individual building component,not . a fru ssystcm.Before use,the building designer must verify the applicability of design parameters a��d-pr poly incorporatk thesign oiato the overall; L1 .,,,•••-..,,,., bl„Hir. :cesign. Bracing indicated is to prevent buckling of individual truss web and/or ch�oTd.rneresberssnly:A'r'•ditional tempc-dry anct pznnaneiil`6rac n;J,x+ '-:' _MTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component .7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. guile 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755195 PL15-355_UPPER F08 FLOOR 7 1 Job Reference(optional) ' Pacific Lumber&Truss Co., Beaverton,Oregon • • .. 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-sUEgJx40S35WpgMiE9bggWmPwOXiP3ma03HBNuyPA2k I 2-3-0 2-3-0 1, 5�1 1-2-0 1 1 1-9-11 1 2-6-0 I �� Scale=1:34.2 1.5x3 II 1.5x3 II 3x4 = 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x6= 3x4 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 ® A o /_ c o o ® _ .e ^/ 1'4'1' s e v e 18 17 16 15 14 13 12 3x4 = 1.5x3 II 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,Edgel,F15:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=-412/Mechanical,13=1537/0-5-8 Max Uplift 12=-512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1736/0,3-4=-1736/0,4-5=1867/0,5-6=-1867/0,6-7=-1190/0,7-8=-1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=-1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=-657/0,6-15=84/294, 10-12=0/1418,10-13=-851/0,4-17=-462/88 1 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 3-1 Od(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. c.:;.‘ <c-tiNOINE�'7 i02� . 870 2PE 7' A`., OREGON tis AL .. -. �C'0 BER 1'��P� ck EXPIRES:06/30/2017 October 27,2015 r_ 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a trussaystem.Before•use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall. IIL 111_ .,2,,,...4.,y,....:..... ._,.i.y building:design: Brdcing°indicated is to prevent buckling of individual truss web and/or chord members only.'Additional temporary and permanent,bracing'''' 1 1 ek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755196 PL15-355_UPPER F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co.,. Beaverton,Oregon .. ,..•':- : -.--- - - 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page 1 . ' ID:s3crybS_6sJgMSM2Sm_D_y9giZ-otMRkd6G_gLE2zW4Lad8vxskzg6gtl jtU NmI SmyPA2i 1 1-0-0 I 1 0-9-2 II 1-2-0 I p-7-14I 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 L - o a a a e m a o ;a a • a '1 1, \I / N-/"\--4/ N. 4/%1\--/ - . i \ / \ /"\ 9 a a o 0 0 o e o a e e 3. 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5 = 3x5 = 3x5= 3x5 = 3x4 = 3x5= 4x5 = 3x4= 12-9-10 1 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(X,V)- (12:0-1-8,Edgel,[23:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.28 25-26 >817 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.43 25-26 >522 360 BCLL , 0.0 Rep Stress Ina' YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (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. - ��Q'E° P R°Pe(S'S ��5 ,�GIfVE'F� /L72 �� 87022PE fir- , , ', f y 'oj, OREG•N r7ccvc) CUA Q A. HES?' EXPIRES:06/30/2017 October 27,2015 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mli-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MTek®connectors.This design is based only'upon parameters shown,and is for an individual building component.not a truss system.Before use,the boiding designer must verify the applicability of design parameters an d.properly incorporate this design intothe overall aViii .. building design. Bracing indicated is to prevent buckling of individual-hvss web and/orchardimerriberconly.:Additional temporaryand-permanent bracing M ifek. 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 bracingof trusses and truss systems,see 7777 Greenback Lane 9 Y ANSI/TPIl Qualify Criteria,DSB-89 and BCS/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 R45755197 PL15-355_UPPER F10 FLOOR 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon . 7.530 s Jul 11 2014 MiTek Industries,Inc.Toe Oct 27 13:51:29 2015 Page 1 ID:s3crybS_6sJgM SM2Sm_Dy9giZ-otMRkd6G_gLE2zW4Lad8vxsrWglbt8otUNm lSmyPA2i 3x4 = 0-11-11 I I 1-2-0 I I 0-10-1 1 1,5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 o s e o T \ e 9 , N • 1.5x3 I 1.5x3 II 8 ♦ 7 6 3x4= 3x4 = 3-5-12 3-5-12 Plate Offsets(X,Y)— [2:0-1-8,Edgel,[3:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incl. 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. ���ED PROFe `cC�S \AGINEF� /o�� 87022PE N i (NI y - OREGON 415)O<v On 8ER ,'\°'�' A. HEP EXPIRES:06/30/2017 October 27,2015 od WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Designwrig valid for use only with M7ek0 connectors.This design is based only upon parameterstshown,and is for an individual buildingm coponent,not a-t ss system.Before use,the building designer must verify the applicability of design parameters.and prcperty.incorporate.this design into the overall. - g design. Bracing indicated is to prevent buckling of individual truss web and/crchord•rnembersonly:A'ddrtior of temporary and permanerit bracrnr..=:: "-MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage;:delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755198 PL15-355_UPPER F11 FLOOR GIRDER 1 1 _ _ __ Job Reference(optional) Pacific Lumber&Truss Co.,. Beaverton,Oregon- 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27-13:51:30 2015 Page 1. ID:s3crybS_6sJgMSM2Sm_D_y9giZ-G3wpxz6ul_U5g75HvH8NR9OtAERBcOe1i1 Wr__CyPA2h 10-10-0 1 1 1-2-0 1 11-0-12 I I 1-0-0 I 9:7: 1 1-2-0 110-11-3 Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 m m e o m / ./ ...\ / N m o o m m a o a 9 : (91 V N...._/ _ af \. / \- / o O a o a a Q D O o 31 31 30 28 27 26 25 24 23 22 21 3x4 = 3x6= 4x5 = 3x5= 3x6 = 3x5 = 3x5= 4x8= 3x4 - 1 1-1-0 It5 0 12-3-0 I 3 6 12 i 8-8-5 3-5?-10-51 19-6-8 1 1-1-0 017-0 0 7-0 1-3-2 5-1-9 �-7-0 0-7-0 9-8-3 Plate Offsets(X,Y)- f2:0-1-8,Edqel,[3:0-1-8,Edge1,(9:0-1-8,Edge],(10:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=164/0-1-12,20=1315/0-2-12 Max Uplift32=-269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=-610/0,6-7=-610/0,7-8=1756/0, 8-9=-1756/0,9-10=-2370/0,10-11=2900/0,11-12=-2900/0,12-13=-3113/0, 13-14=3113/0,14-15=2995/0,15-16=-2995/0,16-17=2480/0,17-18=2480/0 BOT CHORD 31-32=450/0,30-31=-450/0,29-30=-450/0,27-28=0/1248,26-27=0/2370,25-26=0/2370, 24-25=0/2370,23-24=0/3031,22-23=0/3098,21-22=0/2793,20-21=0/1299 WEBS 2-31=-252/0,9-26=0/410,10-25=-331/0,2-32=0/665,3-29=917/0,5-29=1249/0, 5-28=0/1047,7-28=898/0,7-27=0/716,8-27=-11/251,9-27=-1122/0,18-20=1819/0, 18-21=0/1654,17-21=839/0,16-21=438/0,16-22=0/283,11-24=-266/0,10-24=0/844 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)32,20. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4c O PR OFF be attached to walls at their outer ends or restrained by other means. tS 5)CAUTION,Do not erect truss backwards. `CD ��(3I N��� cS/0 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. �C? � The design/selection of such connection device(s)is the responsibility of others. 870 2 P E 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 - ` "� N-. Uniform Loads(plt) -y A>, OREGON �� 4Cr Vert:20-32=-8,1-19=80 \Q Concentrated Loads(lb) c ''�8EB -\\ Vert:17=791(F). . . • os a N�R\�P EXPIRES:06/30/2017 October 27,2015 WARNING-Verify design parameters and.READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. - 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 verity the:.applicabilify:of design parameters and properly-.incorporate this design into the overall a yam 131 building design. Bracing indicated is to prevent'buckling'of individudl:truss web;an'd/or chord rrernbers only'=Additional temporary and permanent bracing ilek - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaCriteria,DSB-89 and BCSt Building Component 7777 Greenback Lane Quaff,/ 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 R45755199 PL15-355_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 13:51:31 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-kFUB917W WH cy1HgTT?fc_Mx4VercLvTAxhFPWry PA2g 10-10-0 1 1 1-2-0 1 1 1-0-12 1 1 2-6-0 1 2-4-9 11 1-2-0 _II 1-9-7 1 Scale=1:34.0 1.5x3 11 3x4 = 3x4 = 3x4 11 3x6= 1.5x3 11 1.5x3 II 3x4= 1.5x3 11 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 O b a 411 IiiT e 19 18 17 6 15 14 13 12 3x4 =1.5x3 11 1.5x3 11 3x8= 3x5= 3x4= 3x6= 3x4 = I 3-6-12 I 8-8-5 11-7-0 3-5 1-10-51 19-6-4 3-6-12 5-1-9 0-7-0 9-7-15 Plate Offsets(X,Y)— 12:0-1-8,Edgel,[3:0-1-8,Edge],[14:0-1-8,Edgel,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 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 lncr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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. '�ti��D PR0FEQS �c��� ��GIN EAR i'2� 87022PE r- () , y ^0i, OREG N ti� <U 'pO �MSER.\�'. � A. HES EXPIRES:06/30/2017 October 27,2015 GQ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. AjT Design valid for use only with Muck®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 propertre:inc-xporate this design into the overall i�� .. building design. Bracing indicated is to prevent buckling of individual truss web and/or-chord nernbersonly',A.dc/Torlai lerr,horary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane .fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaSfy Criteria,DSB-89 and SCSI Building Componeuf Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314- Suite 109 Citrus Heights,CA 95610 IJob Truss Truss Type Qty Ply POLYGON R45755200 PL15-355_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue.Oct 27 13:51:32 20i5 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-CR2ZMe89GbkovRFfOiArXaUMt1 KQ4VhKAL?y25yPA2f 3x4 = 0-11-11 I I 1-2-0 I I 0-9-5 I 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 II w II PIDII NM IIIN NM NI III Mel II II wit:. . 1.5x3 II 1.5x3 I I 8 ,/ 7 6 5 3x4= 3x4= I 3-5-0 I 3-5-0 Plate Offsets(X,Y)—J2:0-1-8,Edgel,[3:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=145/0-2-12,5=145/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �ti? 0 PROF ,c..1 � 13`1NEFR /02 8 • 2PE 1. Ir, Iv y "c>, OREGO (P Q1 i . . 'AOOS4I E R \V-Qa A. HEP` EXPIRES:06130/2017 October 27,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. 0!K Design valid for use only with MTekOO 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 parametersand property incorporate this design into the overall , building design. Bracing indicated is toprevenhbuickling:of indiviauattruss:web and/or chord members only.Additional temporary and permanent bracing ilek. 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 ANSIRP11 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 isrSystem Generalt ' 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 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. [ _ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss-system,e.g. --`� and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 1 2. Truss bracing must be designed by an engineer.For 0 /16„ 4 wide truss spacing,individual lateral braces themselves • WEBS may require bracing,or alternative Tor OC bracing should ci considered. = O 3. Never exceed the design loading shown and never _ MIIIII%r U = stack materials on inadequately braced trusses. hi IL. 14(411111141O 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-8 cba cs6 designer,erection supervisor,property owner and plates 0-'ii ' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint , required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ;. use with fire retardant,preservative treated,or green lumber.:--:;; ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions - • indicated are minimum plating requirements. ' LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that i Trusses are designed for wind loads in the plane of the specified. �� Indicated by symbolshownand/or truss unless otherwise shown. by text in the bracingsection of the 13.Top chords must be sheathed or purlins provided at i output. Use T or I bracing spacing indicated on design. • if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. �f 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior'1- (supports) occur. Icons vary but ©2012 MiTeke All Rights Reserved approval of an engineer. reaction section indicates joint } number where bearings occur. 17.Install and load vertically unless indicated otherwise. ! Min size shown is for crushing only. I 1-I-1_1 M T j ° 18.Use of green or treated lumber may pose unacceptable TVenvironmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. ir • and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MIl-7473 rev. 10/03/2015 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) asolomon@ctengineering.com BULLETIN Date: April 6, 2016 Number: CT-02 Project#: 15238 Project Name: River Terrace SF Attached: None Subject: Lots 18 & 23 —Patio Roof Truss Connection Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the `River Terrace Single-Family' project located in Tigard, Oregon. The patio roof trusses shall be attached to the home using a 2x6 ledger with (3) 0.131"x3" nails to each wall stud. This application applies to all of the plan types in the River Terrace single-family development. PRO. I NF,,N 12 . 60 `�i AOREGONA� ST. G 04/06/2016 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: April 6. 2016 Distribution: Contact Information: Chris Walther Polygon Northwest Company Maggie Gordon Polygon Northwest Company Rick Tolleshauq Milbrandt Architects Alexia Fukui Milbrandt Architects R:115238 River Terrace\Bulletins115238_2016.04.06_CT02_Lots 18&23(Patio Roof Truss Connection).doc Structural Engineers 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. KBD P R pes' O I N �c-'9 /c"2 89782P fir" 57y OREGON O fr 'A U L.. � VE-X„1141/2016 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 ANSUTPI 1. • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 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. "4-1x2 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 12 12 6.00 HM-4x4 ' l 6.00 3 2 4 M fn O fO Of- O 1 I O O M-3x4 M-3x4 y y )•.____ 1-00 14-09 �Q .9782PE ��� JOB NAME : POLYGON 3410—B — Al Scale: 0.5145 . :;'' . ,,, , WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Truss: 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 \ `. . 0 REGON ''��/ �' Trus S: A 1 and Wamings before construction commences. building component.Applicability of design parameters and proper rf,� 2.2x4 compression web bracing must be Installed where shown+. Incorporation rstlon of component Is the rasps nsiblllty o}the building designer, \.(//f ., C V 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at J is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by I tr -.- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /�LI t DATE: 10/26/2015 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I"1 t j f. SEQ. : K 14 8 7 2 3 7 4.No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners aro complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"of use. 5.CsepuTroe hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �/ {� �+ r� e� ,r� necessary. E/\P�f-lEa7. C�t7�1GQ16 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 2�V 201:J e 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center l IJ , TPVWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)_E to.For basic connector plate design values see ESR-1311.ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16:BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=(-30) 565 6-3=(0) 343 BC: 2x9 KDDF #168TR SPACED 24.0" O.C. 2-3=(-748) 139 6-4=(-30) 565 WEBS: 2x4 KDDF STAND 3-9=(-748) 139 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 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/ 739V -73/ 73H 5.50" 1.17 KDDF ( 625) 14'- 9.0" -116/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 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 = 0.797" MAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-04-08 7-04-08 T T T 12 12 Design conforms to main windforce-resisting IIM-4x4system and components and cladding criteria. 6.00 Q 6.00 4.0" Wind: 140 mph, h=2lft, 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. Iv.iiiiiiiiiill0 f'7 M 1 11 o 1 �', 5o I 6 I o M-3x4 M-1.5x3 M-3x4 0 • y ), y 7-04-08 7-04-08 -- y 1-00 y 14-09 y 1-00 y �tickt-Co � PROF Ss • .' 89782PE -yam JOB• NAME : POLYGON 3410-B - A2 ,_.. ' 'Amor, . • Scale: 0.3895 WARNINGS: GENERAL NOTES, unless otherwise noted: (-boOREGON ..��r ,' 1.Builder and eredion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 1 �• ' Truss: A2 and Warnings before construction commences. beading component.Applicability of design parameters and proper ? �//�� C) �` 2.So4 compression web bracing must be Installed where shown 0. incorporation of component Is the responsibility of the building designer. .CJ' 4' '� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at /9/1,-. ._ sAG.., Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by --- v continuous sheathing such as plywood sheathing(TG)and/or drywell(BC). PA U L �` DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.Dt Impact bridging or lateral bracing required where shown+-r- SEQSEQ. : . : K14 8 7 2 3 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition"of use. ��,//� i f rj 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXES:PIR ES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. ('s LJer 2G 05 6.This design Is furnished subJect to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center J VV r 2LL J TPLAATCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center linea. 9.Digits Indicate size of piste In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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 24.0" O.C. 2- 3=(-782) 310 6- 7=(-140) 605 BC: 2x4 KDDF #1&BTR 3- 4=( 0) 0 WEBS: 2x4 KDDF STAND LOADING 3- 7=(-765) 268 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 9- 5=(-329) 125 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR 0'- 0.0" -158/ 735V -51/ 53H 5.50" 1.18 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 14'- 3.5" -437/ 879V 0/ OH 98.50" 1.41 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 6.0" -325/ 74V 0/ OH 98.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "ac spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.076" @ 3'- 11.0" Allowed = 0.446" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL = 0.007" @ 14'- 8.4" GABLE END DETAIL FOR COMPLETE MAX HORIZ. TL DEFL = 0.011" @ 14'- 8.4" SPECIFICATIONS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-03 11-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f f load duration factor=1.6, 7-04-08 3-10-08 11-03 Truss designed for wind loads in the plane of the truss only. 12 4 =M-4x4+ 12 6.00 i Q 6.00 M-4x6 ort, , en m a o = 6 7 o M-3x4 M-1.5x3 M-3x4 M-3x4+ o M-3x4+ c\OD OF, y 7-04-08 6-11 8-02-08 • • ' � C��' GINE- C,••S'`5� J y y y • N • � 4�, - Q• 1-00 22-06 1-00 $97$2PEc- • JOB NAME : POLYGON 3410-B - B1 r t Scale: 0.2612 WARNINGS: GENERAL NOTES, unless otherwise noted: Ip 774,.•.OREGON Q,�7.•�"" 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 '� � ,. ' Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.21,4 compression web bracing must be installed where shown+. Incorporation of component le the responsibility of the building designer. '7.'4.- ,�r - _ �✓• 3.Additional temporary bracing to Insure stability during construction 2,Design assumes the top and bottom chords to be laterally braced at ri n _ - le the responsibility of the erector.Additional permanent bracing of 2'ex,and at 10•o.c.respectively unless braced throughout their length by a�'1.��,,, continuous sheathing such as plywood sheathing(TC)and/or drywaIl(BC). - DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown 0+ SEQ. : Ki 4 8 7 2 3 9 4.No load should be applied to any component until after all bracing and 4.Installation of Truss is the responsibility of the respective contractor. !!p fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. EXP i RES: 12/31/2016 TRANS I D: LINK design bads be applied to any component. and are for"dry condition•'of use. �f 1 C 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If October 26,2 15 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of hues,and placed so their center TPINJTCA 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./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1-13=( -868) 361 1- 9=(-559) 1247 9- 3=( 0) 206 2x6 KDDF #1&BTR T1 SPACED 24.0" O.C. 1- 3=(-1488) 562 9-10=(-560) 1245 3-10=(-404) 337 BC: 2x4 KDDF #1&BTR 2- 9=( 0) 0 10-11=(-378) 1306 4-10=(-175) 550 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1069) 931 11- 6=(-376) 1309 10- 5=(-462) 123 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1091) 479 5-11=( O) 238 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1563) 984 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 7=( 0) 50 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -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 10PSF 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-1.5x9 or equal at non-structural vertical members (uon). 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, 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 HORIZ. LL DEFL = -0.022" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.035" @ 33'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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 '' 'f 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 ''' ' ' ' in the plane of the truss only. 12 =M-4x4+ 12 6.00 2 Q 6.00 M-4x6 54-3x4+ .. M-5x6(5) v� 0.25" rn o ' lgglgll_ mm vlie, -.� : 7 �'I -- --. of 8 M-3x4 �.25" 10 11 +�6 , - 0a -.Rat-e I M 3x9M-3x8 M-1.5x3 M-3x4 1 F C tt M-3x4+ M-5x6(S) � ,�- ���Cr 5��, 1' ,L 1 y . N ' C ' , 17-04-12 5-04-04 5-04-04 5-10-12 ), b ), ,I• 4.4t-.' ..89782PE 1-00 34-00 1-00 • ,1110110P • JOB NAME : POLYGON 3410-B - C1 _,. Scale: 0.1727 40, r WARNINGS: GENERAL NOTES, unless olherwlse noted: ". !'17 - 1Builder 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 \ ^ • r Truss: Cl and Warnings before construction commences building component.Applicability of design parameters and proper 7 - ^!R y. :3. �k 2.2x4 compression web bracing must be Installed where shown.. incorporation of component Is the responsibility of the building designer, __ V ;. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced al !Y U_ Q[i-v 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 1"" continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing required where shown.+ SEQ. : K 14 8 7 2 4 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5,Design assumes trusses are to be used Ina non-corrosive environment, i +] T RAN S ID: LINK design bads be applied to any component. and are for"dry condition"of use. EXPIRES: 12/3 1/ 01 26 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If October 26,2015 necessary. fabrication,handling,shipment and installation of components, 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPI,WTCA 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.ICompuTrus Software 7.6.6)1L)-Z 1D.For basic connector plate design values see E5R-1311,ESR-196B(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #1&13TR SPACED 24.0" O.C. 2- 3=(-2510) 513 10-11=(-254) 1799 10- 4=( -15) 446 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1799 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"0C. 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. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12=( -15) 946 TOTAL LOAD = 92.0 PSF 7- 8=1-2510) 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/ 1592V -187/ 187H 5.50" 2.47 KDDF ( 625) 39'- 0.0" -235/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.119" @ 17'- 0.0" Allowed = 1.659" MAX TL CREEP DEFL = -0.232" @ 17'- 0.0" Allowed = 2.206" MAX LL DEFL = 0.002" @ 35:- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 35'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 33'- 6.5" MAX HORIZ. TL DEFL = 0.083" @ 33'- 6.5" 17-00 17-00 ' f 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. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 6.00 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4,0" Truss designed for wind loads 5 ,¢,( in the plane of the truss only. M-5x6(5) NI% M-5x6(S) 3.1111114," 0.25" 0.25" M-1.5x3 +E M-1.5x3 3 . ro cn 0 0 4 1 G = `eie 1. • 0 10 11 12 .8 0 I M-4x4 M-3x4 0.25" M-3x4 -M-4x4 I M-5x8(S) '.'.''.<, 10) PIRQx4.•. 8-09-04 8-02-12 8-02-12 8-09-04 Cr�'� , ' .INE :,2 e k y 1-00 34-00 1-00 (;Ct41 , 9782PE ,Cy JOB NAME : POLYGON 3410-B - C2 1+7/ i�'r� ' Scale: 0.1727 , ir, WARNINGS: GENERAL NOTES, unless otherwise noted: ;[/ /,� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual \ -, .OR EGOI J �r / , Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper �/f; (y© ��',' 2,be4 compression web bradng must be Installed where shown*, Incorporation of component Is the responsibility of the building designer. C/ V ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at - Y - ./ Is the responsibility of the erector.Additional permanent bracing of 2'ac,and at 10'o,c,respectively unless braced throughout their length by jr 0 continuous sheathing such es plywood sheathing(TC)and/or drywell(BC). /♦:PAUL DATE: 10/26/2015 the overall structure Is the responsibility of the building designer, 3.Dt Impact bridging or lateral bracing required where shown a a /"1 L SEQ. : K 14 8 7 2 41 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"et use. ��// [[ �+ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary, 1,� fabrication,handing.shipment and Installation of components. 7,Design assumes adequate drainage Is provided. October 26 201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l L , TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. Milk k USA,Inc./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 & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-375) 2190 3-11=(-251) 179 16- 8=(-1198) 323 BC: 2x9 KDDF #160TR SPACED 24.0" O.C. 2- 3=(-2512) 511 11-12=(-254) 1799 11- 4=( -15) 959 8-17=( -219) 1392 WEBS: 2x9 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2217) 609 19-16=(-402) 2488 12-14=(-142) 1294 BC LATERAL SUPPORT <= 12"0C. ION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=(-721) 3679 5-14=(-312) 1082 TOTAL LOAD = 92.0 PSI' 7- 8=(-2836) 547 17- 9=(-825) 9279 13-14=( 0) 64 OVERHANGS: 12.0" 12.0" 8- 9=(-4858) 942 19- 6=(-315) 210 LL = 25 PIP Ground Snow (Pg) 9-10=( 0) 50 19- 7=(-679) 153 7-16=( 0) 347 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(SI 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) 39'- 0.0" -235/ 1592V 0/ OH 5.50" 2.47 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.184" @ 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" 1' ,r '' ' ,( f f MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 12 12 6.00 p IIM-6x6 Q 6.00 6.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. M-5x6(5) 0,! Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ` 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" M-1.5x3 load duration factor=1.6, q • M-5x6(5) Truss designed for wind loads iiiitqo 0in the plane of the truss only. ,+ 0.25" M-1.5x3 Iii\ .I", a 3 M-3x6 o \ M-3x8 in o 16 lr *' ilk R+ . ' r -. 0 � c o 11 12 13 15 o M-3x9 o 1 I -4x4 0.25" M-5x8 M-1.5x3 , M-5x8 1 o M-5x6(5) M-5x8 3.75 D 0 12 y y y y i' ,1 , , 8-08-06 8-03-10 4-08-12 1-01-12 3-10 4-10 2-05-08 y 0PRa1-00 21-10-08 9-08 2-05-08-oo 'S(e)'' :6'Sy ), y , c I / 22=10-08 1=00 11-01-08 ; T Q 34-00 ., ':9782PEt� ,tom i JOB NAME : POLYGON 3410-B - C3 Scale: 0.1602Ar�~%� WARNINGS: GENERAL NOTES, unless otherwise noted: " G!'_ ,�'y /''�/�y,Ni Q.I / 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 V R Eli V Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper /1/ • • • (79' �� 2.2x4 compression web bracing must be Installed where shaven+. Incorporation of component is the responsibility of the building designer. +a? G�ty�.: G 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chords to be laterally braced at T 1 J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' ' PA U 1 n� Is the responsibility of the erector.Additional permanent bracing of DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 1� L y 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : K 14 8 7 2 4 2 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design bads be applied to any component. and ere for"dry condition"of use. T RAN S I D: LINK r�q /'� 6.Design assumes full bearing at all supports shown.Shim or wedge 11 EXPIRES: �Iw7 1 I�V �. 5.CompuTrus has no control over and assumes no responsibility for the necessary fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. October 2GVV']O�f C 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center L) ,L I J TPVWICA In BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR•131 t,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER'SPECIFICATIONS TRUSS SPAN 39'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. - LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. '4-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 17-00 17-00 T 11-04-10 5-07-06 5-07-06 11-04-10 T T T 1' T 12 IIM-4x4 12 • 6.00 I7 3 Q 6.00 NII M-3x5(5) M-3x5(5) rM 4ry • of 1 �� '' n 0 MM 7 I M -3x5(5) o M-3x4 M-3x4 • 17-00 17-00 .��.. CS� 1-00y 34-00 • ',5:!.. .-'• -o +1i, ' 89782PE c� JOB NAME •. POLYGON 3410—B — C4 40 .....00" Scale: 0.2477 /'. / �� aim WARNINGS: GENERAL NOTES, unless otherwise noted: Ci' • 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 : .-�y ` OREGON,",�ON ' Truss: 04 and Warnings before construction commences. building component.Applicability of design parameters and proper :l'� .�//� ,4 �; Inco ration of component Is the responsibility of the building designer. ,C/ ' 2,2x4 compression web bracing must be installed where shown+, rP° Po sPo h a 9b. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r r�Y - _ 2'o.c.and el 10'c.c.respectively unless braced throughout their length by - Isthe responsibility of the erector.Additional permanent bracing of • continuous sheathing such es plywood sheathing(TC)and/or drywell(BC). Jf'1� DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.Sc Impact bridging or lateral bracing required where shown++ � J .U � SEQ. : K14 8 7 2 4 3 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D"• LINK design bads be applied to any component. and are for"dry condition"of use. 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES. necessary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26 201 5 6.This design is furnished subject to the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center October , TPINR'CA In BCSI,copies of which wif be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. . MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSE 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 ox equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 6-09-04 6-09-04 T T T . 12 12 6.00 p )I M-4x4 0J 6.00 3 I I 2 9 rn m o / —/o y 1 o s— 1 / J or 0 M-3x4 M-3x4 y y ,6 y 1-00 13-06-0811� - 'CC1, :9•782PE JOB NAME •. POLYGON 3410-B - Dl ,,,,,,,�►• Scale: 0.5385 , WARNINGS: GENERAL NOTES, unless otherwise noted: Co,'" p/- i•. -- 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 .w R E-GG'°V h Truss: D1 and VVamings before construction commences. balding component.Applicability of design parameters and proper !'„'e �I ()V ��` ' 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. ,(/4y. {. •L' • ' • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced et . J, ./ Is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by -— continuous sheathing such as plywood aheethshers)andlor drywall(BC). /� i •-•.. DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+0 1 L SEQ. : K 14 8 7 2 4 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. !'� Y� !�/� y� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES-: GIa7 L2 Q 6 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. October 26 2f v3 1 5 6.This design Is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center r TPIANTCA in BCBI.copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E to.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 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-6=(-27) 511 6-3=10) 312 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-679) 129 6-4=1-27) 511 WEBS: 2x4 KDDF STAND 3-4=(-679) 129 LOADING 4-5=( O) 50 TC LATERAL SUPPORT <= 12"OC. 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 = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -87/ 683V -61/ 61H 5.50" 1.09 KDDF ( 625) 13'- 6.5" -87/ 683V 0/ OH 5.50" 1.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" 9 -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 10 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 I I M-4x4 Q 6.00 ' Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 �( .. load duration factor=l.6, 11111 Truss designed for wind loads in the plane of the truss only. 1.1 m m 171 01 2 6 o o M-3x4 M-1.5x3 M-3x4 0 ,1 ,1 .1 6-09-04 6-09-04 y 1-00 y 13-06-08 y 1-00 y < .I. P R Q��SS GIN / 9782 P E ,\mac'"' JOB NAME : POLYGON 3410-B - D2 • Scale: 0.9010 - WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is Sr an Individual : '7 8 R EGO'J O�,, • ' Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper \ j (y �" 2.2x4 compression web bracing must be Installed where shown�. Incorporation of component la the responsibility of the building designer. .K"1 (,���y Y V, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et 77 /'°( J - Isthe responsibility of the erector.Additional permanent bracing of 2'o.c,and et 10'o.c,respectively unless braced throughout their length by - --- �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). R DATE: 10/26/2015 the overall structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown 0 a �J :.0 SEQ. : K1487245 4,No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility(tithe respective contra dor. - - -. fasteners are complete and al no lime should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D• LINK design loads be applied to any component. and are for"dry condition'of use. ��// 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. ` l,� fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. October 26 201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center V r TPUWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Imes. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-63) 84 3-5=(-229) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-146) 119 WEBS: 2x4 KDDF STAND • 3-4=( -20) 9 LOADING TC LATERAL SUPPORT C= 12"OC, UON. _ LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -73/ 419V -50/ 131H 5.50" 0.67 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 7'- 0.0" -41/ 302V 0/ OH 5.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX 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 4' ,( of MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.3" MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" 12 6.00 M-1.5x3 4 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. III Wind: 140mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE7-10,• (All Heights), Enclosed, Cat.2, Exp.B, MwFRs(Dir), load duration factor=l.6,End vertical(s) are exposed to wind, Truss designed for wind loadsintheplaneofthetrussonly.r0I0 r1mo � I Wi _ of ►� 5 ►� / 0 M-3x4 M-1.5x3 k k 1 6-04-04 0-07-12 1-00 7-00 � :o P a ok N • ScS., rG . /,.,• ` ° , ,, . dz`-' 89782PE ;�____. JOB NAME : POLYGON 3410-B - D3 ,,,,r ..dor Scale: 0.5157 WARNINGS: GENERAL NOTES, unless otherwise noted: C✓' J, 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 en individual -94/OREGON ((���'� Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper ; 1F •', . 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. ,.cy� L,/./(y,ti { LV' • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lap end bottom chords to be laterally braced at 7 "1] J -� 2'o.c.and at 10'o.c.respectNely unless braced throughout their length by - '` Is the responstbllity of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). Q DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bradng required where shown+• P'l,U.L SEQ. : Ki4 8 7 2 4 6 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN C I D• LINK design loads be applied to any component. and are far"dry condition"of use. )) 5.CompuTrus has no control over and assumes no responsibility for the ti.Design assumes lull bearing at all supports shown.Shim or wedge If EXP I R ES: 12/31/:2016. necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. OCtOI.,uer 26 2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center i TPI/WTCA 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,Inc,/CompuTrus Software 7.6.7(1L)-E 18.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" ICOND. 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 #1&BTR SPACED 24.0" 0.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End verticals) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • REQUIREMENTS OF DEC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. ' AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-04 0-03-12 T 1' T 12 4.00 G''" M-1.5x3 9 --f 3 0 ri 1 Irl • 2 O N -, 1 IN 0 71-3x4 M-1553;36 l ,l t, 1-00 3-05 G1N - . ".' 89782 PE '..r , JOB NAME : POLYGON 3410—B — El . .r Scale: 0.6603 WARNINGS: GENERAL NOTES, unless otherwise noted: ' C.r �^� /''�(� 03,' 1.Builder and erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual \ . •'17 OR.E(`-�ONr N'.. '' Truss: El and Warnings before construction commences. building component.Applicability or design parameters and proper 4/f bO �" " 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component la the responsibility of the building designer. '19. (,/4 Y. f+' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et . /Y�y 2'o.c.and at 10'c.c.respectively unless braced throughout their length by v� ' Is the responsibility al the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). /�+y. DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown+. �^�.U.�, _ SEQ.: K 14 8 7 2 4 7 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component, and are for"dry condition"of use. ''��// [� /�)+] )pry('�{ 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge If EX P I RES: 1 2 3�/20�[6 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. October 2G 201 G 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l u VV,L V J TPI/WTCA 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./CompuTrus 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 SPEdIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-9=0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-94) 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 PIE 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 PDF 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 POE' Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/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 = 0.009" @ 2'- 0.1" Allowed = 0.174" MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.193" MAX HORIZ. LL DEFL = -0.000" @ 3'- 9.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 9.3" 3 Design conforms to main windforce-resi sting • system and components and cladding criteria. Wind: 190 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o End vertical(s) are exposed to wind, ,-1 Truss designed for wind loads Iin the plane of the truss only. Lo0 1 I - r1 / ,--1 o _ i -, 1 f- 1 0 2 4** M-3x4 y y y 1-00 3-05 (PROVIDE FULL BEARING;Jts:2,9,3 I P R SS �`� ANG 1 N E fes* . 1.414 89782PE �'" JOB- NAME : POLYGON 3410-B - E2 ,or -mow • Scale: 0.8868 WARNINGS: GENERAL NOTES, unless otherwise noted: r(�� / f� II OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual �� Truss: E 2 and Warnings before construction commences, building component.Applicability of design parameters and proper 4,z, ()0 2.2�4 compression web bracing muPbe Installed where shown+, Incorporation of component Is the responsibility of the building designer. ,,.17j L/ R a' .{ G✓-<<„,N. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced et 5 �/ y , ;. Is the responsibility of the erector.Additional permanent bracing of 2'cc.and at 10'cc respectively unless braced throughout their length by - continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). p J�' f` si;\ DATE: 10/26/2015 the overall structure la the responsibility of the building designer, 3.De Impact bridging or lateral bracing required where shown++ �"1 V 1.» SEQ. : K 14 8 7 2 4 8 4.Na load should be applied to any ccmponent until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. ��// r}Jr�i)r�/�{ 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 1 2/3 1/20 1 6 necessary. y fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. OCtQbe r•'1G 2f1�I G 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center fJ L V r V I J TPIMITCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines, ' 9.Digits Indicate slze of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design value.see E5R-1311.ESR-1988(MiTek) Symbols NumberingSystem f Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. I � Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. � and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 �� c1-2 C2-3 2. Truss bracing must be designed by an engineer.For ®'/16 4 wide truss spacing,individual lateral braces themselves ' . 0 op WEBS ca., may require bracing,or alternative.Tor I • bracing should be considered. az 3. Never exceed the design loading shown and never Jr �°b U stack materials on inadequately braced trusses. U 4. Provide copies of this truss design to the building 0 C7-8 C6-7 CS-6 For 4 x 2 orientation,locate ,-- designer,erection supervisor,property owner and plates 0-1i1d' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 1D.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ���� Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTeke All Rights Reserved approval of an engineer. .Irk0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 11=111Min size shown is for crushing only. 18.Use ofgreen or treated lumber mayp .. f"'"-Mr pose unacceptable ►.' l environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MN ■N ANSI/TPI1: National Design Specification for Metal Imo mi. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. 7711- 11. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. a is not sufficient. BCSI: Building Component Safety Information, M20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 ®® rtil MiTek USA, enc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: NRT LOT 23 PATIO COVER 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: K1815510 thru K1815511 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PR Ope, �NGIN �R 89200PE �r-- �G OREGONNti, 44; '1}' 14,20 FRRiL�- • • March 16,2016 Baxter,David 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 prel:a_ed from computes input F Pacific Lumber and Truss-DC (UMBER SPECIOICATIONS TRUSS SPF, 12'-10.0" IBC 2012 MAO MEI-DER FOF:CES 4478/DDE/Cg=1.00 TC': 2::4 0200 310006 LOAD DURATI011 I15CFFEP.SF:=1.15 0-2.1 0) 299 2-6=1-024) 1074 1-3=( 01 2011 SC: 2.4(10:00 31)316 SPACED 29.0"O.C. 2-3=1-0163) 159 1-7=1-230) 1066 3-7=(-1131) 205 '?EDS: 2::4 000F STOOD 3-4=1 -92) 74 7-9=1-181) 101 LOADING 4-5=1 -0) 2 TC 1.0,E100..2 SUPPORT 7=12700.i1O1-1. 1.01) 25.01105) 10.0) ON TOP CHORD= 75.0 PSI' BC L60102).SUPPORT c-12"0C. U011. DS 011 00)0001 CHORD= 10.0 000 'I'O'I'AL LOAD= 45.0 PDF 050.001.10 '1166'VERT MAX LORD DRG REQUIRED 1367 ARE, OVERHANGS: 12.0" t t" LOCiiFICES REACTIONS REP.CiIORS SIZE SQ.IFI. (SPECIESD LL=25 PSF Ground Snow (F.o) 0'- 0.0" -105/ 707-V -42/ 125H 5.50" 1.13 F:DDF( 625) I2'-10,0" -74/ 5950 0! 011 5.50" 0.93 0DOF ( 625) For hanger - approved plans L10111ED STORAGE DOES NOT APPLY PALE 10 THE SPATIAL specs. __appr REQUIREMENTS OF IHC 2012 TED IRC 2012 NOT BITING NET. HOTTOFI CHORD CHECKED FOR 0083E LIVE LOAD. TOP k'O;iU. 2: Design cl:ec}:=d for net(-5 psi) uplift at 24 "00 spacing. PND SOTTOM CHORD LIVE LOADS ACT NON-COECURREIJTLY. VERTICAL DEF 0(10113')LIMITS: 00=0/240, TL-L/180 MAX LL DEFL= 0.002"2 -1'- 0.0" Al.l.ov:ad= 0.100" NW,:S 01,CREEP DEFL=-0.003"0 -1'- 0.0" Allowed= 0.133" MAX LI.DEFL=-0.027"r 1.- 10.5" P.11o,,d= 0.596" MAX'EL CREEP DEFL=-0.075"0 6'-11.5" Allowed- 0.799" MI,IL DEFL= 0.000"6 0'- 0.0" Allowed= 0.012" M62 TL CREEP DEFT,= 0.000"1 0'- 0.0" 01106.wed= 0.017" MAX HORIZ. LL DEFL= 0.009"@ 12'- .5 M;,0/0:612. DL DEFL= 0.016"0 12'- 44.5" 7-01-04 5-08-12 Design conterms to m.,in win0Eorce-se.si.st ng 'i i system and components and cladding criteria. 12 3.00 m,- Hind: 170 mph, h=20.Eft, TCD1=6.0,BCDL=6.0, ASCE.7-10, M-1.5x3 1011 Heights), Enclosed, Cat.:, Eop.B, 0I'1FRS(Di_r), !> End vertical(s) factor-0.6, /Jl -,.- End -rice l.(s) e exposed to wind, ®- Truss designed for wind loads � In the Diane of the truss only. M-3x4 _ I - O M `_`- \`'_ B' M-3x4 M-1.5x3 M-3x4 6-11-08 5-10-08 1-00 12-10 0-01)-08 ���ED OF�css �C.) SC'I N�F9 /L'., c89200PE -9r- JOB NAME: NRT LOT 23 PATIO COVER - P2 ,4IP . Scale: 0.4073 r!'' WARNINGS: O.This dLNOTE S, unless olhelwiaramete no. �� sr �ORE:GON �� 1.Butltler and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and rs for an'individual Truss: P2 and Warnings before construction commences. building component.AppleaP14y of design parameters and pope ,\� N 2.2x4 compassion web bracing must be installed where shown x. incorporation of component s the responsibility of the Wining designer. /O 7 14 '213N �1 3.Additional temporary bracing to insure Paid*during constreclbn 2.Design assumes the lap and bottom chords to be enterally braced at L T is the responsibility of the erector,Additional permanent bating o! 2'o.c.and at 1tl inc.respectively unless Paced throughout their length by DATE: 3/16/2016 the overall stmnure is the responsidlrt I the building desi continuous sheathing such l b plywood aired In ere s,, =tlrywall(BC). Eri 1 y o n9 goer. 3 2x Impact bridging or lateral bracing required where shown+. l- SEQ.: 1<1815510 4.No bad should be app4ed to any component until after all bracing aM 4.Installatlon of truss Is the responsibil,ty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes tmsses are to be used in a noncorrosive environment. TRANS I D• LINK design loads be applied to any component end are for'dry tondition.•or use. 5.Comp,.has no control over and assumes no responsibility for the fi.Design assumes full Peeing at all supperL shwm.Shim or wedge If EXPIRES: 12/31 /2017 1 necessa, fabrication handling,shipment and installation of components. 7.Design assumes adequate drainage is Frond.. March 1 6,201 6 G This design is famished supers to the limitations set forth by 8.Mies shall he orated on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be famished upon request lines coincide ynth joint centerlines. 9.Digits indicate site of plate b inches. MTek USA,Inc/CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1988 Web This design prepa_ed Crum computer. but b Pacific Lumber and Truss-BC LUMBER SPEC'IFIC:ATIONS TRUSS SF, 12'-10.0" IBC 2012 MAX I-E,.ER FORCES 4,R/DDE/Cd=1.00 TC: 2;_4 NODF @15BTR LOAD SNORTED)INCREASE=1.15 1-2=( 0) 29 2-6=(-224) 10'14 6-3=( 0) 293 BC, 204 KDDF 301005 SPACED 20.0"O.C. 2-3=1-1103) 158 6-7=1-230) 1066 3-7=1-1131) 205 WEBS( 2.4 KDSF STAND 3-4=1 -82) 04 7-4=1-185) 10'1 LOADING 4-5=( -9) 2 TC LA.500AL SUPPORT<= 12"OC. U00. 1,5( 25.01,15) 10.0) O11 TOP CHORD= 35.0 PSF BC LAT0020L SUPPORT 0=12"OC. UOII. DL 0)) BOTTOM CHORD= 10.0 PSE TOTAL 50AD- 45.0 PSL" BEAR,. PI,VERT 5LAX HOPS ARG REQUIRED BRG AREA. OVEROALEGS: 12.0" 1.5" LOCATIONS REACTIONS REACTIONS SIZE 53.10. (SPECIES) 1.1,=25 PSC Ground Snow (Pg) 0'- 0.0" -105/ 707V -42/ 1256 5.50" 1.13 RDD, ( 625) 12'-10.0" -74/ 5037 0/ Ori 5.50" 0.93 RODE ( 525) M-1.5::4 or equal a_non-structural LIMITED STORAGE DOES NOT APPI,'r DUE TO THE SPA'f1A1, vertical ineint:a rs (non). REQUIREMENTS OF TOC:012 AND IRE 2012 NOT BEING PET. -- F.r hanger specs. -See anp0500 p BOTTCYe CHORD CHECh-ED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked Tor net(-5 psf) uplift at 24 "oc spacing. u ge _ d plans AND BOTTOM CHORD LIVE LOADS ACT LION-CONCURRENTLY. - a 1> g VERTICAL DEFLEC'TIOO LIMITS: LL=L/240, 7'L=1/180 9200 LL DEFL= 0.002"@ -1'- 0.0" Allowed= 0.100" SLOE TL CREEP DEFL=-0.003"@ -1'- 0.0" Allowed= 0.133" MAX LL DEFL=-0.034"@ -11.5" Allowed.= 0.596" MAi:TL CREEP DEFL=-0.075"@ -11.5" 01lowe'd= 0.794" 4001 LI.SEUL= 0.000"@ 0'- 0.0" Allowed= 0.013" ('10,TL CREEP TEFL= 0.000"@ 0'- D.0" Allowed= 0.017" MAX KRIS. LL DEF).= 0.0009"@ 12'- 4.5" 1001 H00I0. TL SOUL= 0.016"0 12'- 4.5" 7-01-04 5-08-12 0 1 1' Design conforms to main w:indforce-resisting s Op o system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=6.0,BCDL 6.0, ASCE 7-10, M-1.5x3 (A11.Heights), Enclosed, Ca,.2, E5p.13, HINFRS(Dir), toad duration factor=l.6, 10-3<5 - -w End vertical(s) are exposed to wind, Truss designed for wind loads = is the plane of the truss only. M-3x5 M-1.5x4 / - M-3x4 Truss designed for 4;:2 out,okers. 2::9 let-ins M-3x5 ��_ ‘c( - oI the same sl:e and grade as structural ural top � o chord. Insure Light =it at each�_ndot let-in. Outiookers must be cut with care and are M-1.5x4 '- �_ 0 permissible at inlet board areas only. /� `` h M-3x5 _-------- `` © lia, I NT M-3x4 M-1.5x3 M-3x4 y i 'I 6-11-08 5-10-08 0 PROFe. y 1=00 y 12=10 0-01 08 c;.. t..,-- N A-,, ',/O :9200PE -9r JOB NAME: NRT LOT 23 PATIO COVER - P1 IP,.f � Scale: 0.394"0 . WARNINGS: GENERAL NOTES, unless otherwise noted'. 0 a- OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and 6 for an individual w Truss: P 1 and Warnings before constru.on commences. building component.Applicability or design parameters and popx N l 2.2x4 compression web bracing must be installed where shown Y. inmryoration of component is the responsibility of the building designer. G/6 'Q}/ 14 n 0 �4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et 4 - 1 is Me responsibility of be erector.Additional permanent bracing of 2'o c.and al 10 o.c.respectively unless bated throughout their length by DATE: 3/16/2016 the overall structure is the responsibility r the buildin Basi continuous sheathing such as pywood sheathing(Tq andrer drywa111Bc). EC'f A 1 L� ponsi y o g designer. 3.2x Impact bridging or lateral bracing required Where shown•w �'7f I'l 1 SEQ.: K1815511 4 No(cad should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes mosses are to be used in a nomcorrosiwe enamnment TRANS ID: LINK design loads be applied to any component. and are for-dry condition'dr use 5.CompuTmShas nocontrol over and assumes noresponsthility for the 6 ig 6sare6ullbearngatall6uppots6how Shim drwedge g EXPIRES: 12/31/2017 necessary. fabrication,handling,shipment and instalalon of components. 7.Design assumes adequate drainage is provided. March 16,2016 6.Th6 design is furnished skim:to the limitations set forth by 8.Pates shall be located on both laces of truss,and paced so their center TPINVTCA in BCS(,copes of which yell be furnished upon requestlines coincide with joint canter lines. 9.Digits indicate size of pate in Inches. MiTek USA,Inc/CompuTrue Software 7.6.7(11.)-E 10.For basic connector plate design values see ESR-1311,ES,.988(ZAMA) S°° 9--.113,• k F , bering System Safetyq t s PLATE LOCATION AND ORIENTATION I 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property -*' 1 /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Mr= Dimensions are in ft-in-sixteenths. I.461„. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. • TOP CHORDS 1 2. Truss bracing must be designed by an engineer.For 0'/16„ wide truss spacing,individual lateral braces themselves o 111 WEBS 4 may require bracing,or alternative Tor I _11111E p bracing should be considered. r 0 A I Oz 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building C7-8 cC6-7cs-6 designer,erection supervisor,propertyowner and App For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-'iid' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each IIMIIIII This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ir Indicated by symbol shown and/or SYP represents values as publishedspecified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. #MMIIIEF reaction section indicates joint I 11111a1111 ill number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MI_, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with a , project engineer before use. Industry Standards: 1 ..., ANSI/TPI1: National Design Specification for Metal , —:— , -z 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, .,' i20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ;Tek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013