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Plans (43) 5 r lot 7-600.3 t t 73o3 fore5A-- O kQ_® MI . Miarek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-355 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45755189 thru R45755200 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values establishedby others. 'y'0° >a R°F�ss 414 �." 87022PE -v\ 7. . A), OREGON ti�Q<U "PO oS,�Q ER 1\�Q� a. HES , EX' ` i:06/30/ October 27,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45755189 PL15-355_UPPER F01 FLOOR 1 1 Job Reference(optional) . Pacific L.utnber&Truss Cn., _Beaverton,Oregon . 7.530 s Jul 11 2014 Mil'ek.Iniustries,.Inn..,Tur Oct 27_13:51:20 2015.Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-ZBJ1 rY?d5vDVfbKMJBy122_DyC9jGwiZPT4JdoyPA2r 10-011 1-2-0 11 1-0-12 1 1 2-6-0 I 2-4-9 11 1-2-0 i1 1-9-11 1 P-8-01 Scale=1:40.1 1.5x3 I I 1.5x3 II 1.5x3 I I 1.5x3 I I 3x6 FP= 3x6= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 :1 'IrAlli\l110°°°° ..--"'"''IIIIIIIIIIIIIIIIIII °°°°°°°°°° 11PliaIIIIIIhlhll•... 19 Cil 24 23 22 21 20 19 18 17 16 15 1.5x3 II 1.5x3 II 3x8 = 3x6 FP= 3x8= 3x8= 3x5= 9-10-5 I 3-6-12 I 8-8-5 3-51 I 19-6-8 1 22-11-8 I 3-6-12 5-1-9 7-0 9-8-3 3-5-0 0-7-0 Plate Offsets(X,Y)— [2:0-1-8,Edge],[3:0-1-8,Edgel.[18:0-1-8,Edge],[19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.21 17-18 >893 360 BCLL 0.0 Rep Stress Incr. YES WB 0.68 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:105 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=377/Mechanical,21=950/0-7-0,24=15/0-1-12,16=1450/0-5-8 Max Uplift 15=-480(LC 6),24=-121(LC 6) Max Grav 21=952(LC 3),24=102(LC 5),16=1455(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/553,4-5=0/559,5-6=-1478/0,6-7=-1478/0,7-8=-1478/0,8-9=-1051/0, 9-10=-1051/0,10-11=-1051/0,11-12=0/1668,12-13=0/1662 BOT CHORD 20-21=0/743,19-20=0/743,18-19=0/1478,17-18=0/1531,15-16=-1235/0 WEBS 2-24=-57/332,3-21=-501/0,5-21=-1356/0,5-19=0/814,11-16=-1740/0,11-17=0/1178, 8-17=-525/0,13-15=0/1333,13-16=-812/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��,cc\) P R°FF`�,S c. �N [NFFR °2 87022PE �c r, t'off, OREG•N cid Oz 0li EER \\ 4� . .. o �SA. HE EXPIRES:06/30/2017 October 27,2015 8 d oc At �� WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. =�.LZ l Design valid for..use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ail a truss system.Before use,.the.buildirag.designer.mustverify.the applicability..of.design parameters and property incorporate this design into the overall , - ��- - building design:.Bracing indicated.is to prevent.buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - wg .- „ 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/7P11 Quality Criteria,PSB-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 PL15-355_UPPER F02 FLOOR 6 1 Job Reference(optional) - Pacific Lumber&Truss Co., Beaverton,Oregon ": 7`530's Jul 112014 MiTek Industries,Inc.Tue Oct 27 13:51:22 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_D_y9giZ-VWRnGDOtdWTDiuUkRc?V7T3WV?I5ksHrtnZQigyPA2p 1 1-0-0 1 0-NQ 1-2-i1 ;Qr 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 17118 19 20 21 22 23 24 25 y ° ❑ ❑ o -. ode 9 . C 6, @ @ . o w: ❑ col Thr c c a e e c o e - t 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 4x6 = 3x6= 3x6 FP= 3x5 = 3x5= 3x5= 3x5= 4x4= 4x4= 3x6= 4x6 = 3x4 = 1.5x4 SP= 3x5= WARNING:THIS DESIGN MAY EXHIBIT OBJECTIONABLE BOUNCE AND /OR VIBRATION DUE TO THE LENGTH TO DEPTH RATIO OF THE ROOM. PROJECT ENGINEER OR BUILDING DESIGNER TO CONSIDER PROVIDING MEANS DAMPEN THESE EFFECTS VERIFICATION OF LENGTH/DEPTH SLENDERNESS RATIO BY THE PROJECT ENGINEER OR A QUALIFIED BUILDING DESIGNER IS REQUIRED. 17-7-2 I 16-5-2 117b-0-21-7-0 I 23-9-01 16-5-2 6-1-14 0-7-0 Plate Offsets(X,Y)- I18:0-1-8,Edge1,129:0-1-8,Edge],[30:0-1-8,Edqe] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.50 32-33 >567 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.78 32-33 >362 360 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.10 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 26=866/0-4-4,39=866/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1608/0,3-4=1608/0,4-5=2891/0,5-6=2891/0,6-7=3859/0,7-8=3859/0, 8-9=-4510/0,9-10=-4510/0,10-11=4847/0,11-12=4847/0,12-13=-4859/0, 13-14=-4859/0,14-15=4583/0,15-16=-4583/0,16-17=-4583/0,17-18=3948/0, 18-19=3948/0,19-20=3948/0,20-21=-2879/0,21-22=2879/0,22-23=1613/0, 23-24=1613/0 BUT 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. ��r_d P R OF4- 3)Refer to girder(s)for truss to truss connections. SCP 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 : �NG[NE�C� /O attached to walls at their outer ends or restrained by other means. '&r ?i 4:::::: . 87022PE / �r >".ti , /y '0j, OREGO tiS' ,4U 'p0 ci�8 E R '\� P\a S � A. HE� EXPIRES:06/30/2017 . October 27,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2016 BEFORE USE. 1 . *o Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use..the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall. 116��tttt -.-- s. building_design.;,Bracirig indicate.d ixto prevent buckling of individual truss web and/or chord members only.Additional temporary.and,pemianent.bracing, iTek- - - 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 R45755191 PL15-355_UPPER F03 Floor 5 1 Job Reference(optional) '- ,..•. .Pacific Lriinbc r&TMss r10;, Beaverton,Oregon - . .. .,...... 7.530 s Jul 11 2iii,.MCek nitusties-..lite. ue Od 27 13:51:24 2015 Page 1 I D:s3crybS_bsJgMSM2Sm_Dy9giZ-RvZYhv2798jxyCd7Y01 zCu8t3pPZCmR8K52XmZyPA2n 1 1-0-0 1 10-10-2 1 1 1-2-0 1 p-7-141 Scale=1:32.4 4x4= 334= 3x4= 3x4= 3x4= 3x4= 4x4 = 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 e o \/ '\ / N/(1: / \ - / N- - - - A.\444,,.-'4/ \ iiii0 Ah.I\6. CD 01 9` O ' a ' O- O 29 28 27 26 25 24 23 22 21 w 3x4= 4x5 = 3x5= 3x5= 3x5= 3x5= 4x4= 3x5= 4x5 = 3x4 = 12-10-10 I 11-8-10 112-3-101 I 19-0-8 1 1110 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edoe],123:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 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 BCI,L 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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=832/0-3-12,20=832/0-4-4 FORCES. (lb)-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=342210, 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\0D-PROFFs(S' 40\o �NG1NEFY f,i 87022PE ter" . / , 7 -0), OREGON c-P aU ' SA. HES EXPIRES:06/30/2017 October 27,2015 -o -,:.,..,..,...„,,,•,,a,i 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 MTekO connectors.This design is based only upon parameters shown,and is for an individual building cornpunent.not ♦!Irl • a trussys ern:B . efo use,It-building designer'must,,verify the applicability of design parameters and property incorporate this design into tha overall mr, building•de ign.,11 acing indic:ied isto:prevent buckling'cf'individual truss web and/or chord members only. Additional temporary and pemlanerit:br .cing-:.-.: ::r., 'r`. 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 • ...' 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:24 2015 Page 1 ID:s3crybS_6sJgM SM2Sm_D_y9giZ-RvZYhv2798jxyCd7Y01 zCu8xepXLCod8K52XmZyPA2n 1 0-10-0 11 1-2-0 1 1 C)-6-° 9-3-13I 2 6 0 I 1-2-0 I I 1-3-7 { Scale=1:19.8 1.5x3 I I 3x4= 3x4 II 4x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 7 8 3x4= 9 e • o • - 0 0 ® o 0 - 0 0 o ____, , o N o a e o c 0 17 16 15 13 12 11 10 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1.5x3 II 3x4 = 4x6= 3x4 = I 3-0-0 I 8-8-5 1 9-3-5 1 9-10-5 I 11-4-12 I 3-0-0 5-8-5 0-7-0 0-7-0 1-6-7 Plate Offsets(X,Y)— 12:0-1-8,Edgel,[3:0-1-8,Edge],[7:0-1-8,Edge1,18:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.08 12-13 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=634/0-3-8,17=27/Mechanical,10=331/Mechanical Max Uplift17=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=-61010 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. �ycU PROF �c\ � �GINEc/4 f0-57 `z- 87022PE - A), OREG•N q, 44/ �O 'p• s� gER �>~�P �PA. HES EXPIRES:06/30/2017 October 27,2015 $ od ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. illiAlFzialrir Design valid for use only with MiTek®connectors.This design is based only upon parameters shown:and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate>this design into,the overall iii_ buildirig design:Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and.permanentbracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job 'Truss Truss Type Qty Ply POLYGON R45755193 PL15-355_UPPER F06 FLOOR 3 1 __,Job Reference(optional) , Paciilc Lumber&Truss Co., Beaverton,Oregon ,- ..- - .. . 7,530 s Jul 1 1 201=4 Mi'rek Industries,Inc.Tue Oct 27 13:51:25 2015 Page 1 ID:s3crybS_tisJgMSM2Sm_L y9giZ-v57wuF3mwRroZMCJ6kYC15h5hDgrxAglZlo4J?yPA2m 1 0-10-0 I I 1-2-0 II 1-0-12 I I 2-3-1 I I 2-6-0 II 1-2-0 I I 2-3-3 I Scale=1:29.7 3x4= 3x4= 3x4= 3x4= 3x4= 1 2 3 43x8= 5 6 7 8 9 I eira e ® m m - I/ _ - - —- o 0 41 1��1 18 17 18 15 14 13 12 11 3x4= 3x6 = 3x8= 3x6= 3x4= I 3-6-12 I 8-8-5 19-3-5?-10-51 17-6-0 I 3-6-12 5-1-9 0-7-0 0-7-0 7-7-11 Plate Offsets(X,Y)— 12:0-1-8,Edgel,[3:0-1-8,Edge1,[4:0-3-0,Edgel,[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 Ina YES WB 0.69 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=958/0-7-0,19=1/0-1-12,11=571/Mechanical Max Uplift 19=105(LC 4) Max Gray 16=958(LC 1),19=103(LC 3),11=574(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/499,4-5=-805/0,5-6=-805/0,6-7=1681/0,7-8=-1777/0,8-9=-1777/0 BOT CHORD 15-16=499/0,14-15=0/1681,13-14=0/1681,12-13=0/1681,11-12=0/1165 WEBS 4-16=-668/0,2-19=61/296,3-16=-465/0,6-15=-959/0,4-15=0/1367,9-11=-1257/0, 9-12=0/661,7-12=177/271 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��oD P R OFe � NIN�F °�� E92"7 4 87022PE v A�, OREG•N (lc? �N O ' q. HES EXPIRES:06/30/2017 ._ October 27,2015 NmEmuing . o0 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 re .10/03/2015 BEFORE USE. v wriE Design valid for use only with M!Tek®connectors.This design is based only upon parameters shown,and is for an indiviaugl building component,not ate.iss systeR?..Befo e e„the bt itding.designer must verify the applicability of design parameters and properly incorporate this de<_gn into ft:,P otieraii .<, - d:hutldirig de,gn:=Bracing ibdicated i;-to-prevent buckling of individual truss web and/or chord members only.-Additional temporary-and.pernronert;-bracirg -. ►q s is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �a' 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 R45755194 PL15-355_UPPER F07 Floor 9 1 Job Reference jgptional) Pacific Lumber&Truss Co., • Beaverton,Oregon. . . .-. • . .. .. . T. . - . ..7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:27 201.5 Page 1.•, IDa3crybppS___66_666sJgMSM2Sm_D,r9giZ-sUEgJx40S35WpgMiE9bggWmPv0RaP7Ka03HBNuyPA2k 1 1-0-0 1 r�1 1-2-0 1 P-7-141 Scale:3/8"=1' 4x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 - 0 0 o o N:/\! oj-\ / 4/ -\. / N / 11\ / 1\ X NI /4'\- 9 00oe o o e 30 29 28 27 26 25 24 23 22 21 ii' 3x4 = 4x5= 3x5= 3x5 = 3x5= 3x5= 3x4= 3x5= 4x5= 3x4= 12-6-14 I 11-4-14 11-11-11 I 18-8-12 11-4-14 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- 112:0-1-8,Edgel,123:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.26 25-26 >848 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.41 25-26 >542 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 20 n/a n/a . BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:95 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=818/Mechanical,20=818/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1480/0,34=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=013494,25-26=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. :1(5k:710 PRpF�sshr � �NEF9 /p2CC 22P.E s�y , OEGON ti� <U 4 • A. HEC' EXPIRES:06/30/2017 October 27,2015 oc� WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. WANE' Design valid for use only with Mitek®connectors.This design is based only uponparameters shown.and is for an individual building coponent,not �. a truss system.Before use,the building designer must verify the applicability of design narnmet r-and p op_riy r_ incc,crate this design into the overall .. building design. Bracing indicated is to prevent buckling of individual truss web:and/or c lord n'iem'tlersonlya•Additioral terrporary'undpermanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quarry 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 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:s3crybSl6sJgMSM2Sm_Dy9giZ-sUEgJx40S35WpgMiE9bggWmPw0XiP3ma03HBNuyPA2k I 2-3-0 l 2-3-0 111-5-9 I 1-2-0 i 1 1-9-11 1 2-6-0 I 10-8-0 Scale=1:34.2 1.5x3 11 1.5x3 11 3x4= 3x4= 1.5x3 11 3x4 = 1.5x3 11 3x6= 3x4 11 3x8= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 0 e _ a c a _ a _ .. II/ 0 18 17 16 15 14 13 12 3x4 = 1.5x3 II 3x4= 3x8= 3x8= 3x5= 3x5= 1 16-2-4 1 19-7-4 1 16-2-4 3-5-0 Plate Offsets(X,Y)— 14:0-1-8,Edgel,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.44 Vert(LL) -0.13 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.21 14-15 >922 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.02 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:90 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=588/0-6-0,12=412/Mechanical,13=1537/0-5-8 Max Uplift 12=512(LC 3) Max Gray 18=589(LC 3),13=1537(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1736/0,3-4=-1736/0,4-5=1867/0,5-6=1867/0,6-7=-1190/0,7-8=1190/0, 8-9=0/1771,9-10=0/1764 BOT CHORD 17-18=0/1110,16-17=0/1867,15-16=0/1867,14-15=0/1795,12-13=1313/0 WEBS 2-18=-1218/0,2-17=0/687,8-13=-1867/0,8-14=0/1308,6-14=657/0,6-15=84/294, 10-12=0/1418,10-13=851/0,4-17=462/88 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. �< 5c P R ore 870. 2PE f`r, -10 OREGON �ti ` p�'��SER 1N PDQ SA H - EXPIRES:06/30/2017 . October 27,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 5111-7473 rev,10/03/2015 BEFORE USE. W$t E 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.trusssystem..Before use,the building designer must verify the applicability of design parameters and properly incorporate-this-desigrr.into.the-overall ••,-..,,,„,,,,••:.. 111 4.111 buldin''g:destgn:Bracing indicated is to prevent buckling of individual truss web and/or chordmernbers only..'Additionai-ternporcoland.permng Ty.: aent bracinMiTek. 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 Informafion 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_Dy9giZ-otMRkd6G_gLE2zW4Lad8vxskzg6gt1jtU Nm l Smy PA2i 11-0-0 I 10-9-2 A I 1-2-0 13-7-141 Scale:3/8"=1' 4x4= 3x4= 3x4= 3x4= 304= 3x4= 4x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 b a @ a O .. a .: o O . o N I/ NN4/ \- /'N i ie.\-�'\ / \h. N 6 O O 3. 29 28 27 26 25 24 23 22 21 3x4 = 4x5 = 3x5 = 3x5 = 3x5= 3x5 = 3x4= 3x5= 4x5= 3x4 = 12-9-10 I 11-7-10 112-2-101 I 1&-11-B 11-7-10 0-7-0 0-7-0 6-1-14 Plate Offsets(X,Y)- [12:0-1-8,Edge],(23:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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 IBC2012/TP12007 (Matrix) Weight:96 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 30=828/0-2-12,20=828/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1500/0,3-4=-1500/0,4-5=2612/0,5-6=-2612/0,6-7=-3346/0,7-8=-3346/0, 8-9=-3697/0,9-10=3697/0,10-11=3697/0,11-12=3697/0,12-13=3396/0, 13-14=3396/0,14-15=2603/0,15-16=2603/0,16-17=1504/0,17-18=1504/0 BOT CHORD 29-30=0/800,28-29=0/2101,27-28=0/3024,26-27=0/3565,25-26=0/3730,24-25=0/3396, 23-24=0/3396,22-23=0/3033,21-22=0/2095,20-21=0/801 WEBS 13-23=-423/0,2-30=-1120/0,2-29=0/981,4-29=841/0,4-28=0/715,6-28=-577/0, 6-27=0/451,8-27=308/0,12-25=-59/618,18-20=1122/0,18-21=0/984,16-21=827/0, 16-22=0/712,14-22=-602/0,14-23=0/753 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)30. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��EDRoFFss �c\� �tJG]NE , /02-7 . 87022PE r" �,ti • 7 AJ, OREG•N ti� <U � .� .. � �4 � EEt A. H-C"' EXPIRES:06130/2017 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. .... i - ..._:::,,,•.,...._:, . ____,...,_ • Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer.must verify the apal abili: r f design parameterunt-property incorporate this design into the overall AV V building design. Bracing indicated is to prevent buckling.of individual4rvss'web:and/o,.chbrdrr,erribetc only.Additional temporary and permanent bracing MiTek' - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane • fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/rP11 Quality Criteria,DSB-B9 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 R45755197 PL15-355_UPPER F10 FLOOR 2 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon • •• 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 27 13:51:29 2015 Page.1 .• ID:s3crybS_6sJgM SM2 Sm_D.y9giZ-otMRkd6G_gLE2zW4Lad8vxsrWgl bt8otU NmISmyPA2i 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 e e e e e s 1.5x3 I 1.5x3 II 8 ♦ 7 6 3x4= 3x4 = 3-5-12 I 3-5-12 Plate Offsets(X,Y)— [2:0-1-8,Edge),13:0-1-8,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=184/0-2-12,5=184/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �<(y P R 0PE' co ., GLN \ i0 • ,. 87022PE -r . , • v `'O?. OREGON ti9 A/ . A- Hyp` 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. Err ®m Design void for use only with MRekO connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not a truss system.Before use,the building designer must vesfy the applicabilityoldesign.parameters an d•pmperlyincorporate this design building-design. Bracing indicated is to prevent buckling of individual truss web and/or ctsord'inerriber only.'••Additk noI4emporary andpermanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane • Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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 27.13:51:30 201 s.Page 1 •' '` ` IDa3crybS6sJgMSM2Sm_D_r9giZ-G3wpxz6ul_U5g75HvH8NR9OtAERBc0e1i1Wr CyPA2h [0-10-0{I 1-2-0 1 1 1-0-12 I I 1-0-0 i ap7-91 I 1-2-0 110-11-3 1 Scale=1:33.3 3x4= 3x4= 3x4 II 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 5x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 N I/_ -N./"\ / _` /- .\--/ N-/ O N O O O O O O O O O O - ►�f S 3 31 30 29 28 27 26 25 24 23 22 21 + 3x4 = 3x6= 4x5 = 3x5- 3x6- 3x5 = 3x5= 4x8= 3x4 = I 1-1-0 It 8 0 I2-3-0 I 3 6 12 I 8-8-5 -3-5 V-10-51 19-0-8 1-1-0 0-7-0 0-7-0 1-312 5-1-9 -7-0 0-7-0 9-8-3 Plate Offsets(X,Y)- 12:0-1-8,Edgel,13:0-1-8,Edgel,[9:0-1-8,Edge1,110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.86 Vert(TL) -0.29 24-25 >668 360 BCLL 0.0 Rep Stress Ina NO WB 0.84 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 29=1347/0-7-0,32=-164/0-1-12,20=1315/0-2-12 Max Uplift32=-269(LC 4) Max Gray 29=1347(LC 1),32=60(LC 3),20=1318(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/450,3-4=0/1096,4-5=0/1096,5-6=610/0,6-7=-610/0,7-8=-1756/0, 8-9=-1756/0,9-10=2370/0,10-11=-290010,11-12=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=012370,25-26=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=-33110,2-32=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 �Ed P R OFF be attached to walls at their outer ends or restrained by other means. c�' 5)CAUTION,Do not erect truss backwards. �Co� �'�G[NEAR sip 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)791 lb down at 17-5-0 on top chord. ,C? �i� The design/selection of such connection device(s)is the responsibility of others. 87C) 2P Er 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Ao + LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 , ,(11 Uniform LoadsS. • (pit) -7 "0), OREGON qQ Lv Vert:20-32=-8,1-19=80 ConcentratedLoads.(Ib) ,. 7C 21 BER AN'' ‘C� Vert:17=791(F) - - `rS, A. HE)\ EXPIRES:06/30/2017 October 27,2015 ®ra ®WARNING-Verify design parameters.and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. s 'Design valid for use only with MiTeke..connectors.This design is based only upon parameters shown,and is for an individual building component,not a-truss system.Before use,the:bulding.designecmust-.verity.the.applicability.of.design parametors and properly incorporate this design into the overall • Ant ,> r : a building design. Bracing indic9ted',is to prevent buckling,ofrindividuaLtr63,WeP:ond/cit chbrd.rtfernbers only.Additional temporary and permanent bracing MiTek'-. _ . ''''--:"-'-,-- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,DSB-89 and 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 R45755199 PL15-355_UPPER F12 FLOOR 1 1 ___ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 27 13:51:31 2015 Page 1 ID:s3crybS_6sJgMSM2Sm_Dy9giZ-kFUB917WVVHcyIHgTT?fc Mx4VercLvTAxhFPWfyPA2g 10-10-0 if 1-2-0 II 1-0-12 I I 2-6-0 I 2-4-9 II 1-2-0 II 1-9-7 1 Scale=1:34.0 1.5x3 II 3x4 = 3x4 = 3x4 II 3x6 = 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 De e I/ N„ o.. .000.11 - _ ..... ... l %, .14.4. 9 r a o W e e - it 19 18 17 16 15 14 13 12 3x4 =1.5x3 II 1.5x3 II 3x8= 3x5= 3x4= 3x6= 3x4 = I 3-6-12 I 8-8-5 V3-5 1-10-51 19-6-4 I 3-6-12 5-1-9 7-0 0-7-0 9-7-15 Plate Offsets(X,Y)— J2:0-1-8,Edge1,13:0-1-8,Edge],f14:0-1-8,Edge1,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 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 Incr YES WB 0.61 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (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. ��5 ,f GINEFR /„2 Q 87022PE �r” N YOflEG4Y. �CCC?F. ° 1��Q�O � A. HES • EXPIRES:06/30/2017 October 27,2015 . i WARNING-Verify design parameters and READ NOTES-ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. - 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 truystem.Before use,the building designer mwt verify the applicability:of design:parameten and property,incorpor.to this design into the overall t building design. Bracing indicated is to prevent buckling of individual=tress'webrand;/orchord'rnernbers"only.Additio dl temporary and permanent bracing MiTek* . . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and t uss systems,see ANSI/TPII Quality Cr feria.DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45755200 PL15-355_UPPER F13 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., `.'.Beaverton;Oregon • . 7.530 s Jul-11 2014 MiTek Industries,Inc.Tue Oct27 13:51:32 2015 Page 1 I D:s3crybS_6sJq MSM2Sm_Dy9giZ-CR2ZMe89GbkovRFfOiArXaUMt1 KQ4VhKAL?y25yPA2f 3x4 = 0-11-11 I 1-2-0 I 0-9-5 I 1 1.5x3 II 2 3 3x4 = 4 1.5x3 II Scale=1:8.7 II r ME r• M r 0 N 111I/ w ■ M% r r ��►_. 1.5x3 I I 1.5x3 I I 8 M 7 6 5 3x4= 3x4= I 35-0 I 3-5-0 Plate Offsets(X,Y)— [2:0-1-8,Edgel,[3:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) -0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.00 7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=145/0-2-12,5=145/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �S 1/4 PRQFFsS �,\� �NOIN :. /�2� . 8 Ct. • 2 P E j,;. y��/,, OREGO ii, AU wry 'P '.4,1„c�jyBER �\. �� EXPIRES:06/30/2017 ... .- October 27,2015 g . I 00 ®WARNING=,Verify.design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/0312015 BEFORE USE Design vai d;for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a trusssystem:,Before use,-thebuilding;designer must•.verify the.applicability.of.design parameters and properly incorporate this design into the overall , buildin desi n>Bracin indicdtedi:io:prevent'budding of ndividual trussweb^and/or chord rnembers only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injuryand propertydamn e. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 ybolsriSystemr al Y Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a /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. -11:—. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 1 2. Truss bracing must be designed by an engineer.For 0 /16„ wide truss spacing,individual lateral braces themselves o WEBS 4 may require bracing,or altemative'Tor I ., bracing should be considered. • 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. I11111k -- 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�-a C6-7 C5-6 designer,erection supervisor,property owner and plates 0-'pis' 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 • ,l SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397, ESR-3282 • camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Trusses are designed for wind loads in the plane of the specified. �� Indicated by symbolshownand/or truss unless otherwise shown. bytext in the bracingsection of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. - if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted.:. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 'M O reaction section indicates joint =1 number where bearings occur. 17.Install and load vertically unless indicated otherwise. :. Min size shown is for crushing only. 18.Use of green or treated lumber maypose unacceptable • ,. • =ii [Alenvironmental,health or performance risks.Consult with project engineer before use. • Industry Standards: ANSI/TPI1: National Design Specification for Metal . 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. ` and pictures)before use.Reviewing pictures alone• is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M alle I( ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 mum mit 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: K 1487237 thru K 1487248 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. tip PRo, kt4 --447 89782PE �" 9 OR.OREGON 4° ) '1'9` ��113Y �5 2 Q� U /E-XJ,7e:Vcriai/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" [COND. 2: Design checked for net(-5 psf) uplift at 24 "so 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"OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 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 1' T '( 12 12 6.00 D HM-4x4 Q 6.00 3 2 .41111111111111111111111111111 9 M • 1111111811111111I I f Oj /— W ��A��A��AP% /MO'�� I O O M-3x4 M-3x4 ; y y )' 1-00 14-09 • � � aFF • / •:978i2PE �" i . . JOB NAME : POLYGON 3410-B - Al - Scale: 0.5145 - �. WARNINGS: GENERAL NOTES, unless otherwise noted: .IC..��'r ! 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 T- 8 R E G ON 7 s Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper /1// (Q ��`'; 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. .17� v/) � t,`._ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et 77 "1 J - T o.c,end at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown** PAUL_ S EQ. : Ki4 8 7 2 3 7 4.No load should be applied to any component until after all bnrdng and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D• LINK design(cads be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at a8 supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary, fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. OCA I..s 26 201 5 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and placed so their center l �1 r TP VWTCA 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,lnc.(CompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-6=1-30) 565 6-3=(0) 343 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-748) 139 6-4=(-30) 565 WEBS: 2x.4 KDDF STAND 3-4=(-748) 139 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -116/ 734V -73/ 73H 5.50" 1.17 KDDF ( 625) 14'- 9.0" -116/ 733V 0/ OH 5.50" 1.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.002" @ 15'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 15'- 9.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.063" @ 3'- 11.0" Allowed = 0.998" MAX TC PANEL TL DEFL = 0.181" @ 10'- 10.1" Allowed = 0.747" MAX HORIZ. LL DEFL = 0.006" @ 14'- 3.5" MAX HORIZ. TL DEFL = 0.010" @ 14'- 3.5" 7-04-08 7-04-08 T T T 12 12 Design conforms to main windfoxce-resisting 6.00 IIM-4x4 12 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.01 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. • 1.1 • • coNN0 1 6 5 M-3x4 M-1.5x3 M-3x4 • y• 7-04-08 7-04-08 P R(� 1-00 14-09 1-00 �� - 89782f 'E . JOB NAME : POLYGON 3410-B - A2 -,000'"' ' Scale: 0.3895 • WARNINGS: GENERAL NOTES, unless olherwlse noted: 1 I'.1' (0, 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 • --v -OREGON Truss: A2 end Warnings before construction commences. building component.Applicability of design parameters and proper •;'. t' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the respanslblllty of the building designer. _�. Cl/1 ry S Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et 7� • ''1/^i 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 •T --- ` continuous sheathing such as piyvrood sheathing(TC)and/or drywell(BC). ' u t �`.. DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ I'� 4» SEQ.: Ki4 8 7 2 3 8 4.No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contra dor. - _._ • - fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge i1 EXPIRES': 12/31/2016 necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ('all.- r 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 r TPWVICA in BC51,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)-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=1-132) 616 6- 3=(0) 244 •2m6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-782) 310 6- 7=1-140) 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"0C. 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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.014" @ 7'- 4.5" Allowed = 0.692" MAX BC PANEL TL DEFL = -0.076" @ 3'- 11.0" Allowed = 0.446" REFER TO COMPUTRUS STANDARD MAX HORIZ. LL DEFL = 0.007" @ 14'- 8.4" GABLE END DETAIL FOR 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), f f f load duration factor=1.6, 7-04-08 3-10-08 11-03 Truss designed for wind loads in the plane of the truss only. 12 4 LM-4x4+ 12 6.001 Q 6.00 .. M 9x6 100 11111 rn C3 0 o M-3x4 M-1.5x3 M-3x4+KN ....1111111111111111111111111111111h\ m f o - • M 3x9 M-3x4+ .._cor RO fir y y y s7-04-08 6-11 8-02-08 : ' . CINE S y y y y 1-00 22-06 1-00 ��4 782E ` C.' JOB NAME : POLYGON 3410-B - B1 , Amy � . Scale: 0.2612 ' OREGON WARNINGS: GENERAL NOTES, unless otherwise noted: ./y if% (7 .2 ., 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 �j.�y v /� { �/[�_` Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters end proper "T 'l • Ab �l` /' 2.2s4 compression web bradng must be Installed where shown*. Incorporation of component is the responsibility of the building designer. -. •__ ��✓��' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at U L f Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 11 �L"il j i continuous sheathing such as plywood aheathing(TC)and/or drywall(BC). -_ - DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2c Impact bridging or lateral bracing required where shown"• SEQ. : K14 8 7 2 3 9 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 non-corrosive environment, ` 12/31/2016 TRANS ID LINK design bads be applied to any component. and are for"dry condition"of use. EXPIRES. 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 26,201 5 necessary. fabrication.handling.shipment end Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces Otto,and placed so their center TPIM?CA In SCSI,copies of which will be furnished upon request. lines colndde with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 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 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #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: 2x9 KDDF 41&BTR 2- 4=( 0) 0 10-11=(-378) 1306 4-10=(-175) 550 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-1069) 431 11- 6=(-376) 1309 10- 5=(-462) 123 LL( 25.0)-FDL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1091) 479 5-11=( 0) 238 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1563) 484 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- 7=( 0) 50 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24"CC 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 DDPSF LIVE LOAD. TOP 34'- 0.0" -250/ 1069V 0/ 0H 5.50" 1.71 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 REFER TO CDETAILUS 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" MAX LL DEFL = 0.002" @ 35'- 0.0" Allowed = 0.100" SPECIFICATIONS. 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: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 35-00 1-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 '( 1' load duration factor=1.6, 18-00 0-06-08 5-02-08 5-02-08 6-00-08 Truss designed for wind loads f 1'' ' ' f in the plane of the truss only. 12 =M-4x4+ 12 6.00 2 Q 6.00 M-4x6 M-3x4+ 9 M-5x6(5) 0.25" r'1 o Ili h 7 I • .. I B M-3x4 0.259 'r " M-3x8 M-1115x3 M-3x4 +`6 . o) P,RQpe M-3x4+ M-3x4 M-5x6(S) ,`� INE .. . / y y y y y Ctrl �'..G ., ji' y y 17-04-12 5-04-04 5-04-04 5-10-12 ), ,I• ' 89 78 2 P E c-- '. 1-00 34-00 1-00 ' • JOB NAME : POLYGON 3410-B - Cl Scale: 0.1727 �r . WARNINGS: GENERAL NOTES, unless otherwise noted; sT 7 "1 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 .,.�J .. ��' Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and properPi'' Ab 2.2x4 eompressIn web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. -- - 3.Add)lonal temporary Bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ::PAUL 1 t['�i 2'o.c.and at 10'c.c,respectively unless braced throughout their length by " A U L. Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(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++ 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. 12/31/2016 SEQ. : K Z 4 S 7 2 4 O fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, EXPIRES: . design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes full bearing etegsupports shown.Shlmorwedge lf October 26,2015 5.CompuTrus has no control over and assumes no responsibility for the 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 8.Mates shall be located on both faces of truss,and placed so their center TPIMTCA in BCS),copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate le Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311.ESR-1968(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER .SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 50 2-10=(-376) 2138 3-10=(-253) 175 BC: 2x4 KDDF #15BTR SPACED 24.0" 0.C. 2- 3=(-2510) 513 10-11=(-254) 1794 10- 4=( -15) 996 WEBS: 2x4 KDDF STAND 3- 4=(-2275) 488 11-12=(-272) 1794 4-11=(-642) 235 LOADING 4- 5=(-1611) 437 12- 8=(-398) 2138 11- 5=(-229) 1069 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-1611) 937 11- 6=(-642) 235 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2275) 488 6-12=( -15) 446 TOTAL LOAD = 42.0 PIP 7- 8=(-2510) 513 12- 7=(-253) 175 OVERHANGS: 12.0" 12.0" 8- 9=( 0) 50 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0:- 0.0" -235/ 1542V -187/ 187H 5.50" 2.47 KDDF ( 625) 34'- 0.0" -235/ 1542V 0/ OH 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.114" @ 17'- 0.0" Allowed = 1.659" 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 1' ' Design conforms to main windforce-resisting 6-00-05 5-05-13 5-05-13 5-05-13 5-05-13 6-00-05 system and components and cladding criteria. T ' T T T f 12 12 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 ,"."( in the plane of the truss only. M-5x6(5) M-5x6(S) 0.25" 0.25" • M-1.5x3o\1101 . f the 3 0,1 rY1 0 0 d' X-- 1 . w w 1. • a' 0 ZO 11 12 8 0 I M-4x4 M-3x4 0.25" M-3x4 -M-4x4 I M-5x8(5) • D PROFe e-09-04 8-02=12 8-02-12 8-09-04 ` IN cS',. y y ), ,1" wC? ' 1-00 34-00 1-00 � `, 1.9782 P E , JOB NAME : POLYGON 3410-B - C2 ,.+-- ---"<<"rt7 • •.__,_, Scale: 0.1727 f -; WARNINGS: GENERAL NOTES, unless otherwise noted: C..+' / 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for en individual 1' .OREGON Ooh Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper v f rt' 2.204 compression web bracing must be Installed where shown t0. i incorporation of component Is the responsiblliry of the building designer. .wf1� �4 � r v" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom chorda to be laterally braced al ' J..• ' • <e.."- • 2 o.c.and al 10'o.c.respectively unless braced throughout their length by -- N `Y' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathIng(TC)and/or drywell(BC), V DATE: 10/26/2015 the overall structure la the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown 0 0 .1..11,_ 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 Whit 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. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports show,Shim or wedge if rr��)3r� rr��//��.{ necessary. EXPIRES: Cy�71�GV.1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. f'5lI-. r 262015 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 TPI/WFCA 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)-E 10.For basic connector plate design values see ESR-1311.ESR-7968(MITek) This design prepared from computer input by Pacific Lumber & Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 34'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 2-11=(-375) 2140 3-11=(-251) 179 16- 8=(-1198) 323 BC: 2x9 WOOF #1&BTR SPACED 24.0" O.C. 2- 3=(-2512) 511 11-12=(-254) 1794 11- 4=) -15) 459 8-17=( -219) 1392 WEBS: 2x9 KDDF STAND 3- 4=(-2280) 489 12-13=( -11) 71 4-12=(-644) 234 LOADING 9- 5=(-1619) 440 13-15=( 0) 0 12- 5=1 -79) 498 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2217) 609 14-16=(-402) 2486 12-14=(-142) 1294 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2220) 502 16-17=(-721) 3679 5-14=(-312) 1082 TOTAL LOAD = 42.0 PSF 7- 8=(-2836) 547 17- 9=(-825) 4279 13-14=( 0) 64 OVERHANGS: 12.0" 12.0" 8- 9=(-4858) 942 14- 6=(-315) 210 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 14- 7=(-679) 153 7-16=( 0) 347 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE. 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/ 01-1 5.50" 2.47 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" • MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.184" @ 21'- 9.5" Allowed = 1.659" 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' 1' ,r f f ,r f MAX HORIZ. TL DEFL = 0.174" @ 33'- 6.5" 12 12 6.00 p I IM-6x6 O 6.00 6.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. M-5X6(5) °ii! Wind: 140 mph, 42L60ASCE 7: :2i lCtEpB• 5x3 fact6,M-5x6(5) rldane of the truss only. + 0.25" M-1.5x3 3 i::::: M:3x8 o t \ o .� lig Imo, 16 1r 1v 0I o ll lz 13 is o M-3x4 1 1 -4x4 0.25" M-5x8 M-1.5x3 c!, M-5x8 M-5x6(5) M-5x8 3.75 , 12 y ; y )' y >y y y 8-08-06 8-03-10 9-08-12 1-�1-12 3-10 4-10 c,O4 P R O4 -, 1-00 21-10-08 9-08 2-05-08-00 •-, y ti • = ;22-10-08 i00 11-01-08 ;„. - , 4)--,.(2. y 34-00AZ" 9782PE ,�" , JOB NAME : POLYGON 3410-B - C3 Scale: 0.1602 1- i WARNINGS: GENERAL NOTES, unless otherwise noted: ,C/ • X40 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 ,57 • OREGON . Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper f' 111%,, (),, 2.2r4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. , .9} - �y a A' f✓' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • 7 /"'(Y- J ,:,4:. Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywrall(BC). -1 I l ,N DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where shown++ { J L S E K 14 8 7 2 4 2 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. Q fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. C design bads be applied to any component. end are for"dry condition"of use. TRANS I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: 12/3 /2016 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26 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 U V, 0 ,I C 2 L 1 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 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1960(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 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. Design.conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 17-00 17-00 f '1 T 11-04-10 5-07-06 5-07-06 11-04-10 T T T 12 IIM-4x4 12 6.00 3 Q 6.00 ' iiiiiii1lmIiiuiiiiii I 0 M-3x5(S) M-3x4 M-3x4 f • CIF 17-00 17-00 L 1-00 34-00 1-00 ..'`' L 89782PE •,;-sem\\ JOB NAME : POLYGON 3410—B — C4 40, ...ow Scale: 0.2477 ,/ \ / WARNINGS: GENERAL NOTES, unless otherwise noted: V OREGON f"�f'�1t•• 4 : 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 �p OREGON ''� . Truss: C4 and warnings before construction commences. building component.Applicability of design parameters and proper L 6 77-.lie. , y©' �` 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer, ..e+ff-$ , a4 i•„�: G'' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 77 J^'( �J is the responsibility of the erector.Additional permanent bracing of 2'a.c.and et 10'o.c.respectively unless breced throughout their length by _ v continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). �A AUL. ^�.... DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ V SEQ.: K 14 8 7 2 4 3 4.No load should be applied to any component until eller all bracing and 4.Installation of truss Is the respo nsibllity of the respective contractor, - -- -- . fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. end are for"dry condition"of use. 5.Compulrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. Oetober 26 201 5 8.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 TPWVTCA 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(10-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 131— 6.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TO LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 6-09-04 6-09-04 T : T 12 12 6.00 p IIM-4x4 a 6.00 3 2 4 m M o / -/o I 1 I 0 0 M-3x4 M-3x4 y y :):.:_ y 1-00 13-06-08 ,� eO,"' • RIFFS, . :9782PE JOB NAME : POLYGON 3410—B — Dl Scale: 0.5385 - : , ''lir/ i WARNINGS: GENERAL NOTES, unless otherwise noted: \ C✓* / ,. f 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 �-? .•R E G O N 0N'.',. Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bradng must be Installed where shown+. incorporation of component lathe responsibility of the building designer. .+19 C/4� - t= . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chards to be laterally braced al 7Mh`_ J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I� >� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). -ll l DATE: 10/2 6/2 015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �.u.L. SEQ.: El4 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 greater than 5.Design assumes trusses are to be used in a noncorrosive environment, T RAN C I D• LINK design bads be applied to any component. end are!or"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge I! EXPIRES: 12/31/2016 necessary, fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. October•'f G X70�1 G 6.This design is furnished subject to the limitations set forth by 5.Plates shall be located on both faces of truss,end placed so their center l U LV r L I J TPIMRCA In SCSI,copies of which will be furnished upon request. lines coincide with(olnt center(lees. 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-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=(0) 312 BC: 2x4 KDDF #16BTR SPACED 24,0" O.C. 2-3=(-679) 129 6-4=(-27) 511 WEBS: 2x4 KDDF STAND 3-4=(-679) 129 LOADING 4-5=( 0) 50 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 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" @ -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 1' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 I IM-4x4 Q 6.00 O Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 ' (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 0 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1.1 in rn o 1 al ° ie I 2 6 I o IM-3x4 M-1.5x3 M-3x4 ' o y ,1 y 6-09-04 6-09-04 - y 1-00 y 13-06-08 y 1-00 y K,C D P R OF.SeSi' SLC L :9782 P E r \, JOB NAME : POLYGON 3410-B - D2 .„rr1l. Scale: 0.4010 WARNINGS: GENERAL NOTES, unless otherwise noted: , ` � /�{�� 1.Builder and eradian contractor should be advised of all General Notes t.This design le based only upon the parameters shown and la for an individual 'J ®.R.EGON ''�.' Truss: D2 and Wamings before construction commences. building component.Applicability of design parameters and proper j. (y9 . ' 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. +.^,��9 C/,Q W l 3.Addllional temporary bracing to Insure stability during wnstructlon 2.Design assumes the top and bottom chords to be laterally braced at s11r, - "y y 5 w. 2 o.c.and at 10 o.c.respectively unless braced throughout their length by r - ` V Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheething(TC)and/or drywall(BC). \ . DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ir 'AUL.. 9 SEQ. : K14 8 7 2 4 5 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 S.Design assumes trusses ere to be used in a non-corrosive environment, T RAN S I D• LINK design bads be applied to any component. end are for"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shins or wedge 11 EXPIRES: 12/31/2016. necessary. L, G fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. ber 26 2015 8.This design is furnished subjects the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center Octl r TPIANICA 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(10-E 15.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 41&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 50 2-5=(-63) 84 3-5=(-229) 205 BC: 2x4 KDDF ii1&BTR SPACED 24.0" O.C. 2-3=(-146) 119 WEBS: 2x4 KDDF STAND 3-4=( -20) 9 LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) . OVERHANGS: 12.0" 0.0" 0'- 0.0" -73/ 419V -50/ 131H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 0.0" -41/ 302V 0/ OH 5.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP '- AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.123" @ 3'- 4.5" Allowed = 0.422" MAX TC PANEL TL DEFL = -0.127" @ 3'- 4.5" Allowed = 0.633" 6-04-04 0-07-12 ,1' ,I I MAX HORIZ. LL DEFL = 0.001" @ 6'- 4.3" MAX HORIZ. TL DEFL = 0.001" @ 6'- 4.3" 12 6.00 M-1.5x3 4 3 -f Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. _ r 0 r 0 M o f1 IN I 0 M-3x4 M-1.5x3 l , y 6-04-04 0-07-12 y y 1-00 • 7-00 ,IN .6.., L ." ' 89782PE ,r JOB NAME : POLYGON 3410-B - D3 40, ...a.►"' Scale: 0.5157 - r , WARNINGS: GENERAL NOTES, unless otherwise noted: C.�.+'r ; 1.Builder and erection contractor should be advised Vali General Notes 1.This design Is based only upon the parameters shown and is for an individual \ ' OR.EGON �'' Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper �j`f (© ` 2.2x4 compression web bradng must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. .,.[,t� /(� V 2.Design assumes the lop and bottom chords to be laterally braced at 77 , _ , 3.Additional temporary bracing to insure stablllty during construction jam. �`�V Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by `j -- \N '- continuous continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), l + , DATE: 10/26/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A U L SEQ. : K148724 6 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-corrodve environment, T RAN 0 I D• LINK design loads be applied to any component, and are for"dry condition"of use. 5.CompuTrue hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: q G/3 1/GVVnecesry. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. October 26 2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center L ,L J TPINVTCA 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 t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 5.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&HTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. • LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 POE Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span DON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-01-04 0-03-12 T T T 12 4.00 17 M-1.5x3 4 —! 3 Ili 0 0 2 I 4-4 u-, nin [ E IN 0 M-3x4 M-155x36 • .1 1, y 1-00 3-05 D PR V � Ss. L `z";' :9782PE 'vr= vv. JOB NAME : POLYGON 3410-B - El 40, -r' Scale: 0.6603 WARNINGS: GENERAL NOTES, unless otherwise noted: Jame. •' �40, 1.Builder and erection contractor should be advised W all General Notes 1.This design ie based only upon the parameters shown and Is for an Individual p 11. 4„OREGON Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper ,1; !'r ...� 2.Deo compression web bracing must be Inetalbd where shown+, Incorporation of component Is the responsibility of the building designer. .4 _ 1 3,Additional temporary bracing to Insure stability during construction 2 Design assumes the lop end bottom chorda to be laterally braced at �� r a� J�.,-:�L. j is the responslblllty of the erector.Additional permanent bracing of T o.c.and at 10'a.c.respectively unless braced throughout their length by •7' ---- ` V continuous sheathing such as plywood sheathing(TC)andIor drywall(BC). P J�u L. DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.Dc Impact bridging or lateral bracing required where shown++ 1 SEQ.: K 14 8 7 2 4 7 4.No load should be applied to any component until after all bracing end 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 I D: LINK design bads be applied to any component, and are for"dry condition"of use, r 12/31/2016 f� re]� ry/� �+ 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: 1 2/3.1/201 6 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 8.Plates shall be located on both faces of truss,and placed so their center l r TPVWfCA in BCSI,copies of which rill 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 Q-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER'.-'SPECIFICATIONS TRUSS SPAN 3'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 36 2-4=10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-44) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 316V 0/ 42H 5.50" 0.51 KDDF ( 625) 3'- 2.2" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) • LL = 25 PSF Ground Snow (Pg) 3'- 5.0" -36/ 86V 0/ OH 1.50" 0.14 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4.00 C,'" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.004" @ 2'- 0.1" Allowed = 0.174" • MAX BC PANEL TL DEFL = -0.005" @ 1'- 8.5" Allowed = 0.143" MAX HORIZ. LL DEFL = -0.000" @ 3'- 4.3" MAX HORIZ. TL DEFL = -0.000" @ 3'- 4.3" • 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ., o End vertical(s) are exposed to wind, ,-i Truss designed for wind loads I in the plane of the truss only. 0 I .F M 1 / ..-i I Or- 2 X� 4*. -/ M-3x4 y y y 1-00 3-05 'PROVIDE FULL BEARING;Jts:2,4,3 IPit/'�f . ' ( .. �+_pryilUl c..,10 • • • L / 89782P E JOB NAME : POLYGON 3410-B - E2 ,r ..,.a►, Scale: 0.8868 fir/` / ,;ter,. . WARNINGS: GENERAL NOTES, unless otherwise noted: 'C✓ �(y['� •/'`�/'�(�t 40 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 <,J R E G O N y�y((�^�� ' Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper JJJ��' V,... " 2.2x4 compression web bradng must be Installed where shown*. incorporation of component Is the responsibility of the building designer. rf9 r • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at T A J �, , Is the responsibility of the erector.Additional permanent bracing of 2'o.c.end et 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). _ ./l U t DATE: 10/26/2015 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown*5 �"7 L. SEQ.: K14 8 7 2 4 8 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 bads greater than 5.Design assumes trusses ere 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.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. I., fabrication,handling.shipment and Installation of components. 7_Design assumes adequate drainage Is provided. OCto bar 26 2015 8.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 V r TP VW1 CA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTck USA.Inc./CompuTrus Software 7.6.7(h L)-E W.For basic connector plate design values see ESR-1311,ESR-1988(MITek) Symbols NumberingGeneral PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury raMDimensions are in ft-in-sixteenths. .111` Apply plates to both sides of trussii 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or TOP CHORDS g,is always required. See BCSl. • 1 2. Truss bracing must be designed by aln engineer.For /16„ 4 wide truss spacing,individual lateral braces themselves ®_ 0 [Alpe may require bracing,or alternative Tor I Oa bracing should be considered. = O 3. Never exceed the design loading shown and never liEtWAir U = stack materials on inadequately braced trusses. o_ C7-8 U 4. Provide copies of this truss design to the building C5-6 Pig For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'ha' from outside BOTTOM CHORDS c6-7 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 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 ��y� 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 ALSO 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 MiTekOO All Rights Reserved approval of an engineer. reaction section indicates joint )' '\' 6? 4( number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. I . JI I !N p , 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ono Al'SI/TPI1: National Design Specification for Metalmet 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. M and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. M.greko BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 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. °JD PRC. 1 I 1\14-4, tREG0NA, WVA074 22, \seP 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 Tolleshaug Milbrandt Architects Alexia Fukui Milbrandt Architects R:115238 River TerracelBulletins115238_2016.04.06_CT02_Lots 18&23(Patio Roof Truss Connection).doc Structural Engineers M® (ate 1,/ MiTek USA, Inc. 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. '\��Ep PR t?FFS�S' �C?�c.� �G,I NEER /0,k 89200PE0 cc �r OREGON 4/ '1' 14,Z P4 �ER R 1 L-� 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 prepared Prem computer input:yr Pacific Lumber and Truss-DC Li'h3ER SPECIFICATIONS TRUSS SPR1) 12'-10.0" IBC 2012 1•La_:13051BER FORCES 4115/DDF/Cc=1.00 TC: 204 I.-uSF 4i1BTR LOAD DURATION INCREASE=1.15 1-2=( 0) 29 2-6=(-2241 1074 6-3-1 0) 293 BC: 2:4 KDDF a1x,BTR SPACED 24.0"O.C. 2-3=1-1163) 158 6-7-(-230) 1066 3-7=1-11.31) 205 '.'1EBS: 2x4}/LOOP STAND 3-4-( -82) 74 7-4=1-105) 104 1.0P.DTNC a-5=( -9) 2 TC LATERAL SUPPORT r=12".. 1JOi1. LI,( 25.0)+0L( 10.0) 01)TOP CHORD= 35.0 PS' BC LATERAL S'?PORT<=12"OC. UOI1. DL ON BOTTOM CHORD= 10.0 PSI' TOTAL LOAD= 45.0 PSF BEARING !_:VERT MA,HORZ ERG REQUIRED BR ?REI'. OVERHANGS: 12.0" 15" LCCA:TIONS REACTIONS RE."-00IONS 5120 SQ.IN. (SPECIES) LI.=25 POE Gronnd Sri0I:' (Pa) 0'- 0.0" =105i 7070 -12/ 1250 0.50" 1.13 I;DDF ( 625) 12'-10.0" -74/ 5830 0/ OH 5.50" 0.93 EDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL For hanger secs. -ice approved plans REQUIREMENTS OF IHC 2012 MD IRC 2012 NOT BEING NET. BOTTCx)CHORD CHECKED FOR 100.50 LIVE LOAD. TOP 1445 EOTTOI.0 017000 LIVE LOADS ACT HON-CONCURRENTLY. VERTICAL, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing- VERTICAL,DEFLECTION LIMITS: LL-L/240, CL=L/180 KU LL DEFL= 0.002"@ -1'- 0.0" Allowed= 0.100" 1•160 TL CREEP DEFL=-0.003"@ -1'- 0.0" Allowed= 0.133" KAY.LL DEFL=-0.034"P 6'-11.5" F.!.lowed= 0.596" '150 TL CREEP DEFL=-0.075"@ 6'-11.5" 011011:0= 0.794" MAX LL DEFL= 0.000"14 0'- 0.0" Allowed- 0.012" 11-x:TL CREEP DEFL= 0.000"01 0'- 0.0" Allowed= 0.017" IAA HORIZ. LL DEFL= 0.009"@ 12'- 4.5" 5)0.0 HORT,. TL DEFL= 0-015"@ 12'- 4.5 7-01-09 5-08-12 Design conforms to main 5lndforce-resisting I/ >( 'r system and components and cladding criteria. 12 Wind, 140 mph, h=20.8ft, TCDL=6.O,BCDI.6.0, ASCE 7-10, 3.00 v M-1.5x3 (All Heights), Enclosed, Cat.2, Erp.B, 5MTRS(Di_), 4 5 load duration factor=1.6, End vertical(s) are exposed to,:incl, --a. Truss designed for.rind loads in the plane cf the truss only. M-3x4 o 0 n P 1� 6 is 7 o M-344 M-1.5x3 M-3x4 !' J, 1 6-11-08 5-10-08 1-00 12-10 o-old os \�.� . `INEs��,/O ��' 2y 89200PE 1-- JOB JOB NAME: NRT LOT 23 PATIO COVER - P2 Scale: 0.4073 _ WARNINGS: GENERAL NOTES, unless otheodse noted: Ali it OREGON t.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and s M an individual Truss: P2 antl Warnings before construction commences. building component.Applimbilth of design parameters and Doper �� ,N ,, in 2.2x9 compression web bracing must be installed where shown+ incorporation of component s the responsibility of the W ilding designer. <Lf h y 7 I�'Z° �+ during construction 2.Design assumes the top and bottom chords to be*Wally bated at 3.Additional temporary bracing to insure stability L Is the responsibility W the erector.PAtlNonal permanent bracing of 2'o c.and at 10'o.c.respectively unless braced throughout their length by DATE: 3/16/2016 the overall structure is the res blit of building designer, continuousxImpatsheathing suchasbracing reinwood quired heresamx.rywall(BC). FRRI�� ponsi y o g gn 3.2x Impact bridgirp or lateral bracing required wham shown++ SEQ.: K1815510 9.No bad should be applied to any component until after all bradng and 9.Installation of truss is the respo^siGLty of the respective contrast, fasteners are compete and at no bine should any bads greater than s.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. 5,CompuTrus has no control over and assumes no responsidlm for the 6.Design assumes full Geeing at all supports Shawn.Shim or wedge H EXPIRES: 12/31/2017 fabrication,handling,shipment and...tan of components. 7.Design assumes adequate drainage is provided. March 1 6,20 1 6 6.This design is fur...silt*.to the limitations set forth by S.Plates shall to located on both faces of truss,and paced so their center TPINJTCA in BCSI,copies of which wit be tum fished upon request. lines coincide with joint center lines. B.Digits indicate sae of plate in inches. Wok USA,Inc/CompuTrus Software 7,6,7(1 L)-E 10.For basic connector plate design values sae ESR-1311.ESR-1955(M idol* This design prepared from computer input by Pacific Lumber and Truss-BC LL7.GER SPECIFICF.TIONS TRUSS SPAN 12'- 10.0" IBC 2012 MAX 1.01.800 FORCES 441R/DDR/Cg=1.00 TC: 2o4 7505 1140019 LOP.13 030000OIN INCREASE=1.15 1-2=1 0) 29 2-0=(-22.4) 1074 0-3=1 0) 293 BC: 2,4 COOP 41G9T0 SPACED 24.0"C.C. -3=1-1163) 152 6-7=1-230) 1066 3-7=1-1131) 205 WEBS: 2,4 7050 STOOD -d-( -82) 74 7-4=1 -las) 104 LOADING 4-5=( -9) 2 TC LATERAL SUPPORT.9=12"05. DON. LL( 25.0),DL(10.0; ON TOP CHORD= 35.0 POE BC LATERAL SUPPORT 0=12"O,DON. DL O14 BO'T'TOM CHORD= 10.0 POE TOTAL LOAD= 45.0 POE BEARING MAX 0107 MAX.9001 095 REQUIRED ARC F EA OVERIIAFI,S: 12.0" .._ LOCATIONS REACTION'S REACTIONS SIZE 55.110. (SPECIES) • LL=25 050 5,'ouncl Snow (Pg) 0'- 0.0" -105/ 7073 -42/ 1255 5.50" 1.13 1:5DE 1 625) 12'-10.0" -74/ 5530 0/ OH 5.50" 0.93 SERF ( 625) 14-1.5::4 or equal at Holl-structural LIMITED STORAGE DOES NOT APPLY DUO TO THE SPATIAL vertical 00500 x's (tion). REr00REPO:14TS OF IBC 0012 ANS IRC 2012 NOT BEINO 0)0'). 1 0OTT'0CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP OND. 2: Design checked for 1011-5 psf) uplift at 24 "oc spacing. •' For hanger specs. -See approved plans 000 BOTTOM TTOM CBCHK D LIVE LOADS ACT NON-C'ONCCIRRENTLY. IC VERTICAL DEFLECTION LIMITS: LL=1,/240, TI.=I./I80 MAX LL DEFL= 0.002"8 -1'- 0.0" Allowed= 0.100" MAX DL CREEP DEFL=-0.003"4 -1'- 0.0" Allowed= 0.133" MI3X 1,1,DEFL=-0.034"w 6'-11.5" Allowed= 0.596" MAX TL CREEP DEFL=-0.075"4 6'- 11.5" Allowed= 0.794" 1.035 L0 DEFL= 0.000"4 0'- 0.0" Allowed= 0.013" MAX TO CREEP DECO= 0.000"f 0'- 0,0" Allowed= 0.017" P03i HORT0. Li.DEFT,= 0.009"8 12'- 4.5" MAX H0511. TO DEFL= 0.016"9 12'- 4.5" 7-01-04 5-08-12 'I' i T Design Conforms to main indforce-resisting if system and components and cladding criteria .3.00 0- Wind: 140 mph, 9=20.805, TCDi;6.0,BCDL=6.0,ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, E;:p.B, MFRS(Did, load duration factor=1.6, M-3x5 5 _ End vertical(5) are exposed to wind, �� Truss deSIgned for wind loads M-3x5 M-1.5x4 `_ .tri the plane of the truss only. M-3x4 � %/_ Truss designed for 4:;2 outlookers. 2::4 let-ins M-3X5 3 of the same size and grad,as.structural top o chord. insure tight fit at each end of let-in. ' • xp Outlool:ers must be cut with care and are M-1.5x4 �J o permissible at inlet board areas only. i M-3x5 _ I 6 o M-3x4 M-1.5x3 M-3x4 I, I. 6-11-08 5-10-08 J'1-00 y 12-10 0-01}-08 `c�F,�'`NGP Fe6C.5' Ac' 17 :9200P 1-- JOB JOB NAME: NRT LOT 23 PATIO COVER - P1 Scale: 0.3998 tlail!,. ./0 -- WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON 4../t.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown ands for an individual Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper G 2J,9 1N +A, in 2.2xa compression web bracing must be installed where shown�. wrporzGon of component s the responsibifry of the building designer. 2O Y J n 4 O 3.Additional temporary bracing to insure stability during construction 2.Design assumes Na top and bottom chords Co be laterally braced at i ��y is Na responsibility of the erector.AtldNonal permanent bracing of 2'0 b and at 10 oc respectively unless braced throughout their length by omen..sheathing such as pp..sheath hg(TC)a ndror chip/01BCI. ili -RR10-- DATE: 3/16/2016 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.+ SEQ.: K1815511 0 No bad should be applied to any component until atter all bracing and a.installation ortruss isthe responabiuyofthe respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes Trusses are to be used e a nomoorrosee environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrushas nocontrol over and assumes noresponeibillyfor the eaaeemasNllbearbgatall supports hownShim prwedge� EXPIRES: 12/31/2017 fleeces,. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 16,2016 6.This design is rum fished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and paced so Nair center TPTMTCA in BCSI,copes of which will be fun ishad upon request, lines coincide with joint center lines. 9.Digits indicate see Opiate in inches. MiTek USA,Inc/CompuTrus Software 7.6.7(11)-E 10.For basic connector plate design Values see ESR-1311,ESR-1966(MiTek) SymboDs Numtwerino4 Syster a Ali Generd Sok- utas PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property —D' 'a /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 11. Additional stability bracing for truss system,e.g. 11‘66. and fully embed teeth. 2 3 diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0 /16„ wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 1LBS1 p bracing should be considered. 3. Never exceed the design loading shown and never � 411111p stack materials on inadequately braced trusses. C7-8 C6-7 C5-6 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locatedesigner,erection supervisor,property owner and plates 0-1/1g' from outside BOTTOM CHORDS all other interested parties. edge of truss. This symbol indicates the required direction of slots in connector plates. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. 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,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that e 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. ,.=■, reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. I II I 110- 411 18.Use of green or treated lumber may pose unacceptable '.III environmental,health or performance risks.Consult with rye _4 project engineer before use. Industry Standards: '......... � 111111•1111111111111 mow ANSI/TPI1: National Design Specification for Metal -.” 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. j.11111 1 and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. o , BCSI: Building Component Safety Information, R 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, i 'i ANSI/TPI 1 Quality Criteria. Installing 8.Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013