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Plans (129) K i 3O\cs— (C lL4 1 (5AJ i 1 t(--\ 5--. 40'-0• r 1 AR1 AR! — N N '4 J1 J 1MO �� J2 J �\ V J3 IL ; � I _Pv J4 H J50 J5 J, 7: 2 _ J6 t J7 - " — J7 1 I J; J8 J'— — _' -._ J9 J1' f 1 / °° / J10 J11 . 3 I 9 J11 J14 t J8� _, J7 _ 44:12 4 e - .- J6 7:12 - \ :\ / :. . , - 11 , I 1 J12(10` J13 (5) Housze 14:12 r_,124134 'ii, 111:12 "_'_"I r pi( ' a (ter D1 �J�. el Na Z CONFORMS TO DESIGN CONCEPT .,-./ / i' gi 111CONFORMS TO DESIGN CONCEPT WITH GARAGE RIGHT t REVISIONS AS SHOWNIVl_ "Jl 11'•8• I ❑X CONFORMS TO DESIGN CONCEPT El0 REVIS ONS NOTEDSIGN CONCEPT WITH NON-CONFORMING-RrCil ISE AND RESUBMIT NON-CONFORMING—REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEW'D FOR GENERAL CONFORMANCE 20'-6' THIS suy rT., w s BBery PEVEWEy FOP GBrvyRA'00'L'r'7 E WITH THE DESIGN CONCEPT ONLY AND OES NOT RELIEVE THE wrtR TORNE OR OF RESPONSIBILITY Trvo GOO ROT EWIT 6 TGe O' DRAWINGS S ErvDOF OF RESPONSIBLLRY FOP CODES AL OF WITH DESIGNAVE FABRICATOR/VENDOR OF RESPONSIBILI-Y FOR CONFORMANCE WITH THE JOIE- oP wiu�,saEaFicmo AND APPLICABLE ones,ALL of wni ry HAVE PRIORITY OVER THIS SHOP DRAWING. DESIGN DRAWINGS AND SPECIFICATION`-ALL Or man Meat PHIURITT By Alexia RAW Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 10, 2014 CT ENGINEERING INC ©CopyrightCompuTrusInc.2006 — DUILL&H: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENT NLY.REFER TO TRUSS CALCULATIONS AND REVISION-I: ENGINEERED STRUCTURAL PROJECT TITLE: DRAWINGS FOR ALL FURTHER $" PLAN 5-A COFFERINFORMATION.SIBLEFORALLINONT Patti" umber DESIGNER/ENGINEER OF RECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS �s DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5-A / A-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO & TRUSS COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ,„ 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. mil® Mi Milek® MiTek USA, Inc. 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly s, 6.006. 0 ‘5:03... avid Baxter, P.E., S.E. Sr. Structural Engineer ��RED PROA? Sol MiTek USA �\g �GNGINEF�' i0 44, 2 DB ''t' :9200PE 9r .W41111115. rr yL 4 OREGON o,A4, <0 qy 14, 2ti .t- 12/06/2017 ifrfRRILL EXPIRES: 12-31-2019 MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-342_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: R45642830 thru R45642844 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �, ,cO PROFer, GINEF9 4.,;(s>0*� 87022PE 9r N ^N vc‘Aj, OREGON rL) 9bOS�4'1BER A. HE(�P . g. IA 7 October 13,2015 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 R45642830 PL15-342_UPPER F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:36 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-o8vet_mGshZN_EEXyc11tOApjdQmG7KxvddzZQyTrlr » 1 2-6-0 1 1 2-2-9 I I 1-2-0 11 2-4-11 1 Scale=1:28.6 1.5x3 II 3x5 — 1.5x3 II 3x4 = 1.5x3 11 1.5x3 II 3x5 = 1.5x3 I1 1 2 3 4 5 6 7 8 o t o \ o / e 0 0 or rr e ee 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-0 1 9-11-9 1011x1 1110-7-0 3 1 11 16-4-12 1 9-11-9 'INV 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 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) 13=715/Mechanical,9=715/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=316/0,2-13=1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 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. J <��ED PROF&, c$ 0.0 5 �CNG]NFF9 /02 �� 87022PE yr / 7 c 'N N SAT OREGON ti�OAU 9O �MBER1� On A. He?, EXPIRES:06/30/2017 October 13,2015 1 __ 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. IE. Design valid far use only with Mrfek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 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 Job Truss Truss Type Qty Ply POLYGON R45642831 PL15-342_UPPER F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:37 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-GKTO5Jnvd_hEcOojWJpGPciz71 mx?cf48HMX5syTrlq 1 2-6-0 1 1 2-0-11 1 1 1-2-0 1 1 1-0-9 1 Scale=1:25.9 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 1.5x3 11 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 e e —11140444444444444 —1411141411114111411411411111411t All,— 9 e e e e 1' 12 11 10 9 - 3x4= , 3x6 = 3x4= 3x4= 3x4 = 10-6-3 11-2-11 1 9-9-11 9-11(3 111-1-0 1 1 14-10-12 95-11 0--6 0-7-0 3-8-1 Plate Offsets(X,Y)- 0 7-0 a1-6 [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.20 11-12 >870 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.33 11-12 >537 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:66 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) 13=649/0-4-4,9=649/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2140/0,3-4=-2140/0,4-5=-1912/0,5-6=-1912/0,6-7=-1912/0 BOT CHORD 12-13=0/1359,11-12=0/2319,10-11=0/1912,9-10=0/1371 WEBS 6-10=-418/0,2-13=-1467/0,2-12=0/844,4-11=536/22,7-9=-1480/0,7-10=0/810 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. 0,03 PR 0 c. c��cos �,‘GIN ,,,EFs/o 870 2PE /fir yN �N �Aj, OREGON (t O�2 90 4/ 0,-,�`s A. HEp_ .- EXPIRES:06/30/2017 October 13,2015 t Nu A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MNiek° 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/TPt1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety InfonnaBon 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 R45642832 PL15-342_UPPER F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:37 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-GKTO5Jnvd_hEcOoj WJpGPciz11 le?ZI48HMX5syTrlq 2-6-0 II 2-5-1 I I 1-2-0 -I I 2-4-11 Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 0 2 N e 9e e e ^0 O cX9Q 1 12 11 10 3x4= 3x8= 3x4= 3x5= u 3x4= 10-10-9 11-7-1 I 10-2-1 1003[9 11-5-91 1 16-7-4 I 10-2-1 0--8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 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) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 WEBS 6-10=324/0,2-13=-1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)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. '`��r 0 P R Ope6, ��c"5 �NGINEFR /0�9 87022PE r .C.7%T OREG N rl 41 9O, FMBER 1� OS A. HEC)% EXPIRES:06/30/2017 October 13,2015 worm a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/1015 BEFORE USE. g Design void for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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 R45642833 PL15-342_UPPER F04 j Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:38 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-kW101fnXOIg5EYNv41 KVypF4gR2Bk09DMx64dJyTrlp I 2-3-0 1 1-4-11 1[ 1-2-0 !I 1-0-9 1 2-6-0 Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 iirll%iiillIllillh 9 ,1 I ••••••WPOne.'". 444411111WPP. .1 '0000°°°°'-"-"qlliiillIllIllhpIPIIIPPIPPP- . 11 410 - /4 IIIIIIIIIIIIIC. kJ 1„ 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4 = 3x4= 14-3-11 I 13-1-1.1 13-8-111 1 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y)— [12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=791/0-4-4,11=791/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=-2477/0,8-9=-2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 WEBS 7-13=0/354,8-12=-569/0,2-16=-1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=1858/0,9-12=0/1092, 6-13=-860/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���Eo P R OFFss �,�� NG `'/Go/�2 87022PE 9' y N ('o), OREGO tis <V -AO k)1,/801 1\ �O � S A. HO\ EXPIRES:06/30/2017 October 13,2015 I t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. 1. Design valid for use only with Mi rel&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642834 PL15-342_UPPER F05 Floor 9 1 , Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:39 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-CjbmV?o99cyyriy6ekrkVl olOrQaTPhNbbrd9lyTrlo I 1-3-0 I 1 1-1-1 ii 1-2-0 11 2-4-15 I 26-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 'awwwr-�w_iswr-� iimisnw A ''' ":-, N /- N 7 N VAII Al' / - _ - _ A° e 9 = e 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5= 3x5= 4x6= 3x6 = 3x5= 3x5 SP= 15-7-9 I 14-5-9 1 14-5-9 0.77-0 1 I 0-7-0 50-98 Plate Offsets(X,Y)- [12:0-1-8,Edge],[18:0-1-8,Edqe] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, 8-9=-4495/0,9-10=4495/0,10-11=-4230/0,11-12=4230/0,12-13=-3519/0, 13-14=-3519/0,14-15=-3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, 12-20=0/1057 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c.�(( O P R oFFss �� c.. �NGINEi F9 o- 870 2PEc N ,N N S. 7 SAT OREGON (15)O .pO FM BER \\ � ' A. HEY, EXPIRES:06/30/2017 October 13,2015 t WARNING-Verify design parameters10/03/2015 BEFORE USE.and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 111111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,OSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642835 PL15-342_UPPER F06 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:39 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-CjbmV?o99cyyriy6ekrkV 1 oPtrazTc1 Nbbrd9fyTrlo 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 I 1 = Scale=1:8.7 I I P FIII Pr alli 4 ill I I 0 N I -OM Mit 5 p' 4 3x4= 3x4= 9-1-81 4-1-0 I 1-8 3-11-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 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) 4=174/Mechanical,5=174/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '\��ED P R oFFss c.. �co NG�NFFR /o2 ,_44.., 87022PE vv • k :N �N s OREG•N (l) Ati OS A. HEY` EXPIRES:06/30/2017 October 13,2015 4 t NORM ifflo WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSII-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 R45642836 PL15-342_UPPER F07 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:40 2015 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-gv98jLpnwv4pTsXIBSMz1 EKTWFmoCviWciFbBiByTrin 1 1-7-12 11 1-8-15 1 1 1-2-0 I I 1-4-9 1 1-6-0 1 Scale=1:30.1 3x8= 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x4 = 1.5x3 II 3x5= 1.5x3 II 1 2 358— 3 4 5 6 7 8 9 10 11 eo e o • o e N -4114144141444411444.. -.11111111111111111411144,� � � � � I �O aex„,. N 19 19 17 16 15 14 13 14 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= 1-10-12 21)4 17-55.4 I 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y)— [2:0-3-0,Edge],[8:0-1-8,Edgej,[13:0-1-8,Edqe],[19:Edge,0-1-8] LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Ina NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:83 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, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS. (lb/size) 18=1194/0-5-8,12=627/0-2-12 Max Gray 18=1194(LC 1),12=662(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5=-2192/0,5-6=-2192/0,6-7=-2379/0, 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, 12-13=0/909 WEBS 9-13=-408/0,2-18=808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 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)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 • - ' •• - • • .' -•by other means. 4)CAUTION,Do not erect truss backwards. 1 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated loads)-304lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. f�D P R OFts 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��C•3\ NGI NE�R '5,, LOAD CASE(S) Standard17 1)Dead+Floor Live(balanced):Lumberincrease=1.00,Plate Increase=1.00 87022P� Uniform Loads(plf) Vert:12-19=-8,1-11=-80 Concentrated Loads(Ib) . i CV Vert:1=- 9304(F) • <IX • - >, ,11/11/9Or,AMBER \\ `S A. 1i ? EXPIRES:06/30/2017 October 13,2015 tt AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suites Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642837 PL15-342_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 13 08:51:40 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-gv98jLpnwv4pTsXIBSMz1 EKaaFv5CO3WgFbBiByTrin 1 2-6-0 10-5-10 1 I 1-2-0 1 1 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 11 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 ee a e 0 0 .7._., N N e e 3x4= ( ) 1 9 8 /�/ 3x4= 3x4= 3x4= 1 3-1-2 31-110 3-9-10 1 4-4-10 4161 8-6-8 I 3-1-2 0-1-9 0-7-0 0-7-0 0-1-9 4-0-6 Plate Offsets(X,Y)— 18:0-1-8,Edgej,(9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BOLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 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) 10=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max,Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 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)10,7. 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. '`(�E° PR oFFss �c �NGINEF/9 /02 ct- 870 2PE /91' Ncv cA N OREGON <U ti 9Or,FMaER \' O S A. HE-C\ EXPIRES:06/30/2017 October 13,2015 I I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. IIIIp Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642838 PL15-342_UPPER F09 Floor 1 1 ;Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:41 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-85iXwhgPhDCg506U19tCaStILeG3xVTg2vKkEdyTrlm I 2-6-0 I 0-56 I I 1-2-0 1 1 1-7-2 1 Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 H 4 3x4= 51.5x3 11 • ---\ ____ 0 0 N N 1 � e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= 3-0-14 3[21 3-9-6 I 4-4-6 6-2-8 3-0-14 0-1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y)— [4:0-1-8,Edge],[8:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 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) 9=267/0-2-8,6=267/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4-6=-424/0 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)9. 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. ���01 PR R OFFS :,..,, �NGI NFFR s/O29 8 S 2PE / �' 7(pw -- OREGO1 cy o40 O I8ER OS A. HEY` \-\P EXPIRES:06/30/2017 October 13,2015 fI _ AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1F Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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 R45642839 PL15-342_UPPER F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:41 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-85iXwhgPhDCg506U19tCaStkOeFAxTEg2vKkEdyTrlm I 2-6-0 1 0-5-10 11 1-2-0 I I 1-6-14 Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7‘ 0 0 A N N -IC'* 9 e 8e3x4= 3x4= 3x4= 3x4= I 3-1-2 31-110 3-9-10 1 4-4-10 416-12 8-8-8 1 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y)— [8:0-1-8,Edqe],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/def1 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 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) 10=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 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)10. 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. '`er`- P R OFF0.0 ��co ENGINEER �O 2 Q 87022PE 91' / -y Aj, OREGON tis 4/ 90 'M8ER 1\ 0 OS A. HO; EXPIRES:06/30/2017 October 13,2015 1 I rr. Mi WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. l Design valid for use only with Weir®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/Wil Quality Criteria,D58-89 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 R45642840 PL15-342_UPPER F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:42 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-clGv81 q1 RXKX19hhJtOR6fQr52T3grkpHZ41m4yTrIl I 2-6-0 II 2-3-5 1 1 1-2-0 I I 2-4-11 1 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 0 0 o N I 101111 444 o O a. f� 1 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 10-0-5 101113 11J-131 I 16-5-8 I 1 10-0-5 0--8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress!nor YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 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) 13=718/0-1-12,9=718/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 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)13. 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. ��,R0 PR OFFS �c\� �NGINEF9 0.c, co 87022PE r / Q `C's ' � N 7 Aj, OREGON (yam O40 dor, BER 1� Q� `s A. HE EXPIRES:06/30/2017 October 13,2015 I1 memo AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. IVO" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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 R45642841 PL15-342_UPPER F13 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:42 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-clGv81 q1 RXKXi9hhJtOR6fQnE2QvggUpHZ41m4yTrll I 2-3-0 I 1 1-4-11 II 1-2-0 II 1-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 oe o a _ � o ` 1114411411114444- / o e 1 15 14 13 12 3x4= 3x8= 3x5= 3x4= 4x4= 3x4= 143-11 I 13-1-11 13-8-111 I 18-3-0 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y)— [12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress lncr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=797/0-4-4,11=797/0-2-12 FORCES. (Ib)-Max.Camp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=-2556/0,7-8=-2556/0,8-9=-2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 WEBS 7-13=0/349,8-12=-534/0,2-16=1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=-1869/0,9-12=0/1118, 6-13=-853/0 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)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �\co NGP EF,4 `vo 2 t4870 2PE ter' yN �N �Ais OREG N cl:OWN �O FM8ER \\ OS A. H Ep`�P EXPIRES:06/30/2017 / 7 October 13,2015 I t lin A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Mitek®connectors.connectors.This design is based only upon parameters shown,and is for an individual building component,not . E. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/IPI1 Quality Criteria,1:49-89 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 R45642842 PL15-342_UPPER F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:43 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-5UgHLNrgCgSNKJGttawgftyl3SriPLdzWDprIWyTrlk 2-0-0 I I 1-10-1 I 11-2-0 I I 2-5-3 Scale=1:21.0 1.5x3 H 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 63x4= 7 e .e. ,t.- ° .P.,'`- , ,.,:' iii 0 N N e o e a, aa(��/f 1 �! 11 10® 9 SLS 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 19-4-9 I 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,V)- [6:0-1-8,Edge],[10:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 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) 12=525/0-2-8,8=525/0-1-12 FORCES. (Ib)-Max.Camp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=-1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 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)12,8. 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. �,c0 P R Ore ��Ng� NGINEF9 4.5'.n s2v 870 2PE r yN ,N N Ai, OREG N R (1./ 'AC '/I/SER \\ OSA. HE ' EXPIRES:06/30/2017 October 13,2015 1 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Kli Design valid for use only with MiTeMB connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI 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 R45642843 PL15-342_UPPER FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:44 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-ZgOfZjslz8aEyTr3QIRvC4VH4sH18sz6ltZOryyTrlj 1-4-12 1-4-0 1 1.5x3 I 2 3x4 = 3 1.5x3 II Scale=1:8.7 K K { { 5 4 3x4= 3x4 = 2-11-12 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina- NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012lTPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) _c0 PROP.ss (-/ 4/../ 87022PE 9r N rN 1<NAj OREG N (1.15 OlV~ A. HEY% EXPIRES:06/30/2017 October 13,2015 t mum 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MlTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 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 Job Truss Truss Type Qty Ply POLYGON R45642844 PL15-342_UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:43 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-5UgHLNrgCgSNKJGttawgfty3ZSv4PNPzV9DprlWyTrlk 1-6-0 I 1-5-10 I I 1-240 I I 1-4-14 I2-6-0 j Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4 = 11 3 4 53x4= 6 0 0 NN e e e e e 3x4= 1 /* f 3x4 id X\ 9 8 = 3x4= 3x4= I 3-2-10 I 3-310 4-4-10 j 8-8-8 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)- [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:39 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. (Ib/size) 10=497/0-2-12,7=412/0-2-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=926/0,3-11=926/0,3-4=-926/0,4-5=-926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 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)10,7. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASES) Standard 1)Dead+Root Live(balanced):Lumber increase=1.00,Plate Inuease-1.00 PR Loads If) Uniform Vert:7(10=-8,1-6=-80 �CD<(' NGIN FF`rvi0 Concentrated Loads(lb) R 2 Vert:11=-169(B) -9 87022P� r . ' i >cv y SAT OR GON ti O<(/ 90 EMBER 1,� Os A. 1-4E-° EXPIRES:06/30/2017 October 13,2015 t 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MiIel&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. CitrusuHeights,CA 95610 All Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4$ dimensions shown int ft-in-sixteenths Failure to FOIIOW Could Cause Property a offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury ra= Dimensions are in ft-in-sixteenths. iii� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See SCSI. TOP CHORDS 01 �� 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I IUMp bracing should be considered. 1_A 4,, zOO1 u 3. Never exceed the design loading shown and never Ostack materials on inadequately braced trusses. C7.8 Cb-7 CS-b O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate � designer,erection supervisor,property owner and plates 0-1/i ' 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 *Plate AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that 'OP Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 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. MI IIM reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �_fo 18.Use of green or treated lumber may pose unacceptable ►_� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Ftfl iTe Ic� 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 1 lot MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89 UP Fax 916/676-1909 5A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc. under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832507 thru R41832521 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. P R OFe � ss C� tiNGINEF� /� e 2PE �. y -1)j, OREGON 4ry� I 0 &ER 1? Q� S A Her' EXPIRES:06/30/2015 April 22,2014 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. NT MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89 UP Fax 916/676-1909 5A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832507 thru R41832521 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ZONIO 6 ... cr ki (" -4bisrvirkv SS OVAL , /`r,' - . April 22,2014 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 5A R41832507 PL14-89_UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:38:54 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-u5L6y4I5vXMDrSQ6LFhTXUOBVnApewMJpiAlyjz000? I 2-6-0 I I 2-2-9 11 1-2-0 II 2-4-11 i Scale=1:28.6 1.5x3 I I 3x5 = 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 • o o ` • _ • \ O O N e e 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 1051 11-4-9 I 9-11-9 101 1 111-3-1 1 1 16-4-12 1 9-11-9 a-1-(a 0 7 0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edaei,f11:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 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) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'IONI TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 0% 01' a. WAS 'fir WEBS 6-10=-316/0,2-13=1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 0 tS 61` . NOTES 4 .:. 1)Unbalanced floor live loads have been considered for this design. N i 2)Refer to girder(s)for truss to truss connections. -it 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. L�1' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to d�J 49639 '4 be attached to walls at their outer ends or restrained by other means. Ok2� iS ' LOAD CASE(S) Standard ,,ss, L��� ��Qkl- PROF ss c�5 c c3 NEF,4 %2 87022P% 1- „ i N y �AZ j, OR GON n 0 �0 �MBE'R 'N1 0,0 . Ec H EXPIRES:(10/2015 April 22,2014 A WARNING-Verify design parameters and READ AOTES ON THIS AM)INCLUDED MITEK REFERE&I PAGE MII-1473 rev.1/29/2014 8fff 0REUSE �� t Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 M Southern Pine(SP1 lumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 5A R41832508 PL14-89_UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:38:55 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-N HuVAQ ljggU4Tb?IvyCi3ixLvBX_N PgT1 MwJUAzOQU_ 2-6-0 I I 2-0-11 I I 1-2-0 I I 1-0.8 Scale=1:25.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 o � -A/ o s N e e • ee 1 12 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 = 10-6-3 11-2-11 I 9-9-11 9-11r3 11-1-3 14-10-12 I 9-9-11 01-80-7-0 I I 3-8-1 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,F11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.20 11-12 >870 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.33 11-12 >537 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:66 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) 13=649/0-4-4 (min.0-1-8),9=649/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ZONIO p,, TOP CHORD 2-3=-2140/0,3-4=-2140/0,4-5=-1912/0,5-6=-1912/0,6-7=-1912/0 iC' BOT CHORD 12-13=0/1359,11-12=0/2319,10-11=0/1912,9-10=0/1371 o 01 W WEBS 6-10 41810,2-13=1467/0,2-12=0/844,4-11=-536/22,7-9-1480/0,7-10=0/810 �J �<S, 0 'G.,?, NOTES • O� trt 1)Unbalanced floor live loads have been considered for this design. i N 2)Refer to girder(s)for truss to truss connections. '04. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r ;ir 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 to49639 ea • be attached to walls at their outer ends or restrained by other means. 0� �. ITER� tCyt LOAD CASE(S) Standard �s4/ON L 6 (,,R,V P ROFes, ,N5 �NGI N FR f07,-___, �� :87022PE • / 01 <V yf<%Aj, OREGO tis O<0 90 AMBER 1N 0`S1. Her`t‘P EXPIRES:f0/2015 April 22,2014 tt A WARNING,-Verity design parameters and READ MOTES ON MS AND INCLUDED MIIEK REFERENCE PAGE MIT-7473 rev. BEFORE USE igirm Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SPI lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5A R41832509 PL14-89_UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:56 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-rUStNmJLR8cx51ZUTfjxcvUWYbsw6pZcG0fs?czOQTz 1 2-6-0 1 2-5-1 1 1 1-2-0 I I 2-4-11 1 Scale=1:28.9 1.5x3 11 3x5 = 1.5x3 II 3x4 = 1.5x3 H 1.5x3 II 3x6= 1.5x3 11 1 2 3 4 5 6 7 8 a\ o e \ o N N O .4116. e a �_ S 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 109 111-59 I 1 16-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): I10:0-1-8,Edgel,111:0-1-8,Edciel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 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) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. orvoNro N, TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 OS of,wasI fit• WEBS 6-10=-324/0,2-13=-1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=1660/0,7-10=0/1140 (..) 4 6-* NOTES AZ' .:, cel fr 1)Unbalanced floor live loads have been considered for this design. N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \ , 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. X16, 3 +9639 ,W� LOAD CASE(S) Standard �r� �QISTER� ��co p R.0Fex, �� �NGI NE•cR /02 8 `$ 2PE ,r y IV i >" �Aj,.OREGO (15) ii./ 401`S A. HET" EXPIRES:n6/30/2015 April 22,2014 t __ f 0 WARNING-Verity design parameters and READ M)IES ON TNISAND INCLUDED WHEN REFEREMJ PAGE 1411-1473 rag 1/29/2014 BEI-DRUM . Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP}Lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type 'Qty Ply 5A R41832510 PL14-89_UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:57 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-Jg0Fb6K CRkoiv8h1NEA970dL?9TrGQIVgPPX2zOQTy I 2-3-0 I 1 1-4-11 ii 1-2-0 ii 1-0.9 1 2-6-0 I Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a _ _ e CI e a \ e /--N_ - a �, N O 00000•0000- N ° e °e e° , 1. 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4= 3x4= 14-3-11 13-1-11 '0-7-0110-7-01 1133-9-9 Plate Offsets(X,Y): 112:0-1-8,Edgel,113:0-1-8,Eduel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 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 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0:14'r TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=-2477/0,8-9=-2477/0 , Jp BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 OV • �{� WEBS 7-13=0/354,8-12=-569/0,2-16=-1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, Q. 6-13=-860/0O� MNOTES N1)Unbalanced floor live loads have been considered for this design.2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. w4)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 tobe attached to walls at their outer ends or restrained by other means.1 nen casF(s) Standard �G - _ .S<° ,,iEO PROFen 144 "7 4c :87022P/ r" y �'oj, OR GON ti'4� "A0 AMBER �,� OS A.. HEY" EXPIRES:116/30/2015 April 22,2014 t f A WARNING-Verify design parameters and READ NOTES ON MS AND INCLUDED MIIEK REFERENCE PAGE NII-7473 rev.1/29/2014 BEFOREIJSE Design valid for use only with Wick connectors.This design is based only upon parameters shown,and is for an individual building component. MT Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mirek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IP11 Quality Criteria,058-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 H Southern Pine 1SP)lumber is specked,the design values are those effective 06/01/2013 by ALSC 1 Job Truss Truss Type Qty Ply 5A PL14-89_UP F05 Floor 9 1 R41832511 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:38:58 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-nsadoSLczlsfK3jta4mPhKZrvOXsafyvjK8z4VzQQTx 1-3-0 1 1-1-1 II 1-2-0 11 2-4-15 2-6-0 Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 404= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 o 11 vvN:v :vN:vt _ rsi 1� 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5= 3x5 WB= 15-7-9 I 145-915-0-9II I 70-9-8 I 14-5-9 0-7-0 b-7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edgel.118:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 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) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OONIO TOP CHORD 2-3=-2003/0,3-4=2003/0,4-5=-3413/0,5-6=3413/0,6-7=-4247/0,7-8=4247/0, 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=4230/0,12-13=-3519/0, Ocj ok WASr 4fir 13-14=-3519/0,14-15=3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, ' r �l d I 19-20=0/3519,18-19=0/3519,17-18=0/1990 ':-. 0 WEBS 12-19=-357/0,13-18=-426/0,2-26=1375/0,2-25=0/1183,4-25=987/0,424=0/813, N 6-24=618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=327/0, to, 12-20=0/1057 ; r NOTES iii 4 4963969 9639 wi 1)Unbalanced floor live loads have been considered for this design. ��, 0.1STER 2)All plates are 1.5x3 MT20 unless otherwise indicated. S CS 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. SI(i j - 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. �Q‘E,i P R OFe LOAD CASE(S) Standard �` ' NOI NE ,. S'S 7Q 2 870 2PE r / y OREGON q, �/V %'4I8ER ,' I,l9 A HES EXPIRES:G6i30/2015 April 22,2014 t r A WARNING-Verify design parameters and READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE 1411-1413 rev.1/29/2014 BEFORE USE MIME. Design void for use only with Miiek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mirek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610. N Southern Pine(SP1 lumber is specified,the design values are those effective 06/01/2013 try ALSO Job Truss Truss Type Qty Ply 5A R41832512 PL14-89_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:59 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-F38??oLEj3_WyD138oHeEY678o1 UJJY2y_uWcxzOQTw 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 II 111 111,1111II w 0 N E'dM MP NW 1 // 4 5 Q' 3x4= 3x4—9-1-81 4-1-0 I 0-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Ina' YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 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) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ' orcONIO 44, NOTES O� of WASE 1)Refer to girder(s)for truss to truss connections. y, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. t.T��,' r, CSO Tit3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. a;-f-"-,;, 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 1 rq VIN be attached to walls at their outer ends or restrained by other means. / LOAD CASE(S) standard ,.t49639 ,4' "Its�. ISTERP . <(' ED_PROF.0n Co N l N EF/9 X029 A . :87022PE • ."‘evt4.4 <V y Aj, °REGO ti�CO 9O :114, BER 1\ r Or, HE��P EXPIRES:{ 0/2015 April 22,2014 4 I A WARNIM-Verify design parameters and READ PALES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7413 rec 1/29/2616 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. » Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine 01 lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5A R41832513 PL14-89_UP F07 Floor 12 1 Jab Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXl UY-BRGmQTNUFgFDBWSSGDJ6JzBLXcYXn3SLQINdhpzOQTu 1 1-7-12 1 1 1-8-15 1 1 1-2-0 1 1 1-4-9 1 1-6-0 . 1 Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x5= 1.5x3 II 1 2 3x8= 3 4 5 6 7 8 9 10 11 o ,N- o & e 19 8 17 16 15 14 13 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= 1 1-10-12 2-914 17-5-4 1 1-10-12 0-'143 15-5-0 Plate Offsets(X,Y): 12:0-3-0,Edgel,18:0-1-8,Edgel,f13:0-1-8,Edoel,119:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incl NO WE 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:83 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, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) a Max Gray 18=1194(LC 1),12=662(LC 4) 0NIO FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5=-2192/0,5-6=-2192/0,6-7=-2379/0, GOA,s(0 it,WASP,, 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 "qt Ni CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, QS i, C' Ti,, 12-13=0/909 �� Cil WEBS 9-13=-408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, tV 4-16=0/641,4-17=935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 kr. / NOTES r0 49639 k/� 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)12. ��( SISTER 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. s`401SUO: 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. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. Ep<(' .p R'°F ss The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �NGI NEF, /Q2 LOAD CASE(S) Standard -" 87Q22PE 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) / Vert:12-19=-8,1-11=-80 Concentrated Loads(lb) N N Vert:1=-304(F) 7 SAT OREGO ti�OIC/ 'AOn WSER .V\_,v..÷ HEP` EXPIRES:(16130/2015 April 22,2014 4 t A WARNING-Verify design parameters and READ 807ES ON MIS AND INCLUDED MIIER REFEREPEE PAGE ttII-1473 reit 1/29/2014 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. �p Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/D.11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 M Southern Pine ISP)lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5A R41832514 PL14-89_UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-BRGmQTNUFgFDBWSSGDJ6JzBSbchgnApLQINdhpzOQTu I 2-6-0 1 0-5-10 I I 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 e ° e ., •0 0 N \--- e, a ° ° e3x4— 1 9 8 4" 3x4—3x4= 3x4= I 3-1-2 31-103-9-10 14-4-10 416- 8-6-8 I 3-1-2 0-1-b 0-7-0 0-7-0 0-1-b 4-0-6 Plate Offsets(X,Y): f8:0-1-8,Edae),f9:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 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) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ONIo I,- TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 Q,C` + ' BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 Oc 01'AS .y, WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 C.) i i GT �A F NOTES ,' O't tft 1)Unbalanced floor live loads have been considered for this design. I N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. / 7 f 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d 49639 Qr� be attached to walls at their outer ends or restrained by other means. '''4,`�� iS.i. .PY LOAD CASE(S) Standard s'SIONALr ��o0�.PROFA-, �<c� 'NCaINEFR io2` :8 • 2P y �Aj, OREGO r)c Otid 'AC BERR11 C`S A. HO; EXPIRES:06;1 0/2015 April 22,2014 f 1 A WARNTMI-Verity design parameters and READ KITES ON THIS AND INCLUDED MITER REFEREICE PAGE WI-7473 MK,1/29/2514 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. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 N Southern Pine OSPf lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss 'Truss Type Qty Ply 5A R41832515 PL14-89_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Mitek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn40sHnThlyaUAczwoszX1 UY-feg8ep060_N4pg1 epwgLrAjdNO2oWTDVey6ADGzOQTt I 2-6-0 I 0-5-6 I I 1-2-0 I I 1-7-2 Scale:1"=1' 11.5x3 I I 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 11 J o O N N K 01 e e e �b 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4 = I 3-0-14 3-2-6 3-9-6 1 4-4-6 I 6-2-8 I 3-0-14 d-1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edael,F8:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (Matrix) Weight:29 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) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ¢� c NIS TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 G05�Qv'WASj�T, WEBS ' 2-9=-456/0,4-6=-424/0 `W NOTES I A �- 0� L21 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. 0/ 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. � 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'd W� 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 "0 49639 be attached to walls at their outer ends or restrained by other means. v,�� S Rte~ SSI S1,1G la LOAD CASE(S) N¢L. O Standard `C,N �NCal NE19 /�2 4 8702PE r CP (N1 7 CAj, OREG N rp 14, AO AMBER 11 ‘O x`55 HEaaP EXPIRES:a6130/2015 April 22,2014 4 , A WARNING-Verify design parameters and READ PLIES ON THIS AND INCLUDED MIMI(REFEREMf PAGE M11.1473 re 1/29/2014 BEFOREUSE �� Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the M iTeke erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 QualIy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP)lumber is spec ified,the design values are those effective 06/01/2013 by AISC Job Truss Truss Type Qty Ply 5A R41832516 PL14-89_UP F11 Floor 2 1 , Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-feg8ep060_N4pg1 epwgLrAjc201 vWd_Vey6ADGzOQTt 1 2-6-0 10-5-10 1 1 1-2-0 1 1 1-6-14 1 Scale=1:16.4 1.5x3 11 3x4= 1.5x3 11 1.5x3 11 3x4= 1.5x3 11 1 2 3 4 5 6 ee e v 0 0 N A e e e e e 1C . 9 8 3x4= 3x4= 3x4= 3x4= 1 3-1-2 3--10 3-9-10 1 4-4-10 4f6-z 6-8-8 I I 3-1-2 0-1-b 0-7-0 0-7-0 0-1-6 4-2-6 Plate Offsets(X,Y): f8:0-1-8,Edgel,f9:0-1-8,Edgel I LOADING(psf), SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 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) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. oZONIO N, TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 & oV V ASN,, 'Y WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 CJ �A'(° air, C�d NOTES I e l ' o, 1)Unbalanced floor live loads have been considered for this design. i N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i�';ir 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 ,P 4 49639 kyrda • be attached to walls at their outer ends or restrained by other means. 0�� .6)3 1'9 LOAD CASE(S) Standard s'1.0 ALti�G (c,R1/4c ) P R,OF4-, SGIN /�2 � 8 $ 2PE r y NCV �'O OREGO (15) _11./ 9c),-,cq'j$ER � *V\S A. HE��P EXPIRES:(16130/2015 April 22,2014 I I ®WARNING-Verify design parameters and READ NOIES ON THIS AND INCLUDED MIIEK REFEREMX PAGE 1411-7473 tea 1/29/20I[BEEoREti4E Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPII Quality Criteria,055-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISPI lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5A R41032517 PL14-89_UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:03 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-8gNWr9PknHVxQgcqNdLa00Gj6PFoF_VetcsklizOQTs 25-0 I I 2-3-5 1 1 1-2-0 I I 2-4-11 Scale=1:28.7. 1.5x3 I I 3x5= 1.5x3 I I 3x4 = 1.5x3 I I 1.5x3 II 3x5= 1.5x3 H 1 2 3 4 5 6 7 8 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIt N hi 0 L / I \ a e / • O N e 0 e OI 19 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 101113 11-3-1311 16-5-8 1 10-0-5 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 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 SOT 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) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. oONIO TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 �A BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 C.) A") �o WAS 4: WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 YC NOTES 1 y fir. oit ridy 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 4/ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 f be attached to walls at their outer ends or restrained by other means. P ::,..'rr 9639 w�s{,�, � STER� .�' LOAD CASES) Standard S'Sj" 06 X50 cO PROFe i� SNR I NEEf�2 87* 2PE •p y cnt�,oT OREGO ti OQ. B ER OS A A. Hex- EXPIRES: # EXPIRES:00/2015 April 22,2014 1 r A WARNING-Verify design parameters and READ M77ES ON THIS AND INCLUDED MIIEK REFERENCE PAGE NII-7473 rev.1/23/2018 WORE USE - �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Cdteda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP}lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5A R41832518 PL14-89_UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXlUYcOxu3VPNYbdo2_B1xLspxbpq?pYt_Q1n6GbHH8zOQTr I 2-3-0 I I 1-4-11 ii 1-2-0 ii 1-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I1 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 -,N. - o .. — 44441 O \\! V N o °e e 1� 15 14 13 12 fgXT 3x4= 3x8= 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 X0-7-0110-7-0I 18-3-0I 13-1-11 -11-5 Plate Offsets(X,Y): (12:0-1-8,Edgel,f13:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) • end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 10.14I0 p,, TOP CHORD 2-3=-2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=-2556/0,7-8=-2556/0,8-9=-2556/0 Q,1 �C BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 O5 di"st4i y, lfr WEBS 7-13=0/349,8-12=534/0,2-16-1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11-1869/0,9-12=0/1118, () 4' G L 6-13=-853/0 1 AQ _, TOS N NOTES `' 1)Unbalanced floor live loads have been considered for this design. 1 -,tom, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. rflii , 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. lei, 49639 w� 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 fD �.(1S'I'ES� be attached to walls at their outer ends or restrained by other means. . _LOAD CASE(S) Standard SSI�N. � - eZ) P R.OFFS �, �NC�1 NEF/9 87022Pi • i- i >N y �A>, OR GON cy'' 9�, �MoER �� O EXPIRES:86130/2015 April 22,2014 I A WARNING-Verify design parameters and READ NO TES ON MIS AND INCLUDED MIIEK REFERENCE PAGE MII.7413 reit 1/29/2914 BEFORENSE Design valid for use only with MRek connectors.This design is based only upon parameters shown,and is for an individual building component. l• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 f Southern Pine ISP)lumber is spec wed,the design values are those effective 06/0112013 by MSC Job Truss Truss Type Qty Ply 5A R41832519 PL14-89_UP F14 Floor 6 1 . Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-cOxu3VPNYbdo2_B1xLspxbpv4peR_UOn6GbHH8zOQTr F 2-0-0 I I 1-10-1 I F 1-2-0 1 1 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 o o o ee o 0 0 N � o- ee 1, 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 I8-9-9 I I 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): f6:0-1-8,Edgel,f10:0-1-8,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 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 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) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0cNIO Ns TOP CHORD 2-3=-1397/0,3-4=1397/0,4-5=-1183/0,5-6=-1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 GAS�Q1f!NASJ.�T, lir WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 N NOTES e , `> O to 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,844.4 . 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � 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 16 + 49639 w� be attached to walls at their outer ends or restrained by other means. O�c7.,..5*,�i�;j<STER9 LOAD CASE(S) Standard 410NAL G �c$0) P R �oFFss mac` ANG!NEFR ��� 870 2PE •p y�� "c>,� OREGO ti Owl 'A0 �MR aEB ÷ `s A. HEN- EXPIRES:W/30/2015 EN-EXP.IRES: 0/2015 April 22,2014 1 , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERENCE PAGE MII-1473 rev.1/29/2014 WORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M Frei('erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 H Southern Pine Of Lumber is specified,the design values are those effective 06/01/201.3 by ALSC Job Truss Truss Type Qty Ply 5A R41832520 PL14-89 UP FG1 FLOOR GIRDER1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:06 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-YP3fTBRd4CtWHIKP2mvHOOuKrdQGRS_4Za40M1zOQTp I 1-4-12 1 1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 • 0 N I J 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012TTP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 t+ 'LIQ 14, Q5 p,w1 NOTES 01;!IASI-lr, 1)Refer to girder(s)for truss to truss connections. G C 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� 61.0, �' d 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 y .- 01, N be attached to walls at their outer ends or restrained by other means. i 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. \,..,:,-"47._____,,,) 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). K1 ck' ie„ 639 CV' • LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �.S'Sj.0N ,S5 1) Uniform Loads(plf) = Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) <C��� PR.OPk- -37 ����5 NG l NEER /C;' :87022P/: • • „ a cv y �Aj, OR GON cvc) 411 'A0 �M8ER 1' OS A. HE# EXPIRES:11&3012015 April 22,2014 A WARNING-Writ ydesign parameter and READ NOTES ON MIS AND INCLUDED MIIEK REFERENCE PAGE MII-7473 reit I/29/2014 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. 1R Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 N Southern Pine$P}lumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 5A R41832521 PL14-89_UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:05 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-4CVHGrQ?Jvlfg8IDV202TpL6KD22izQxKwLrgbz0QTq 1-6-0 1 1-5-10 1 1 1-2-0 i 1 1-4-14 i 2-6-0 Scale:3/4"=1' 1.5x3 II 1.5x3 11 1.5x3 II 1.5x3 11 1 23x4 = 11 3 q 53x4= 8 9 N7.--- 9 N XX1(1 9 e 8e3x4= �x(-jf //` �' 3x4= / 3x4= 3x4= I 3-2-10 1 3-9-10 1 4-4-10 i 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Edge1,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 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) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. PST NIO TOP CHORD 2-11=-926/0,3-11=926/0,3-4=-926/0,4-5=-926/0 O� a BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 NOTES G���� ATO d 1)Unbalanced floor live loads have been considered for this design. 14N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. kok 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .: 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 "dII, .49639 <q be attached to walls at their outer ends or restrained by other means. ����'(�zsRti9 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. sSI0 �L0G 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��c PR OF�ss Uniform Loads(plf) Vert:7-10=-8,1-6=-80 Concentrated Loads(Ib) �� �'. ��NF�15) �O Vert:11=-169(B) 29 87022PE • r' / yCP • ,N �Aj, OREGO (153 �N 90 `M6ER 1.\ O 06, A. HET' EXPIRES:00/2015 April 22,2014 f f A WARNIKG-Vealt y design parameters and READ NOIES ON MIS AND INCLUDED MI1EK REFERENCE PAGE MII-1413 maI/29/201dBEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M•• Tek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/tPl1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP)lumber is specified,the design values are those effective 06/01/2013 by ALSC t Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury r��I. Dimensions are in ft-in-sixteenths. 11%‘. Apply plates to both sides of truss 1 2 3 1. dditional stability bracing for truss system,e.g. and fully embed teeth. •iagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. russ bracing must be designed by an engineer.For Q-1/16" 4 ide truss spacing,individual lateral braces themselves a •raacing shoulduire be considalternative Tor I O 3. ever exceed the design loading shown and never IMIAir U Mack materials on inadequately braced trusses. 4. 'rovide copies of this truss design to the building For 4 x 2 orientation,locate 16k1\11110JA#Itedi C7 Cbz c s O� •esigner,erection supervisor,property owner and plates 0-1na' from outside BOTTOM CHORDS •II other interested parties. edge of truss. 8 7 6 5 5. ut members to bear tightly against each other. 6. 'lace plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE oint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO ocations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. resign assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT he environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. nless otherwise noted,moisture content of lumber software or upon request. .half not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for se 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-1 31 1,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 iA Indicated bysymbol shown and/or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 14 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. 'EMIreaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. I•ME� 18.Use,of green or treated lumber may pose unacceptable 1.77—,1 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19 Review all portions of this design(front,back,words 9 p and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. j' ' gBCSI: Building Component Safety Information, Wit k 20 Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate I Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek yr- y OSA 'x 7777 Greenback Lane,Sults 109 Citrus Heights,CA 95610 Telephone 916.676-1900 Fax 916-676-1909 February 22,2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom ft May Concern: 1, Marcos Hernandez and MiTek USA, Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions, please contact me at 800-772-5351. Sincerely, PRO, 4,„'kS Etr 87022PE CRELON 12,17 Cos, tio*.r' EXPIRES:64019 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: . 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). wGN1V,� .�`t'�1c.PRarprs> ill, , 'f 0 .,�►N4". .. , t. vx itC11�, 1 ;EXPIRES 613011 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-10=(-799) 2686 3-10=(-300) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3018) 1136 10.11=(-562) 2250 10- 4=(-235) 629 WEBS: 2x4 KDDF STAND; 3- 4=(-2885) 1241 11-12=(-258) 1671 4-11=(-736) 574 2x4 DF STAND A LOADING 4- 5=(-2255) 1147 12-13=(-597) 2094 11- 5=(-460) 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2255) 1147 13- 8=(-834 2444 5-12=(-460) 1077 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2885) 1241 12- 6=(-736) 574 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-3018) 1136 6-13=(-235) 629 8- 9=( 0) 114 13- 7=(-300) 336 OVERHANGS: 24.0" 24.0° LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -378/ 2067V -323/ 323H 5.50° 3.31 KDDF ( 625) 43'- 9.5" -378/ 2067V 0/ OH 5.50" 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25" 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043° @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = -0.167° @ 17'- 11.0" Allowed = 2.144° MAX TL CREEP DEFL = -0.321" @ 17'- 11.0" Allowed = 2.858" MAX LL DEFL = -0.036" @ 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5° Allowed = 0.267" MAX HORIZ. LL DEFL = 0.076" @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121" @ 43'- 4.0" 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 NOTE:Design assumes moisture content does f f not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.00 I./ M-4x6 7 00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 -f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10444, load duration factor=l.6, Truss designed for wind loads M 5X8(S)' in the plane of the truss only. M-5x8(S) 0.25" 0.25" 0 o M-1°5x3 M 1.5x3 4 3 1(\ 0 A c, \ A v7 o 2 r 10 1111 1 'f 1� 13 8 M-3x8 M-3x4 0.25" 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) J y 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y y 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 ��rGo PR OFFS JOB NAME: 5-A POLYGON NH - 62 Scale: 0.,445 �5� ! GINE (.9 WARNINGS: GENERAL NOTES,unless otherwise noted: 41../� . 1z"/PTY _v9 D� 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 Q =�S P E ti' Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bractpg 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 ,� DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,40‘41/44,- DATE: 8/22/2014 the overall structure is the responsibilty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 CC 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. "7, "y_OREGON tx+�((i SEQ. : 6037152 fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. y TRANS I D: 406556 5.CompuTrus has no control over a d assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if r 1 4, �Q fabrication,handling,shipment and Installation of components. ry. 4`P RIO- 6. I O- p P 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set faith by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPI VJTCA in BCSI,copies of whish will be furnished upon request. Digitsgit coincideitwith jointain inches.9.linesdsize of plate to . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 IIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2- 9=(-843) 2654 3- 9=(-300) 335 7- 8=(-2357) 628 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2998) 1127 9.10=(-607 2217 9- 4=(-234) 630 WEBS: 2x4 KDDF STAND; 3- 4=(-2865) 1232 10-11=(-267) 1637 4-10=(-737) 574 2x4 DF STAND A LOADING 4- 5=(-2234) 1138 11-12=(-584 2045 10- 5=(-460) 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2229) 1164 12- 8=(-829) 2355 5-11=(-450) 1055 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2794) 1278 11- 6=(-713) 566 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -595) 713 6-12=(-258) 552 12- 7=(-240) 354 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 0'- 0.0" -380/ 2064V -302/ 316H 5.50" 3.30 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2" -281/ 1855V 0/ OH 5.50" 2.97 KDDF 625) JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans '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 = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0,163" @ 17'- 11.0" Allowed = 2.130" MAX TL CREEP DEFL = -0.314" @ 17'- 11.0" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.074" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.117" @ 43'- 0.7" NOTE:Design assumes moisture content does 21-10-12 21-07-08 not exceed 19% at time of manufacture. T T f Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. 12 Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 / M-4x6 '4111 7.00 load duration factor=1.6, Truss designed for wind loads 5 4.0 in the plane of the truss only. M-5x8(S) \1 M-5x8(S) 0.25" 0.25" 0 CO +; + 0M-1.5x3 v 3 7M-3x5 M-1.5x3 o to A 0 2.. 9 io '( -( 12 e* M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 0 M-5x8(S) M-5x8(S) J, y y y y y J, y 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - B1 .',' PR OFFss Scale: 0.1411 , GINE-„,, _� 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �y�\ v /z(+/I I O-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 Q !921 S P E r Truss: B1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing 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 DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of 4/' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -0 C 4No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON .SEQ. : 6037153 fasteners are complete and at no time should any loads greater than 5.Design assumes misses are to be used in a non-corrosive environment, -, , R K4.1design loads be applied to any component, and are for"dry condition"of use. ,9y �1 TRANS I D: 406556 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 Q 4 2 fabrication,handling,shipment and installation of components. necessary. A- (1P 7.Design assumes adequate drainage is provided. Me.R fln I I-\ V 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 IIII I I II VIII III IIII III VIII I IIIITPIANTCA 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-1431) 2572 3-11=( -152) 192 15-10=(-182) 108 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-3025) 992 11-12=(-1288) 2429 11- 4=( -49) 296 WEBS: 2x4 KDDF STAND; 3- 4=(-2875) 987 12.13=(-1034) 2330 4-12=) -445) 367 2x4 DF STAND A' LOADING 4- 5=(-2453) 910 13-14=) -850) 2024 12- 5=( -216) 868 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 14-15=( -541) 1259 12- 7=( -443) 150 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=S-2076 878 7-13=( -254) 324 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=,-2241, 822 13- 8=( -226) 582 BC LATERAL SUPPORT <= 12"OC. UON. B- 9=(-1563) 594 B-14= -966) 497 LL = 25 PSF Ground Snow (Pg) 9.10=( -141) 157 14- 9= -329 1300 9-15=(-2078) 770 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -340/ 2071V -179/ 367H 5.50" 3.31 KDDF ( 625) OVERHANGS: 24.0" 0.0" 43'- 6.3° -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) M-1.5x4 or equal at non-structuralDDND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacingi vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" C,CN,C18,CN18 (or no prefix)) = CompuTrus, Inc MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.165° @ 15'- 9.7" Allowed = 2.130" MAX TL CREEP DEFL = -0.296" @ 22'- 6.6" Allowed = 2.840" JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114° @ 43'- 2.8" 0-04-15 NOTE:Design assumes moisture content does i 1 not exceed 19% at time of manufacture. 19-11-11 23 06 09 Design conforms to main windforce-resisting ( T 5-03-05 5-00 5-03-0B 6-06-14 6-11-13 6-11-13 7-00-01 system and components and cladding criteria. T f T /1-1 T f T T Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 15-09 12 Toad duration factor=l.6, a Truss designed for wind loads in the plane of the truss only. 12 M-5x6(S) 7.00 M 4x6' M-3x4 0825" =M-4x4 M-1.5x30 M-5x6(S) r" 7 y 9 a 0.25" 0 o +. + + +I 4 r M-1.5x34\ 0 3 .+ co 0 MM ° o 1 2 r 11 1 I 13 '14 15* M-3x8 M-3x4 t .25" M-3x4 0.25' =M-4x4 M-5x8(S) M-5x8(S) J, ,1 ), y 1, > 7-11 7-06 9-05-08 9-03-12 9-04 J, y y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH3 Scale; D.,504 C?, /2 WARNINGS: /Z Ill l GENERAL NOTES,unless otherwise noted: 9 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 �' !92•IPE r- Truss: AH 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing 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 at441111F- 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` I'� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -a �t 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. OREGON t), ��(/Y. / SEQ. : 6037154 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, G 2j design loads be applied to any co ponent. and are for"dry condition"of use. /O -4), 4 20�A� TRANS I D: 406556 5.CompuTrus has no control over a d assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ``_ fabrication,handling,shipment a installation of components. ry. MFR R I1.\- P P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject t the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II I VIII III III VIII 11 IIII TPI/WTCA in BCSI,copies of whi will be furnished upon request. git coincideiwithizjointcenterche. 9. Digitssidsize of plate in inches.li . MiTek USA,Inc./CompuTrus oftwafe 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-1431) 2572 3-11=) -152) 192 15-10=(-182) 108 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3025) 992 11-12.(-1288) 2429 11- 4=( -49) 296 WEBS: 2x4 KDDF STAND; 3- 4=(-2875) 987 12 -13=(-1034) 2330 4- 12= -445) 367 2x4 DF STAND A; LOADING 4- 5=(-2453) 910 13-14= -850 2024 12- 5=( -216) 868 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 14-15=( -541) 1259 12- 7=( -443) 150 DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-2076) 878 7-13=( -254) 324 TC LATERAL SUPPORT <= 12"06. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2241) 822 13- 8=( -226) 582 BC LATERAL SUPPORT <= 12°OC. UON. LL = 25 PSF Ground Snow (Pg) 98--10=( -143) 11594 57 14-19=( -329) 497 1300 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-15=(-2078) 770 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50° 3.31 KDDF ( 625) OVERHANGS: 24.0" 0.0" 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) Connector Np18te prefix designators: C,CN,CI8,CN18 (or no prefix = CompuTrus, Inc COND 2• Des+ n .h k d f r n f � rift ^t 24 °oc snac'nn I M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner = 2.25" MAX LL DEFL = -0.036" @ -2'- 0.0° Allowed = 0.200" MAX TL CREEP DEFL = -0.043° @ -2'- 0.0" Allowed = 0.267" ** For hanger specs. - See approved plans MAX LL DEFL = 0.165" @ 15'- 9.7" Allowed = 2.130" MAX TL CREEP DEFL = -0.296" @ 22'- 6.6" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8" NOTE:Design assumes moisture content does 0-04-15 not exceed 19% at time of manufacture. 15-11-11 27-06-09 Design conforms to main windforce-resisting T T T system and components and cladding criteria. 5-03-05 5-00 5-03-08 �� 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 15-09-12 Truss designed for wind loads in the plane of the truss only. 12 M-5x6(S) M-5x6(S) M-4x6 3 7.001/ 6 M-3x4 y 825" =M-4x4 M- 1.05x3 k a 0.25" ✓ v + o o M-1.5x3 + + t6 B o 8 .+ c:;)0 u A 1 2 11 121' 0T 13 '( q 1y: M-3x8 M-3x4 .25" M-3x4 0.25' =M-4x4 M-5x8(S) M-5x8(S) J- y J• y y y y y 7-11 7-06 9-05-08 9-03-12 9-04 1- 2-00 2-00 43-06-04 0 JOB NAME: 5-A POLYGON NH - AH2 Scale: 0.1504 ���.<<- yr�G/PN�FFssip WARNINGS: GENERAL NOTES,unless otherwise noted: CV (}/2 Z/// -v 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 Ct. !921 11P E '9r. Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing 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 DES. BY: EE 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 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `•�,- DATE: 8/22/2014 P Y 9 3.2x Impact bridging or lateral bracing required where shown++ Q 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. OREGON SEQ. : 6037155 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, pG 4, A /,441 design loads be applied to any component. and are for"dry condition"of use. 1 TRANS I D: 406556 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 <O r 14 2° T fabrication,handling,shipment and installation of components. necessary. A- �P 7.Design assumes adequate drainage is provided. M -p R I L\- 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 1111111 VIII I III VIII IIII IIIITPI/VVTCA 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-11=(-1639) 4875 11- 3=( 0) 300 9.16=(-4391) 1805 2x4 DF 2400F T1 2- 3=(-5879) 1836 11.12=(-1642) 4872 3-12=( -366) 286 16-10=( -342) 255 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5549) 1990 12-13=(-2387) 5968 12- 4=( -428) 1623 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 13-14=(-2428) 5968 12- 6=(-1761) 953 2x6 KDDF #2 A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0° TO 12'- 0.0" V 4- 6=(-4731) 1764 14-15=(-2062) 4966 6.13=( 0) 419 2x4 DF STAND B' TC UNIF LL( 100.0 +DL( 28.0)= 128.0 PLF 12'- 0.0° TO 43'- 6.3" V 6- 7=(-6028) 2379 15-16=(-1257) 2945 13- 7=( -4) 166 2x4 KDDF STUD tt BC UNIF LL( 0.0;+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 6.3" V 7- 8=(-5543) 2225 7-14=( -967) 519 8- 9=(-3514) 1448 14- 8= -312) 1314 TC LATERAL SUPPORT <= 12"0C. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 9-10=( -100) 112 8-15=(-2455) 1086 BC LATERAL SUPPORT <= 12"OC. UON. 15- 9=( -684) 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24°OC UON. FOR THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED0'- 0.0" -1099/ 3690V -131/ 270H 5.50" 5.90 KDDF ( 625) 43'- 6.3" -1506/ 3729V 0/ OH 5.50" 5.97 KDDF ( 625) OVERHANGS: 24.0" 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.l Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.032" @ -2'- 0.0 Allowed = 0.200" M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.039° @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.290" @ 19'- 5.3" Allowed = 2.130" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.569" @ 19'- 5.3° Allowed = 2.840" MAX HORIZ. LL DEFL = -0.108" @ 43'- 0.8" MAX HORIZ. TL DEFL = 0.171" @ 43'- 0.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-11-1131-06-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ,rload duration factor=1.6, T Truss designed for wind loads 5-11-14 5-05-02 0-06-10 5-10-05 6-05 6-05 6-05 6-05-04 in the plane of the truss only. T T TT T 11-09-12 T 4,640# M-7x8(S) 12 M-5x10 5 =M-6x6 0 5' =M-6x6= M-10x10 M-3x61 7.00 V 6 y -IN iti 5 0.V.,,,„ M-3x4 0 + \/\/ + 0 .+ A o Li) • :4444sis.. A o c=1:, f-S 0 M-4x12 1 2'� 11 12 1, 14 14 =M-4x4 0.255 M-4x108 M-1.5x3 M-3x10 =M-8x8(S) =M-10x10(S) y > y y y y y 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y y y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH1 ��‹�EGpN�FA. Scale: 0.1519 44, � /��Il l O�'9 WARNINGS: GENERAL NOTES,unless otherwise noted: '9 G P E 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 1-- Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+- incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at P rY 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` 0� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No load should be applied to any'Fomponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6037156 fasteners are complete and at no ime should any loads greater than 5.Design assumes trosses are to be used in a non-corrosive environment, design loads be applied to any ponent. and are for"dry condition"of use. �<��y 1 4 2°� A�� TRANS I D: 406556 5.CompuTrus has no control over a d assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment a d installation of components. ry. MFR R I�� V p P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject t the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII I III VIII IIII IIIITPINVICA in BCSI,copies of witch will be furnished upon request MiTek USA,InC./COfnpuTfuS Software 7.6.6(1 L)-E linili es coincide with joint center lines. 9. fines idsize oinches. plate in . 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-1212) 3463 11- 3=( -236) 849 17- 8=(-300) 336 BC: 2x4 KDDF #1&BTR; SPACED 24.0" O.C. 2- 3=(-4062) 1544 11-12=(-1139) 3226 3-12=( -506) 350 2x4 DF 2400F B5 3- 4=(-3073) 1177 12.14=) -797) 2720 12- 4=) 0) 348 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2541) 1132 13-15=( 0) 0 4-14= -567) 259 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2298) 1240 14-15=) -626) 2374 5-14=) -288) 1055 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2207) 1142 15-16=) -261) 1600 5-15=(-1419) 749 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2812) 1243 16-17=( -595) 2048 15- 6=( -558) 995 BC LATERAL SUPPORT <= 12°OC. UON. 8- 9=(-2957) 1138 17- 9=( -836) 2403 6-16= -434 1178 LL = 25 PSF Ground Snow (Pg) 9.10=5 0) 114 16- 7=( -722) 578 OVERHANGS: 24.0° 24.0' 7.17=) -243) 599 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -379/ 2067V -323/ 323H 5.50" 3.31 KDDF ( 625) 43'- 9.5' -378/ 2067V 0/ OH 5.50" 3.09 DF ( 670 T 9: Heel to plate corner = 2.25" ICOND 2' Design ch k d for n ( psf) upl ft at 24 "oc s aD Cin9. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200° MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.211" @ 14'- 6.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.393" @ 14'- 6.0° Allowed = 2.858" 21-10-12 21-10-12 MAX LL DEFL = -0.036" @ 45'- 9.5° Allowed = 0.200" 1. T T MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" 2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 MAX HORIZ. LL DEFL = 0.102" @ 43'- 4.0" 12 12 MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0° 7.00 M-4x6 Q 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 6 Design conforms to main windforce-resisting M-5x8(5) M-5x8(S) system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" 0.25" load duration factor=l.6, Truss designed for wind loads +° `� in the plane of the truss only. U,0 o M-3x4 v M-1.5x3 M-3x4 3 • M-46 0 0 eif / ` - M-3x4 12 2 15 s 17 `'9 0 . M-5x6 8M-5x10 0.25' M-3x4 M-3x8 0 - 2 75x6 + 2.04 _M-4x10 M18HS-5x16(S) 12 12 y )' y J' )/ )" y y 2-05-0 5-10-08 6-02 011-12 10-04-12 8-11-15 8-11-01 y , , ,-05-08 12-00-08 1,10-04 27-05-04 ,2-00 y2-OOy 14-06 29-03-08 y y 2-00 43-09-08 2-00 JOB NAME : 5-A POLYGON NH - B3 Scale: 0.1309 _c:st`7y(,GIPN O/��FQ�s`S/per WARNINGS. GENERAL NOTES,unless otherwise noted: VI z z// I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '921 S P E f Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing 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 DES. BY: EE 2'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). `'. -ir ,� DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ _, Q 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. 17, A_OREGON 441 SEQ. : 6037157fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, v TRANS I D: 406556 p, design loads he applied to any component. and are for"dry condition"of use. .9 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if O ' 14, 20�t# fabrication,handling,shipment and installation of components. necessary. 4//413R11.-\- B. `- 7.Design assumes adequate drainage is provided. M4t,R 1�,„ 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 �r11 I--1 IIIIII II II VIII IIIIIIII III I I IIIIIIIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines co with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.15=(-1177) 3199 15- 3=( -99) 614 22-13=) -87) 221 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=(-3891) 1497 15-16= -931) 2763 15- 4=(-277) 430 13-14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3- 4=(-3508) 1481 16-18=( -757) 2413 4-16=(-342) 253 2x4 DF STAND A LOADING 4- 5.(-2938) 1219 17-19=( 0) 0 16- 5=(-121) 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2388) 1115 18-19=( -556) 2143 5-18=(-543) 368 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 19-20=( -544) 2087 18- 6=(-405) 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2026) 1048 20-21=) -542) 2142 18- B=( -92) 159 B- 9=(-2115 1045 21-22=( 720 2182 19- 8=(-486) 183 LL = 25 PSF Ground Snow (Pg) 9.11=(-1914) 992 22-14=( -818) 2248 8-20= -93 265 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=( 0) 0 20- 9=( -33) 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2294) 1043 9-21=(-495) 193 LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. 12-13=(-2668) 1116 11.21=(-327) 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13.14=) -367) 444 21.12=(-434) 341 OVERHANGS: 24.0° 0.0" 12-22=) -68) 268 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -349/ 2064V -211/ 224H 5.50" 3.30 KDDF ( 625) Connector plate prefix designators: 43'- 6.2' -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16= MiTek MT series GOND 2' Deslgn checked for net( psf) uplift at 24 "Sc s acp inar ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19-08-07 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" T MAX TL CREEP DEFL = -0.043° @ -2'- 0.0" Allowed = 0.267" 4-02-11 4-04-07 1-08-13' 4-07-09 5-03-08 4-10-08 MAX LL DEFL = 0.174" @ 17'- 8.5" Allowed = 2.130" T f ff f f ff f f f MAX TL CREEP DEFL = -0.335" @ 22'- 10.8" Allowed = 2.840" 2-07-0 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 MAX HORIZ. LL DEFL = 0.095° @ 43'- 0.7" f� T T MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 15-09-12 15-06-08 NOTE:Design assumes moisture content does T . T '1' not exceed 19% at time of manufacture. 12 M-3x% M-3x4 12 Design conforms to main windforce-resisting 7.00 Q 7.00 system and components and cladding criteria. M 5X6(S) M-4x667I 91111111.4 M-4x6 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0.25" rill Truss designed for wind loads 1 L\110.25" in the plane of the truss only. ,r �, .2 E. M-3x4 r 3x5 M-1.5x3 M-1.5x3 M-4x6 04�.. - �_, coo 2� 5x10 M 3x4 2, 17" 19 Xo 22 1a* M 4x6+ o M-5x10 M-3x4 0.23' M-3x4 M-4x6 0 - a 2.75 1.89 v M-4x8 M-5x8(S) 12 12 y J' 1-90112 y y y y y 2-05-0 6-06-10 5-05-14 11-08.0 5-07-14 5-05-12 7-06 7-07-12 y ,-05-08 13-01-04 y 2-00 25-11-08 y y y 14-06 29-00-04 y 2-00 . 43-06-04 Scale: 0.1286 ��Od I'ROFFs" ,, JOB NAME : 5-A POLYGON NH - BH3 GINE � WARNINGS: GENERAL NOTES,unless otherwise noted: ���/ -9 1.Builder and erection contractor sh uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual tt =�S P E r- Truss: BH 3 and Warnings before construction commences. building component.Applicability of design parameters and proper , 2.2x4 compression web bracing mu t be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to inure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` 14� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,, ',P- DATE: 8/22/2014 the overall structure is the respon ibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ cc 4.No load should be applied to any mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 OREGON fasteners are complete and at no ime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G- Zj ,�Dr SEQ. : 603715841, 4, and are for"dry condition"of use. / '4 Y 0 design loads be applied to anye con passut. 1�� TRANS I D: 406556 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 4, S- necessary. V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. ��R R I�`" 8.This design is furnished subject td the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPI WTCA in BCSI,copies of whikh will be furnished upon request. git coincideItwith joint in inches.9.Digitssiasize of tplate eto . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.15=(-1177) 3199 15- 3=( -99) 614 22-13=( -87) 221 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=(-3891 1497 15.16=( -931) 2763 15- 4=(-277) 430 13-14=(-2471) 843 WEBS: 2x4 KDDF STAND; 3- 4=(-3508) 1481 16-18=( -757) 2413 4-16=(-342) 253 2x4 DF STAND A LOADING 4- 5=(-2938) 1219 17-19= 0) 0 16- 5=(-121) 527 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2388 115 18-19=) -556) 2143 5-18=(-543) 368 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 71 0) 0 19-20=( -544) 2087 18- 6=(-405) 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2026 104 20-21=( -542 2142 18- 81 -92) 159 8-LL = 25 PSF Ground Snow (Pg) 9-11 -1914) 1992 22.14=1 -818)2248 2182 18-20=1 9- 4 =1 93) 265 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-111 0) 0 20- 91 -33) 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2294) 1043 9-21=(-495) 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-2668) 1116 11.21=(-327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13.14=( -367) 444 21-12=(-434) 341 OVERHANGS: 24.0" 0.0° 12-22=( -68) 268 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -349/ 2064V -211/ 224H 5.50° 3.30 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 6.2" -254/ 1828V 0/ OH 5.50° 2.92 KDDF ( 625) [COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.174" @ 17'- 8.5" Allowed = 2.130" 15-11-11 11-10-02 15-08-07 MAX TL CREEP DEFL = -0.335" @ 22'- 10.8" Allowed = 2.840" 4-02-11 4-04-07 108 13 4-07-09 5 03-08 4-10 08 T MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" T f ff f f ff f f MAX HORIZ. TL DEFL = 0.158° @ 43'- 0.7" 2-07-0h 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 NOTE:Design assumes moisture content does T '( T T ''1 T T 1`'I T ,( not exceed 19% at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting T T T T system and components and cladding criteria. 12 M-4x6 M-4x6 12 M-5x6(S) 67 M- x8 M-3x4 if, Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 7.00 R :-5X6(S) �I 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 0.25" Truss designed for wind toads 5 25" in the plane of the truss only. v T M-3x4 8 A+I +I +1 •+ c JA-3x5 M-1.5x3 Akillilli... M-4x6M-1.5x3 o o 2 . M-5x10 M 3x4 0 17 19 20 22 14* M-4x6+ o M-5x10 M-3x4 0.252' M-3x4 M-4x6 c - 2.75 1.89=__M-4x8 M-5x8(S) .J.'12 y y 1-p0�,�2 , y y y y 5,-05-0 6-06-10 5-05-14 1;08-0? 5-07-14 5-05-12 7-06 7-07-12 9;05-08 13-01-04 y 2-00 25-11-08 y y y 14-06 29-00-04 y 2-00 43-06-04 0 JOB NAME: 5-A POLYGON NH - BH2 Scale: 0.1286 �c.. ('$uGpN }�7jF��sc. WARNINGS: GENERAL NOTES,unless otherwise noted: 'C/ 6/ZZ/ITT 1. -9 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 Ct. !92 41 O P E 1-- Truss: BH2 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing 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 DES. BY: EE 2'o.c.and 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). `°�.- " DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /t 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. �i 4'0, �OREGON 4.(/ S EQ. : 6037159 fasteners are complete and at no time should any loads greater than 5.Design assumes tresses are to be used in a non-corrosive environment, v � design loads be applied to any component. and are for"dry condition"of use. / 9 TRANS I D: 406556 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 O Y 14, 923\ P+ necessary. q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'w/ R R L- 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 Il (VIII I II VIII I I VIII I III VIII II IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointain inches.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) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-15=(-1844) 6771 15- 3=( -359) 1675 21-13=(-366) 278 2x6 KDDF #1&BTR T2, T3 2- 3=(-8240) 2291 15-16=(-1727) 6287 3-16=( -728) 178 13.22=( 0) 299 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6514) 2010 16-17=(-1666) 5567 16- 4=( 0) 371 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6058) 2101 17.18=(-2003) 5967 4-17=( -494) 262 2x4 DF STAND A; TC UNIF L( 50.0)+DL( 14.0)= 64,0 PLF 0'- 0.0" TO 12'- 0.0' V 5- 6=( 0) 0 18-19=(-2095) 6120 17- 5=( -631) 2092 2x6 KDDF STAND B TC UNIF L( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 31'- 6.2' V 5- 7=(-5197) 1853 19-20=(-2199) 6298 17- 7=(-1786) 823 IC UNIF L( 50.0)+DL( 14.0)= 64.0 PLF 31'- 6.2" TO 43'- 6.2" V 7- 8=(-6026( 2221 20-21=(-2060) 5951 7-18=( -465) 1243 IC LATERAL SUPPORT <= 12°OC. UON. BC UNIF L( 0.0)+DL( 40.0)0 40.0 PLF 0'- 0.0" TO 43'- 6.2" V 8-19=(-5- 957) 2281 22-2233 22=(-1418) 4765 19- 8=4762 18- ) --19) 384 222 BC LATERAL SUPPORT <= 12"OC. UON. T CONC LL( 500.0 +DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10-12=(-4749 1699 19- 9=( -541) 281 T CONC LL500.0)+DL( 140.0)= 640.0 LBS @ 31'- 6.2" 11-12=( 0) 0 9-20=( -282) 337 NOTE: 2x4 BRACING AT 24"OC UON. FOR 12-13=(-5572) 1920 20-10=( -89) 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM C ORD CHECKED FOR A 20 PSF LIMITED STORAGE 13.14=1-5833) 1764 10-21=(-1904) 912 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-21=( -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -1078/ 3764V -151/ 164H 5.50" 6.02 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2° -994/ 3527V 0/ OH 5.50° 5.64 KDDF ( 625) M,M20HS,M181-1S,M16= MiTek MT series ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.350" @ 21'- 11.8" Allowed = 2.130° MAX TL CREEP DEFL = -0.695" @ 21'- 11.8" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.150" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.249" @ 43'- 0.7" 11-11-11 19-10-02 11-08-07 NOTE:Design assumes moisture content does 4-04 0-0fi 10 2.(-03-08 5-02-05 0-0�6-10 5-08-10 not exceed 19% at time of manufacture. 2-09 4-04 '-02-13 5-05-13 4-07-11 5-05-02 Design conforms to main windforce-resisting T f 'I f f , ' , f f f ,, system and components and cladding criteria. 11-06-08 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-09-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T ' 640# ��40# load duration factor=l.6, 12 M-3X5 M-7X8(S) 12 Truss designed for wind loads M-5x10 7.00 in the plane of the truss only. 7.001/ M-5 12 -3x4 9 0.25" =M-140x4 112 ,rsw ry, p)i M-3x4 M-3x4 `t + 3 M-3x8 co' M18HS-3x18 21-7x12 0 ..7'. B 1'0..1. 15 16 17IMPAIR 1'T--- 1 2 =M-8x8 M-3x4 M-4x8 =M-8x: 19Q 21 22 14* M-4x6+ M-4x6+ 18HS-7x14 0"252' M-3x10 M-1.5x3 0 -1 2.75 2.75 =M-8x8(S) 12 12 > J' J' J' J' ), ,, -05-0$ 4-04 4-05-12 3-02-11>2-00y 8-01 7-11-04 5-05-02 5-06-14 y ,2-00i,-05-08 12-00-08 2-001 27-00-04 y 2-00 43-06-04 - ,q1/4EO PROFFo, JOB NAME: 5-A POLYGON NH - BH1 Scale: 0.1366 rr A WARNINGS: GENERAL NOTES,unless otherwise noted: <\J . /Z z1 /O- v9 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 Cr =92/'O P E f' Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` 1'' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / '�-- DATE: 8/22/2014 the overall structure is the respont ibilty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,r .Z. SEQ. : 6037160 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. A_OREGON D, fasteners are complete and at no bme should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L- 4, +� •4 design loads be applied to any component. and are for"dry condition"of use. 'II' 7 y 20�A'-�- TRANS I D: 406556 5.CompuTrus has no control over lid assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 1 4, `_ IL6 }ft necessary. fabrication,handling,shipment an Installation of components. 7,Design assumes adequate drainage is provided. iiiFR RIO- 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 111111 II II VIII VIII VIII VIII VIII IIII IIIITPI WlCA in BCSI,copies of whish will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of platein 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) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 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) 86 2- 8=(-104) 734 3- 8=(-401) 388 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1004) 236 8- 9=( -48) 481 8- 4=(-295 595 WEBS: 2x4 KDDF STAND 3- 4=( -885) 459 9- 6=( -74 6024- 9=(-294) 595 LOADING 4- 5=( -885) 459 9- 5=(-401) 388 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-1004) 236 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0° LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 975V -360/ 360H 5.50" 1.56 KDDF ( 625) M,M20HS,M18HS,M16= MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 6.0° -184/ 975V 0/ OH 5.50° 1.56 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TLMCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-02 5-01 5-01 5-02 MAX LL DEFL = -0.024" @ 6'- 10.9° Allowed = 0.979° MAX TL CREEP DEFL = -0.043" @ 6'- 10.9" Allowed = 1.306" 12 12 MAX LL DEFL = -0.002° @ 21'- 6.0" Allowed = 0.100" M 4x6 MAX TL CREEP DEFL = -0.003" @ 21'- 6.0" Allowed = 0.133" 14.00 7 N 14.00 a 4 0" MAX HORIZ. LL DEFL = 0.011" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.015" @ 20'- 0.5" AG NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 v \ /, co 0 ch 0 0 o ... ee .� ui o M-3x4 60.25" M-3x4 M-3x4 0 M-5x6(S) y ), y y 6-10-15 6-08-02 6-10-15 J, y )' > 1-00 20-06 1-00 JOB NAME: 5-A POLYGON NH - C2 ���E� PRoFFss Scale: 0.2044 Co GINE / WARNINGS: GENERAL NOTES,unless otherwise noted: (fry v /Zz/T O�„9 C2 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 �' !92 S S P E 1.-- Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing 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 DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by '_r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood `+�ing(TC)and/or tlrywall(BC). - DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -le jr 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. OREGON SEQ. : 6037161 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, 9 design loads be applied to any component. antl are for"dry condition"of use. G J TRANS I D: 406556 6.Design assumes full bearing at all supports shown.Shim or wedge if 4/r 2�n A� 5.CompuTrus has no control over and assumes no responsibility for the necessary. O p14' V - fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MCR R I1 ` 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 rl 1..1� IIIIII II II VIII I III VIII I III VIII IIII IIIITPIM/fCA in BCSI,copies of which MI be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 IIIIIIIHIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0° ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 KDDFNOTE:Design assumes moisture content does BC: 2x4 #1&BTR; SPACED 24.0° O.C, not exceed 19% at time of manufacture. 2x4 R1&BTR B2 LOADING LL 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. TC LATERAL SUPPORT <= 12"OC. UON. ( ) DL ONBOTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, CConnector plate prefixndesignators:Cos: (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M1BHS (16 no MiTekeMT = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, M,M2DHS,MIBHS,M16 = MT series RIMITRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL Truss designed for wind loadsin the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 < T 12 11M-°x4 12 3 14.00V N 14.00 4 a co0 tit M-3x4 0 0 o r m R') 1 o o M-3x5(S) o /- M-3x4 y y 1, 6-10-15 13-07-01 ., 1, 1, ), 1-00 20-06 1-00 Scale: 0.2156 ��'��GPN�FFss/02 JOB NAME: 5-A POLYGON NH - Cliaz�1 WARNINGS: GENERAL NOTES,unless otherwise noted: CSG f',�,� O P E 9T 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Cl and Warnings before constluction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracieg muat be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at P 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `"_� e'P DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ le Q 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. �"OREGON , SEQ. : 6037162 fasteners are complete and at no ime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1�� 4f y N �� design loads be applied to any component. and are for"dry condition"of use. t� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if c 14, n (bC fabrication,handling,shipment and installation of components. ry. �`R A l _'- P 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 of truss,and placed so their center IIIIII III VIII I III VIII I III VIII IIII IIIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. inches. MiTek USA,Inc./CompuTrus software 7.6.6(1 L)-E 10.9.Digits indicate size of plate in For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 (Non-Rep) 1- 2=( 0) 86 2- 9=(-1252) 5318 2- 3=(-8954) 2004 12- 7=( -820) 282 BC: 2x8 KDDF #1&BTR 2- 3=( -8954) 2004 9-10=(-1252) 5318 9- 3=( -102) 114 7-13=( -474) 2142 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8738) 2060 10-11=(-1284) 5552 3-10=( -192) 616 7. 8=(-10200) 2302 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5=( -6390) 1640 11-12=(-1154 5472 10- 4=( -900) 3994 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 6.0" V 5- 6=( -6390) 1640 12-13=(-1320) 6044 4-11=)-2838) 804 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=( -8600) 2028 13- 8=(-1324) 6066 11- 5=(-2388) 9292 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 522.4)+DL( 375.2)= 897.6 PLF 7'- 0.0" TO 20'- 0.0" V 7- 8=(-10200) 2302 11- 6=(-2680) 760 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 6.0° V 6-12=( -842) 3752 OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1711/ 7507V -337/ 345H 5.50" 12.01 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -2153/ 9494V 0/ OH 5.50" 15.19 KDDF ( 625) 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -I'- 0.0° Allowed = 0.100° 5" oc in 2 rows) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0° Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.069" @ 14'- 7.7" Allowed = 0.979° 9" oc in 2 row(s) throughout 2x6 webs. *** HANGER TO APPLY CONC, LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0,175" @ 10'- 3.0° Allowed = 1.306° MAX HORIZ. LL DEFL = -0.016" @ 20'- 0.5" 10-03 10-03 MAX HORIZ. TL DEFL = 0.034" @ 20'- 0.5" 3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does ff ff not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting M-5x8 system and components and cladding criteria. 14.00 V 5,0 N14.00 /- 5 Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), loadTrussduration designedffor owind6loads I\; (All in the plane of the truss only. M-3x8 M-3x6 (0 CD c. M-4x12 M-5x12 o M-5x160,. !1D :. mm 11111k M 5x16 0 oIlm�si3�E71�Y��,6 o o M-1.5x3 M-7x12 0.25" M-6x10 M-3x10 0 A- ***ll 37511=M-10x10(S) , y 3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 , 1-00 20-06 JOB NAME: 5-A POLYGON NH - C3 Scale: 0.1681 �5����\y�fG/PN /jp�7Fq�Ssjp� WARNINGS: GENERAL NOTES,unless otherwise noted: vl �/I I -7 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 Ct. _'-92.O P E 1' Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing 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 DES. BY EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or tl ` ' 9R ) eirlen(BC). /"�- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ IZ 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. -yG ,r OREGON �/.(/ SEQ. : 6037163 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, [.J Nt design loads be applied to any component. and are for"dry conddion"of use. / q y Q TRANS I D: 406556 5.CompuTws has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q y 4 2 ��� necessary. A- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Me.R rln'LA- 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 ,IIII III,,IIII I I IIII(IIII II II IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 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) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-24) 286 6-3=(0) 307 BC: 2x4 KDDF N1&BTR SPACED 24.0° O.C. 2-3=(-506) 111 6-4=(-24) 286 WEBS: 2x4 KDDF STAND 3-4=(-506) 111 LOADING 4-5=( 0) 86 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. 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" -111/ 604V -210/ 210H 5.50" 0.97 KDDF ( 625) Connector plate prefix designators: 11'- 8.0" -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16= MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-10 5 1 0 MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100" T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 I 12 MAX LL DEFL = -0.002" @ 12'- 8.0" Allowed = 0.100° M-4x6 MAX TL CREEP DEFL = -0.003° @ 12'- 8,0" Allowed = 0.133' 14.007 N 14.00 MAX TC PANEL LL DEFL= 0.281" @ 8'- 6.5" Allowed = 0.557" 3 4,0° MAX TC PANEL TL DEFL = 0.497" @ 8'- 4.1" Allowed = 0.835" A- I I MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" A ( MAX HORIZ. TL DEFL = 0.004" @ 11'- 2.5" # NOTE:Design assumes moisture content does 4" not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. E, Lo0 co 0 0 ^/- Ai 0 L U) o� _ 6 zs. ,0 o 0 M-3x4 M-1.5x3 M-3x4 A y y y 5-10 5-10 ,1 y y y 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D2 Scale: 0.3596 �So ,t GINEF, Wo WARNINGS: GENERAL NOTES,unless otherwise noted: - Cr� /2'"/T 9 1.Builder and erection contractor sh uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92••P E � Truss: D2 and Warnings before construction mmences. building component.Applicability of design parameters and proper incorporation401111° - 2.2x4 compression web bracing mu be installed where shown+, of component is the responsibility of the building designer. / 3.Additional temporary bracing to In ure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/ DES. BY: EE is the responsibility of the erector. dditional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). .......//41110!- DATE: 8/22/2014 the overall structure is the respon ibllay of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 Q 4.No load should be applied to any omponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 OREGON Ix to S E Q. : 6037164 fasteners are complete and at no t me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4-- -1-j design loads be applied to any co ponent. and are for"dry condition"of use. /O '9 r 1 4 2� A4 TRANS I D: 406556 5.CompuTrus has no control over a d assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if _ necessary. fabrication,handling,shipment an installation of components. 7.Design assumes adequate drainage is provided. R R 11- 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 IIIIII 11 II VIII I III VIII I III VIII IIII III TPI WiCA in BCSI,copies of which will be furnished upon request. lines coincideiwith jointcenterche. 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) EXPIRES:12/31/2015 1E 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "ac soacing,l TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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 Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. 12 HM-4x4 12 /- 14.00 73 N 14.00 0 LO /411\0mO O o —/o LO C3 0), ), ) 1, 1-00 11-08 1-00 JOB NAME : 5—A POLYGON NH — D1 �<• 0 PRQ1es— Scale: 0.3526 �J !,\\y�{G/)N/1E/}p7/�� WARNINGS: GENERAL NOTES,unless otherwise noted: ,_\ 4 V{z z/1 I O�-9 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 921 I P E 1' Truss: D-1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Ale . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and 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). .....,_40 'I DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ft 4SEQ. : 6037165 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 4_OREGON � TRANS I D: 406556 1.0 fasteners are complete and at no time should any loads greater thanDesignre assumesftrusses are to be used in a non-corrosive environment, 7 Nt design loads be applied to any component. 5.and aor"dry condition"of use. .9 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 Q y /4, 2.��PA- fabrication,handling,shipment and installation of components. Decessary. `- 7.Design assumes adequate drainage is provided. e.[]R I1 �, 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 ��ll I"l 1— IIIIII II II VIII III VIII I III VIII IIII IIII TPI/VJfCA in BCSI,copies of which will be furnished upon request. git coincide with jointain inches.9.Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-0-00 GIRDER SUPPORTING 43-09-08 FROM 0-00.00 TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-5126) 1156 1- 7=(-684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF #1&BTR 2- 3=(-3372) 842 7- 8=(-680) 2954 2- B=(-1360 424 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3376) 838 8- 9=(-372) 1990 8- 3=(-1214; 4854 2x8 DF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-3446) 750 9- 5=(-370) 1988 8. 4=( -156) 306 2x6 KDDF #2 B TC UNIF L( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 11'- B.0° V 5- 6=( 0) 86 4- 9=( -176) 84 BC UNIF 'L( 522.4)+DL( 375.2)= 897.6 PLF 0'- 0.0" TO 4'- 8.0" V TO LATERAL SUPPORT <= 12"OC. UON. BC UNIF L( 0.0)+DL( 20.0)= 20.0 PLF 4'- 8.0" TO 11'- 8.0" V BC LATERAL SUPPORT <= 12"06. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -1280/ 5692V -197/ 189H 5.50" 9.11 KDDF ( 625) LIMITED TORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0" -688/ 3059V 0/ OH 5.50" 4.89 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.l M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM ►HORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BO +M CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021" @ 3'- 1.3" Allowed = 0.537" ( 2 ) complete trusses required. MAX TL CREEP DEFL = -0.058" @ 3'- 1.3" Allowed = 0.717" J.in together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001" @ 12'- 8,0" Allowed = 0.100" nails staggered at: MAX TL CREEP DEFL = -0.001° @ 12'- 8.0" Allowed = 0.133' :" oc in 1 row(s) throughout 2x4 top chords, ." oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005" @ 11'- 2.5" *** HANGER TO APPLY CONC. " oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011" @ 11'- 2.5" LOAD(S) EQUALLY TO ALL MEMBERS. :° oc in 2 row(s) throughout 2x6 webs. NOTE:Design assumes moisture content does 5-10 5-10 not exceed 19% at time of manufacture. 'r < I Design conforms to main windforce-resisting T 3 03 T 2-07 T 2 07 I 3-03 I system and components and cladding criteria. 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 7N 14.00 load duration factor=1.6 34.0" Truss designed for wind loads in the plane of the truss only. AIS111\ M-3x5 M-3x5 u; C co M-5x10 I / c) CD Lot A =� 1 .r.,_ M 0 A mk I.- 0 1 M-3x8 M-8x10 -1.5x3 M-5x10 0 y "d llr 551# y y 3-01-04 2-08-12 2-08-1 3-01-04 y ), ), 11-08 WEDGE °EQUIRED AT HEEL(S). 1-00 JOB NAME : 5-A POLYGON NH - D3 .<i- PROFFss Scale: 0.2557 �5 ��/'N���,q 4Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: G r 7' -7 1.Builder and erection contractor sh•old be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'Cr12•92 ,611 P E 1-.- Truss: D3 and Warnings before construction . mences. building component.Applicability of design parameters and proper 2.204 compression web bracing mu-be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to inure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.x.and at 10'o.x,respectively unless braced throughout their length by 1' DES. BY: EE is the responsibility of the erector.•dditional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all(BC. . " her ) M"r ) DATE: 8/22/2014 the overall structure is the reopen-ibAtty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 SC 4.No load should be applied to any..mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '9 A_OREGON SEQ. : 6037166 fasteners are complete and at not me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G y 1� I` design loads be applied to any co ponent. and are for"dry condition"of use. '9 r 2, P`1- TRANS I D: 406556 5.CompuTrus has no control over aria assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O /4, necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. FR R 1 1._\.- 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 IIIIII II II IIIIIIIII VIII I I I VIII IIII IIII TPVWTCA in SCSI,copies of whidh will be furnished upon request. Digit coincideitwithizjoint in inches.9.Digits iasize of tplate eto ilines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 IIIIIIIH III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 86 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-217) 180 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -32/ 399V -117/ 260H 5.50" 0.64 KDDF ( 625) 5'- 9.2" -164/ 198V 0/ OH 1.50" 0.32 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625 ) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. lCOND. 2 Design checked for net(-5 psf) uplift at 24 "oc spacing.' 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" /- -V MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.300" @ 3'- 6.1" Allowed = 0.559" MAX TC PANEL TL DEFL = -0.260" @ 3'- 4.1" Allowed = 0.838" 114.00 MAX HORIZ. LL DEFL = -0.004" @ 5'- 9.2" 7 MAX HORIZ. TL DEFL = -0.004" @ 5'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. M00 ti1.00m0 r�U)0/- -/ o -4 s- .1, 1- > 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,3' pn JOB NAME : 5-A POLYGON NH - J13 Scale: • 0.4281 ��5•<<--"y{G/PN QF-0_,, WARNINGS: GENERAL NOTES,unless otherwise noted: VI �/I I "9 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 1'921 O P E I- Truss: J 13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / e ', 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and 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). `"_ .- '/ DATE: 8/22/2014 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. YOR EGON ��(/ SEQTRANS I D: 406556 . : 6037169 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, G design loads be applied to any component. and are for"dry condition"of use. .9 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if c r 14, 2.°�1�4 fabrication,handling,shipment and installation of components. necessary. ,f- T- 7.Designrasassumesadequatedrainageon eh cisotrus,provided. '✓/�L] I1 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 rl R 1� EI 11 VIII I 1111111111111H IHITPIAMTCA in BCSI,copies of which will be furnished upon request. lines coincide withjoint center lines. 9. Digits indicate size of plate in inches. MiTek USA,In C./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIII((IIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.O0 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 86 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-5B1) 500 3-4=(-164) 90 IC LATERAL SUPPORT <= 12°OC. UON. LOADING 4-5=( -21) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 3.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -204/ 454H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) M,M2OHS,M18HS,M16= MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -421/ 476V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -125/ 122V 0/ OH 1.50" 0.16 KDDF ( 625) - THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc saacing.l 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 = -0.000" @ 10'- 3.0" Allowed = 0.025" MAX TL CREEP DEFL = -0.000" @ 10'- 3.0" Allowed = 0.033" MAX TC PANEL LL DEFL = 0.144° @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.012° @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. N Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cr load duration factor=l.6, - co o Truss designed for wind loads N in the plane of the truss only. 0 co 0 7/- 11) /- � A 6:4 1 M-3x4 y y ), > 1-00 6-00 4-03 (PROVIDE FULL BEARING;Jts:2,6.3.41 �, EQ PROFen JOB NAME : 5-A POLYGON NH - J12 Scale: 0.2960 C. ! no WARNINGS: GENERAL NOTES,unless otherwise noted: �G v /2'Z V/-v9 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 individualCC- 7-921•P E r Truss: J12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. • 3.Additional temporary bracing to insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at 'i P ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / '�- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 Q SEQ. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON SE O. : 60371 70 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, pG ,, \b' �� design loads be applied to any component. and are for"dry condition"of use. '9 y Z� �- TRANS I D: 406556 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 /4, a�Q. fabrication,handling,shipment arid installation of components. 7.Design necessary, adequate drainage is provided. MFR R I L," V 6.This design is furnished subject t¢the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II IIIIII III IIIIII III IIIII(III(III TPI/WTCA in BCS(,copies of which will be famished upon request. lines coincide whh joint center lines. 8. Digits oincide 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-1986(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 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) 86 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-636) 500 3-4=(-243) 97 TC LATERAL SUPPORT <= 12°OC. UON. LOADING 4-5=( -76) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0° 10.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -213/ 495H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -415/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0° -210/ 207V 0/ OH 1.50' 0.27 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. /- 5 -/ ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 10'- 10.6" Allowed = 0.088" fl MAX TL CREEP DEFL = -0.002" @ 10'- 10.6" Allowed = 0.117" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2° MAX HORIZ. TL DEFL = -0.014" @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=25.6ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, ul (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), %I Trussddesigneduration fforowind6loads T in the plane of the truss only. co co 0 ..:1- T 0 Fli 6 o M-3x4 y y 1, y 1-00 6-00 4-10-09 IPROVIDE FULL_BEARING:,ts:2,6,3,41 JOB NAME : 5-A POLYGON NH - J11 ���'�� PROFFss Scale: 0.2753 ‹J !`\y}(GIINE/1p7/, / WARNINGS: GENERAL NOTES,unless otherwise noted: `G/�\ v VI z z/I I O* 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 _'-921 I PE '91-- TrussTruss: : J 1 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v, 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 DES. BY: EE 2'o.c.and at 1 0'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d ( ) ..4.414111111" ° '� DATE: 8/22/2014 responsibility g designer. Impact piq 9(r ) rywallBc. �., the overall structure is the res onsibil8 of the building 3.2x bridgingor lateral bracingrequired where shown++ The 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. 7, OREGON� 4((7 SEQ. : 6037171 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, p design loads be applied to any component. and are for"dry condition"of use. 426-741, O TRANS I D 406556 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 14, 2 �ii0- fabrication,handling,shipment and installation of components. necessary. /1 I `- 7.Design assumes adequate drainage is provided. `V/�t]p I1 �, 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 rl fl 1-- IIIIII II I 11111 I I VIII II IIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide withjoint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-562) 497 3-4=(-139) 88 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -199/ 435H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -417/ 474V 0/ OH 1.50" 0.61 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6" -94/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.l -V 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' it MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0,576" MAX TC PANEL TL DEFL = -0.146" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012° @ 9'- 10.8" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 V (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads i; o in the plane of the truss only. CI' • o C\I CV O 0) O cLO 101 -/ 0 5.c� O M-3x4 1-00 6-00 3-11-09 PROV 1E FUL BNITIMIRROIRM JOB NAME: 5-A POLYGON NH - J10 ���Eo PROFFss Scale: 0.2937 �� ���az�� �o� WARNINGS: GENERAL NOTES,unless otherwise noted: /7, . 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 Ct. 1�O P E Truss: J 10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` /� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). / '��- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 //C'i'.' �] 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. OREGON sG/ SEQ. : 60371 72 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, 1L 4, \� As design loads be applied to any component. and are for"dry condition"of use. <O 'rJ r 14 2� �- TRANS I D: 406556 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if P. necessary. M fabrication,handling,shipment ani Installation of components. 7.Design assumes adequate drainage is provided. "'FtiR'k-\. 6.This design is furnished subject tot the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III IIII III VIII IIII IIII TPI WfCA in BCSI,copies of whi h will be furnished upon request. git coincideiwith joint center che. 9.Digitssdsize of plate in inches.. MiTek USA,Inc./CompuTrus oftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,EOR-1986(MiTek) EXPIRES:12/31/2015 111111111 III(IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-483) 427 3-4=(-111) 48 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -24/ 378V -179/ 391H 5.50° 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2° 0/ 138V 0/ OH 5.50° 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -377/ 439V 0/ OH 1.50' 0.56 KDDF ( 625)= MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6° -50/ 55V 0/ OH 1.50" 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2t_Design checked for net(-5 psf) uplift at 24 "oc soacing.I -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" j/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.156" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8° MAX HORIZ. TL DEFL = -0.009" @ B'- 10.8" NOTE:Design assumes moisture content does not exceed 199s at time of manufacture. Design conforms to main windforce-resisting 12 • system and components and cladding criteria. 14.00 7 ; Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, C Truss designed for wind loads in the plane of the truss only. v 0 0 0 N O r/- in c z. 5.,,,,:r -/ M-3x4 y y y 1-00 6-00 2-11-09 (PROVIDE FULL BEARING:,ts'2,5,3,41 JOB NAME : 5-A POLYGON NH - J9 Scale: 0.3208 �_c:-9y{,GPN�FFss1 WARNINGS: GENERAL NOTES,unless otherwise noted: 414 V/�i/! I -9 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 Ct '921/P E r Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing 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 DES. BY• EE 2'o.c.and 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). `•� - '/� DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 [Z- 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. �G OREGON �(/ SEQ. : 6037173 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, 1� design loads be applied to any component. and are for"dry condition"of use. '9y Q TRANS I D: 406556 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 Q /4, 2 �P'r fabrication,handling,shipment and installation of components. necessary. ,1- `- 7.Design assumes adequate drainage is provided. Me.1,R II 1 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �lTT rl 1.- 1111111111111111111111 TPI/WiCA in BCSI,copies of which will be furnished upon request. git coincideiitwith jointcenterche. 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-19e8(MiTek) EXPIRES:12/31/2015 1110111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° 0.C. 2.3=(-417) 361 3-4=(-107) 44 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -159/ 348H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2° 0/ 13BV 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2° -359/ 432V 0/ OH 1.50" 0.55 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6" -20/ 11V 0/ OH 1.50' 0.02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ° , ,.I • r• '.t i• ,•. t• - . 'I. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" li MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX TC PANEL LL DEFL = 0.197" @ 2'- 11.6° Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178" @ 2'- 11.6" Allowed = 0364" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I 12 I' Design conforms to main windforce-resisting 14.00 7system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, CM Truss designed for wind loads cr m in the plane of the truss only. 0 O Cr) 0 0 IA o� 5 7-7'4 -/ 0 M-3x4 > ), y y 1-00 6-00 1-11-09 'PROVIDE FULL BEARING:Jts:2,5,3,41 ��c0PRQ JOB NAME : 5-A POLYGON NH - J8 Scale: 0.3559 �5� ! G,I./NE so WARNINGS: GENERAL NOTES,unless otherwise noted: ��� ��f�^/ -7 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 _92 1 I P E Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �'P DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „,....#41111,,- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 41 Q 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. -57, OREGON lv SEQ. : 6037174 fasteners are complete and at no time should any loads greater than 5.Design assumes tressesi� are to be used in a non-corrosive environment, , " ?7 D /` and are for"dry condition"of use. -4).- TRANS 1 design loads has applied to any over a(nd ent. - 2 4 TRANS I D: 406556 5.CompuTrus no control a d assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, n C_ necessary. V fabrication,handling,shipment a Installation of components. 7.Design assumes adequate drainage Is provided. R R I i._\, 6.This design is furnished subject t the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII I I I VIII I III VIII IIII IIIITPI NfCA in BCSI,copies of whiFh will be furnished upon request. lines coincidewith joint center tein inches.9.Digitsindicate size of co MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111119 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2-3=(-334) 185 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -83) 0 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -34/ 393V -133/ 325H 5.50' 0.63 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" -288/ 272V 0/ OH 1.50" 0.35 KDDF 625) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. COND. 2: Designnet(-5 ) g THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. checked for osf uplift at 24 °cc soacin .I / 4 -/ 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" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295" @ 3'- 7.3° Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290° @ 3'- 5.2" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.006" @ 5'-_11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'--11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. V. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ..-- covo Truss designed for wind loads in the plane of the truss only. m 0 Co CD in //irsil Ci Ci 5 ), ,1 ), y 1-00 6-00 0-11-09 (PROVIDE FULL BEARING:Jts:2,5,31 JOB NAME : 5-A POLYGON NH - J7 ���ED pROFFss Scale: 0.3882 5 _`�(GINE / WARNINGS: GENERAL NOTES,unless otherwise noted: <(yC v\1 /Z i/ '3 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 4 ,921 I P E r" Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterallybraced at 3.Additional temporary bracing to insure stability during construction DES. BY: EE 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 '=r the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `.1! DATE: 8/22/2014 P Y 9 3.2x Impact bridging or lateral bracing required where shown++ 10 CC 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. OREGON SEQ. : 6037175 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, �� /� a design loads be applied to any component. and are for"dry condoion"of use. ,9 \ 1As TRANS I D: 406556 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 Q y 4 2� AT fabrication,handling,shipment and installation of components. necessary. p 7.Design assumes adequate drainage is provided. 'v/L.�n I1 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 CC r"5 1(VIII 11 111 VIII 1111111 IIIVIII I III VIII III TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide withjoint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR I SPACED 24.0° O.C. 2.3=(-223) 184 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" -34/ 402V -119/ 265H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 145V 0/ OH 5.50" 0.23 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6° -164/ 201V 0/ OH 1.50" 0.32 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.[ LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 5-11-19 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = 0.333" @ 3'- 7.0° Allowed = 0.572" MAX IC PANEL TL DEFL = -0.285" @ 3'- 4.9° Allowed = 0.858" (r MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14,00 V Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads cm in the plane of the truss only. 0 LCD CI- o CO 0 03 0 in _I o� _ 4� 0 M-3x4 ; ), /' 1-00 6-OC [PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME: 5-A POLYGON NH - J6 <<,'" ,..).n PRoFFss Scale: 0.4179 C.) slf ZZ/ lY ��� WARNINGS: GENERAL NOTES,unless otherwise noted: 40 /,, 9 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 cr. s•9 *PE r Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,..4#41/44,- DATE: 8/22/2014 the overall structure is the responuibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+♦ 4 QC S E:Q. 6037176 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. �+ OREGON 4/ fasteners are complete and at no ime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4?: �� A. design loads be applied to any component and are for'dry condition"of use. '9 Y' 2��A'}- TRANS I D: 406556 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 4, c_ necessary. p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. rl R I O- 6.This design is furnished subject tc the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPI VJlCA in BCSI,copies of whish will be furnished upon request git coincideiitwith jointcenterches 9. Digits idsize of plate in inches.li . MiTek USA,Inc./CompuTrus software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 86 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-180) 157 IC 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" -22/ 375V -100/ 227H 5.50" 0.60 KDDF ( 625) 4'- 10.8" -166/ 179V 0/ OH 1.50" 0.29 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL net 5 checked for 2: Design L REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (• _p L_unlift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T '1 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" /- -/ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1" Allowed = 0.470" MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3" Allowed = 0.705" i/ MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003" @ 4'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cm load duration factor=l.6 Truss designed for wind loads • CO in the plane of the truss only. v co v 0 t` 0 r/- pliLo o� ►� ►�4 -i M-3x4 > 1, y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2.3,4( JOB NAME : 5-A POLYGON NH - J5 '',.. .('''4.� FROFFssio Scale: 0.4549 ��IZz�1 -v WARNINGS: GENERAL NOTES,unless otherwise noted: kr /I J//7' '7 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 4 7=92*I P E 1-- Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, 49 incorporation of component is the responsibility of the building designer. 400/ 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` �I P Y 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / '�- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 CC 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. OREGON 40 SEQ. : 6037177 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, - G 2� Y 2!Q)\ t�A, design loads be applied to any component. and are for"dry condition"of use. / q TRANS I D: 406556 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 Q 1 4, V� necessary. ` `- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. FR R I l.\-- 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 'IIII II II'IIII II I'IIII I III IIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CofnpuTfus Software 7.6.6(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 1111IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS , TRUSS SPAN 6'- 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) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-132) 131 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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -10/ 346V -81/ 189H 5.50" 0.55 KDDF ( 625) 3'- 10,8" -165/ 160V 0/ OH 1.50" 0.26 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICDND. 2: Design checked for net(-5 psf) uplift at 24 "oc s acp ina�l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100" 3-1 -09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" /- - MAX TC PANEL LL DEFL = 0.054" @ 2'- 2.1" Allowed = 0.367" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" 0 MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" 12 MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8" NOTE:Design assumes moisture content does 14.00 not exceed 19,6 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6 Truss designed for wind loads o in the plane of the truss only. v cm O CO O O M�® ' Iti��4 0 M-3x4 A- 1-00 6-00 (PROVIDE FULL BEARING;Jts:2.3,41 JOB NAME: 5-A POLYGON NH - J4 ��� Q PRQp Scale: 0.5091 ��� � ���/l l �p2 WARNINGS: GENERAL NOTES,unless otherwise noted: r`(/ ,7' -9 1.Builder and erection contractor sh uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual tt !_92 4 I P E I-- Truss: ' Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing mut be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to inure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` //e is the responsibility of the erector.)Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - 'II.- DATE: 8/22/2014 the overall structure is the responSibilily of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `4 Q 4.No load should be applied to any Component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'p OREGON 4, SEQ. : 6037178 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, L/ 4y r 20N�`F& design loads be applied to any component, and are for"dry condition"of use. TRANS I D: 406556 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 O 14, ,Q necessary. c R `y fabrication,handling,shipment add installation of components. 7.Design assumes adequate drainage is provided. R 1� 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 11111111111111111111 TPI/VJfCA in SCSI,copies of whibh will be furnished upon request lines coincideiatwithzjoint ainrche. 9.Digits iasize oplate ein inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 VIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-81) 106 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -5/ 318V -62/ 153H 5.50" 0.51 KDDF ( 625) 2'- 10.8" -160/ 141V 0/ OH 1.50" 0.23 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50" 0.09 KDDF ) 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 osfl uplift at 24 °oc soacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000° @ 0'- 0.0" Allowed = 0.129" 2-11-09 MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6" Allowed = 0.254" T T MAX TC PANEL TL DEFL = -0.016" @ 1'- 8.2" Allowed = 0.398" MAX BC PANEL TL DEFL = -0.030" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.001° @ 2'- 10.8° MAX HORIZ. TL DEFL = 0.001" @ 2'- 10.8" 14.00 7 ) NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. nico 0 0 o/- 0 in �� o� �� �.4 -/ M-3x4 1 ),-- )' ..) )- 1-00 [PROVIDE FULL BEARING:Jts:2,3.4[ 6-00 JOB NAME: 5-A POLYGON NH - J3 . -`n .' PROFFss Scale: 0.5712 5 !`\0IIINq E/�p7►,,,� / WARNINGS: GENERAL NOTES,unless otherwise noted: 'kr' ,‘`.V0 V/L L/I r O*-S! 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 92 P E 1-- TrussTruss: : J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing 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 DES. BY: EE 2'o.c.and 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). f�diniv,- eIiMPIP DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. y+� ,r OREGON ��(/ SEQ. : 6037179 fasteners are complete and at no time should any loads greater than 5.Design assumes tmsses are to be used in a non-corrosive environment, G, p design toads be applied to any component. and ere for"dry condition"of use. -41.- 14, 4 01 TRANS I D: 406556 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if O y 14, 2 �t�r fabrication,handling,shipment and installation of components. necessary. /11 -R - ` 7.Designlaesassumesadequateonedthinace is truss, 'v/ -L7 p'0, 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 Il IIIIII 11111111 IIII VIII I III III I IIII IIIITPVWTCA 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,In C./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1558(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-62) 83 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" -34/ 295V -44/ 117H 5.50" 0.47 KDDF ( 625) late prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 10.0" -139/ 127V 0/ OH 1.50" 0.20 KDDF ( 625) Connector p 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16= MiTek MT series 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 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" 1 11-09 MAX TC PANEL LL DEFL = 0.004" @ 0'- 12.D" Allowed = 0.163" MAX TC PANEL TL DEFL = -0.005" @ 1'- 1.4" Allowed = 0.244" T T MAX BC PANEL LL DEFL = 0.009' @ 2'- 8.6" Allowed = 0.254° MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339° 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.8" 14.00 VMAX HORIZ. TL DEFL = 0.000" @ 1'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 1% system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, rn Truss designed for wind loads o in the plane of the truss only. N .. O rh p, - l[) O - O8/- .>.<1 ><4 -/ M-3x4 y y y 1-00 [PROVIDE FULL BEARING;Jts:2,3c4I 6-00 ��EO PR apes JOB NAME : 5-A POLYGON NH - J2 Scale: 0.6380 \�� GI NE s% WARNINGS: GENERAL NOTES,unless otherwise noted: �K v /2 T^0/PrY _v-9� 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 !921.11 P E Truss: J 2 and Warnings before construction commences. building component. abitity of design parameters and proper 2.2x4 compression web bracing 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` /� DES. BY: EE s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /' - DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 CC 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. OREGON SEQ. : 603718 0 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, 174- 412 4 \tX 1A4, design loads be applied to any component. and are for"dry condition"of use. / -i y 2O T- TRANS I D: 406556 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 O 14, �Q. necessary. /� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. FR R I1,k- 6.This design is furnished subject td the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111011111111111111 TPI WlCA in BCSI,copies of whi h will be furnished upon request. Digitcoincide with joint center che. 9. Digits indicate size of platein inches.. MiTek USA,Inc./CompuTrus oftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 II IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-99) 174 IC 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" -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625) 0'- 10.8° -74/ 166V 0/ OH 1,50" 0.27 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0° 0/ 4BV 0/ OH 5.50" 0,06 KDDF 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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( psf) uplift 4 "o a Ina BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339" 0-11-09 T . MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8' MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8° 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 V Design conforms to main windforce-resisting system and components and cladding criteria. ANCHOR TO RESIST UPLIFT Wind: 140 mph, h=19.8ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, /- - -� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 4' o N- 0 �r O, 0 0 �� N O/- 4 -/ -3x4 ,1 ,) y 1-00 !PROVIDE FULL BEARING;Jts:2,3,4I 6-00 • JOB NAME : 5-A POLYGON NH - J1 Scale: 0.6505 _c.:, yy{GPN OF,s-per WARNINGS: GENERAL NOTES,unless otherwise noted: �G V���/I I 17 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 Cr !92 O O P E 1' Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Ale" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and 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). `•.'- '� DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �� A_OREGON 441 SEQ. : 6037181 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, 4f \t) design loads be applied to any component. and are for"dry condition"of use. / .4 y Q 1 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if .D 14° 2 t�T fabrication,handling,shipment and installation of components. necessary. p_ ...,A;Zr 7.Design assumes adequate drainage is provided. MFL,R I1 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 rl fl 1r IIII I I II VIII III IIII I III III I IIITPI/VJTCA 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,In C./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-446) 269 7- 9=(-60) 63 7- 3=( 0) 52 WEBS: 2x4 KDDF STAND 3- 4=(-411) 287 3- 9=(-77) 73 LOADING 4- 5=(-237) 93 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) -83) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 11.6" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" 0/ 287V -133/ 325H 5.50" 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8° -159/ 259V 0/ OH 1.50° 0.33 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 8.8° 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 5'- 11.6" -209/ 221V 0/ OH 1.50" 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net)-5 ssf) 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° 6-11-09 MAX LL DEFL = -0.003" @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128" 6 MAX TC PANEL LL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.196" /- -/ MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4° Allowed = 0.295" MAX TC PANEL LL DEFL = 0.011" @ 4'- 6.8" Allowed = 0.290" MAX TC PANEL TL DEFL = -0.012" @ 4'- 7.5" Allowed = 0.434" MAX HORIZ. LL DEFL = -0.006" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.006' @ 5'- 10.8" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting O system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co M-4x6 Truss designed for wind loads o // in the plane of the truss only. m 4 o m 4 C. - N8 o M-1.5x3 0M-3x4 M-3x4 M 3x4 A- 1, J, y 2-03-12 3-08-04 ), ), ), J, 1-00,, 2-05-08 4-06-01 1, 1, 6-00 0-11-09 'PROVIDE FULL BEARING;Jts:2,4,9,5' JOB NAME : 5-A POLYGON NH - J7CScale: 0.2881 � ��' � � P E/4,, �`� �` %ZZI °� WARNINGS: GENERAL NOTES,unless otherwise noted: 9 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 !�1 P E f Truss: J7C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing 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 t theiraced at ''� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: E E s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ./ '�- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 CC SEQ. : 6037182 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. 9 OREGON 4, 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, G. of ��' design loads be applied to any component. and are for"dry condition"of use. �O '9 y .�Q° 20 �- TRANS I D: 406556 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 f1Q. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 41 /T R I 04 v 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 1131111111111111111 TPI NJfCA in BCSI,copies of which will be furnished upon request. git coincideitwith joint centerches 9. Digits dsize of plate in inches.li . MiTek USA,Inc./CompuTrusSoftware+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 86 2-7=(-32) 52 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-372) WEBS: 2x4 KDDF STAND 332) 267 6-8=(-39) 62 3-8=( 0) 52 3-4=(-338) 286 3-8=(-76) 48 LOADING 4-5=(-112) 82 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. 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° 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50° 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 Oaf g AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9 ) uplift at 24 "oc spac in . 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" @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX IC PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.290" MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" / -/ MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8° /' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c:) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. .4. M-4x6 co co 0 co dN 08B Iiiiiiiiiiiiiiih- 7,- 8►z. -/ Lo loimmems to o,_ - C3 M-1.5x3 O M-3x4"' M-73x4 0 M-3x4 y y .1- 2-03-12 3-08-04 1, ), ) 1-00, 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING:Jts:2.4,8,51 JOB NAME: 5-A POLYGON NH - J6C 6`�Eo PROFFss Scale: 0.3244 5 !`\y�f,GINEici,p,p /A WARNINGS: GENERAL NOTES,unless otherwise noted: �\ v Viz z/I / O-9 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 92 19 P E 1-- Truss: J 6C and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing 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 DES. BY: EE is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` '/ DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,C 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. -7i OREGON � SEQ.TRANS I D: 406556i(/ : 6037183 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, I-- b design loads be applied to any component. and are for"dry condition"of use. .9 1 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 0 y 1 4, 20�P-r fabrication,handling,shipment and installation of components. necessary. c 7.Dessign assumes adequate drainage is provided. R n IO, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,1l 1111111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in inches.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) EXPIRES:12/31/2015 11E14 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 86 2-7=(-32) 52 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-372) 267 6-8=(-39) 62 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-338) 286 3-8=(-76) 48 LOADING 4-5=(-112) 82 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. 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" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50' 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8° -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net)-5 osf) uplift at 24 "ox 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 TC PANEL LL DEFL = -0.004" @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0,295" MAX TC PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.290" 5-11-09 MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" /- MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. aofomtnaianwin lorieitii 411 .Dsyssitgnm12 14.00 7 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v M-4x6 a 0 C. Ep co O 996Y "7/- 8 w_� -/ o ��� 8 - it, O - 7 M-1.5x: M-3x4 M-3x4 M-3x4 A- 2-03-12 3-08-04 ), ), ), y 1-00), 2-05-08 3-06-08 y 6-00 1PROVIDE FULL BEARING;Jts:2,4,8,51 JOB NAME: 5-A POLYGON NH - J5C Scale: 0.3224 �\����EG?NEFFss/p2 WARNINGS: GENERAL NOTES,unless otherwise noted: ,'-, -9 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 Q ! SPETruss: J 5C and Warnings before constmCtior commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component rs the responsibility of the building designer. _921 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords tobe laterally braced at 2'o.c.and at10'oc.respectively unless braced throughout their length by /' DES. BY: EE is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / WIPP,' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr �1 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. OREGON i(/ SEQ. : 6037184 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, L- � \ design loads be applied to any component. and are for"mry condition"of use. /O y f 4 2° 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge if P necessary. 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �`R RI l._\- 6.This design is furnished subject tb the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII I III VIII I III VIII IIII IIII TPI VJTCA in BCSI,copies of which will be furnished upon request. git coincidewith jointain che. 9. Digits indicatesize of plate to inches.li . MiTek USA,Inc./CompuTfus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 86 2-7=(-58) 82 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-150) 0 6-8=(-70) 98 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -14) 44 3-8=(-119) 86 LOADING 4.5=( 0) 0 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -34/ 317V -63/ 154H 5.50" 0.51 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0° 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 osf) 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 TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201" MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" 5 -/ MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. M-4x6 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, C3 Truss designed for wind loads in the plane of the truss only. v -4- ..- CM CM 0 CD O . H d -A_ ►�8 Si s o M-1.5x3 ,/ W� N C3 M13x4 0 M-3x4 M-3x4 y y y 2-03-12 3-08-04 y y y y 1-00y 2-05-08 3-06-08 y 6-00 PROVIDE FULL BEARING;Jts:2,4,8] JOB NAME : 5-A POLYGON NH - J4C -<<- PROFFss Scale: 0.4172 Co /2z/ TY 1 � WARNINGS: GENERAL NOTES,unless otherwise noted: kJ -9' 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 CC !9'Z 1 e PE �fTruss: J 4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing 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 DES. BY: EE 2'o.c.and 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). `��- '/ DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -4 CC 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. -7G ,�OREGON �Q/ S E Q. : 6037185 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, 1� design loads be applied to any component. and are for"dry condition"of use. .9y Q TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, ,- �P--1' fabrication,handling,shipment and installation of components. necessary. q C- 7.Design assumes adequate drainage is provided. McL�R I l-\- 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 ��ll II II II I VIII I II IIII I III II II IIII IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincideiiwith jointcenterche. 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) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 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) 86 2.6=(-58) 82 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-150) 0 5-7=(-70) 98 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -14) 44 3-7=(-119) 86 I LOADING TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 317V -62/ 153H 5.50" 0.51 KDDF 625 LL = 25 PSF Ground Snow (Pg) 2'- 10.8" -108/ 72V 0/ OH 1.50" 0.11 KDDF 625 Connector plate prefix designators: 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' , BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2 11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129° MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" 12 M-4x6 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201" 14.007 i MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" II _MAX HORIZ. TL DEFL = 0.006° @ 5'- 8.8" # NOTE:Design noteassumes moisture content does not exceed 19% at time of manufacture. o Design conforms to main windforce-resisting system and components and cladding criteria. Lo Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), v load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 1.0 5 o/- _ - /o -1 o A CO� _ o M-1.5x3 O� N Nf 3x44 O M-3x4 M-3x4 y y ,1 2-03-12 3-08-04 J )' y y 1-00 ,, 2-05-08 3-06-08 y 6-00 'PROVIDE FULL BEARING;Jts:2,4,7I Scale: 0.5570 �\�00 P R OF-Oroo� JOB NAME: 5-A POLYGON NH - J3C GINENp,� � WARNINGS: GENERAL NOTES,unless otherwise noted: C - z/l l 9 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 Ct. =9�1 P E 1-- Truss: J3C and Warnings before construclior commences. building component. abitky of design parameters and proper All2.204 compression web bracing 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 2'o.c.and at 10'o,c.respectively unless braced throughout their length by ` 1'P DES. BY: EE is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A 'W.- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,/ it SEQ. : 6037186 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. }7 OREGON b 4lj 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, L. , , design loads be applied to any component. and are for"dry condition"of use. '9 y 20 �•- TRANS I D: 406556 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 14, f1P fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. MER R I VA V 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 11111111111011111111 TPI WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center che. 9.Digits iasize of co inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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) 86 2-6=(-30) 39 6-5=( 0) B BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 0 5-7=(-43) 53 5-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-33) 35 3-7=(-56) 45 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 281V -44/ 117H 5.50" 0.45 KDDF625 LL = 25 PSF Ground Snow (Pg) 1'- 10.8" -144/ 97V 0/ OH 1.50" 0.16 KDDF ) 625) Connector plate prefix designators: 6'- 0.0" 0/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T '1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.001" @ 1'- 4.2" Allowed = 0.069" 12 MAX LL DEFL = 0.000" @ 5'- 4.7" Allowed = 0.179" MAX IC PANEL TL DEFL = 0.004" @ 0'- 10.4" Allowed = 0.140" 14.00 7 MAX BC PANEL TL DEFL = -0.013" @ 3'- 4.2" Allowed = 0.222" -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 4.7" M-4x6 MAX HORIZ. TL DEFL = 0.002" @ 5'- 4.7" 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 41k c, Design conforms to main windforce-resisting system and components and cladding criteria. CD Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 111 o� .-Anom , 7 ► - o � M-3x4 in M-1.5x3 o''- ►t . 6 o M-3x4 M-3x4 y y - y 1-03-12 4-00-15 0-07-05 y y y > 1-00 ), 1-05-08 4-06-08 y FPROVIDE FULL BEARING:Jts:2,4,7I 6-00 JOB NAME: 5-A POLYGON NH - J2C Scale: 0.6194 ���'<e,'s J}F�GPN O/p7F�l0.0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1. ki r�/2ii / 17 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 Cr .!92I•P E 1-- TrussTruss: : J 2C and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing 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 DES. BY: EE 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 ` 4021101.*continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / '�.- DAT E: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C,C. 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. '9 OREGON `C/ SEQ. : 6037187 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 406556 176 ,, ,gyp / design loads be applied to any component. and are for"dry condition"of use. / '�r 0 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 Q 14 2 /� ` necessary. � 01'i- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '4 t3 RIO- 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 IIIIIIII I VIII VIII VIII I III VIII IIIIIIIITPI/VJrCA 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(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIII1IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24,0" O.C. 2-3=(-159) 91 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: 24.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50" 0.82 KDDF ( 625) 1'- 9.2" -113/ 294V 0/ OH 5.50" 0.47 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8" -101/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 p g REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. G (• psf) uplift at 24 "oc s acro .I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0,200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.007° @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.1" A- -A NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. FA Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.001/ Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co 0 ,r, o In 0 CO • 0 r/- o� 2>< 4>� M-3x4 1 A- y y y y 2-00 2-00 5-11-13 - 1PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME: 5-A POLYGON NH - SJ2 Scale: D.4B59 ��c����\I�SG/PN /Ip�F�lss% WARNINGS: GENERAL NOTES,unless otherwise noted: �- vI �/' I 17 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 4 f�I P E 1--- Truss: SJ 2 and Warnings before construction mmences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mu be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to in are stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector. dditionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �'� P itY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „...04�!- DATE: 8/22/2014 the overall structure is the respon Ibtlity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ di tr 4.No load should be applied to any mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p OREGON 4, SEQ. : 6037188 fasteners are complete and at no t me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4.-1.6 , ,1y N� A• design loads be applied to any component. and are for"dry condition"of use. / q TRANS I D: 406556 5.CompuTrus has no control over arid assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if O 14, 2.° P�' fabrication,handling,shipment and installation of components. neessary. /i,� 7.Designlaesassumesadequateon eh drainagecLs otrus,provided. MFR I�\„ 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPI/WTCA in BCSI,copies of whidh will be furnished upon request. git coincide with jointacenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-90) 48 TC LATERAL SUPPORT <= 12"00. 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: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -160/ 57BV -30/ 119H 5.50" 0.92 KDDF ( 625) 1'- 9.2" -123/ 62V 0/ OH 5.50" 0.10 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.8" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �QDND. 2: Design checked for net( psf)yplift at 24 "oc s a Ino BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed = 0.407" 7.00 L/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" i- -,r MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), op c) load duration factor=1.6, Truss designed for wind loads cst O in the plane of the truss only. to CM 0) O M O/- toO c"/- 2► 4 M-3x4 1 f- ), y y > 2-00 2-00 1-11-13 'PROVIDE FULL BEARING:Jts:2,4,3( JOB NAME: 5-A POLYGON NH - SJ1 Scale: 0.6869 �\�-i .--, GIN�FFsso2 WARNINGS: GENERAL NOTES,unless otherwise noted: /Z z/l l 9 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 g 92 1•P E 1-- Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing 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 bosom chords to be laterally braced at DES. BY: E E 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 ` �'P. DATE: 8/22/2014 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „.... Cl/4.- 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. OREGON SEQ. : 603 7189 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, ijj � design loads be applied to any component. and are for"drycondition" full b ori of use. / q y '1°\ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, �Q'F' fabrication,handling,shipment and installation of components. necessary. 41 `- 7.Designlaesassumes adequate ne drainagehcisotrus,provided. '! R o I L�, 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 fl 11111111111111 1111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideiiwith jointcenterche. 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) EXPIRES:12/31/2015 11 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(-37) 50 3-5=(-178) 140 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-82) 64 WEBS: 2x4 KDDF STAND LOADING 3.4=( -7) 3 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. 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: 24.0" 0.0' 0'- 0.0" -128/ 546V -22/ 80H 5.50" 0.87 KDDF 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.5" -27/ 235V 0/ OH 5.50" 0.38 KDDF 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.059" @ 3'- 1.6° Allowed = 0.318" 5-05-12 0-03-12 MAX TC PANEL TL DEFL = -0.072" @ 2'- 11.4° Allowed = 0.476" MAX HORIZ. LL DEFL = 0.000" 0 5'- 5.8° 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.8" ,.00 L- NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting 3 4 system and components and cladding criteria. Wind: 140 mph, h=20.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Ft (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ii load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N O M V O N O N in r-/ I II CO o� �`5 1 M-3x4 M-1.5x3 y 1- 1' 5-05-12 0-03-12 J, y 1, 2-00 5-09-08 scale: 0.6156 �c,. .1-'" pN Opp„ JOB JOB NAME: POLYGON PLAN 5A NH - 2 3/l WARNINGS: GENERAL NOTES,unless otherwise noted: (/ -9 1.Builder and erection contractors ould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ct- !9211PE I- Truss: t u 12 and Warnings before consiructio commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mu-t be installed where shown+, incorporation of component is the responsihilay of the building designer. 3.Additional temporary bracing to i.urn stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'oc.and at 10'o.c.respectively unless braced throughout their length by 041110Pis the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/3/2014 the overall structure is the respo-.ibilOy of the building designer. 3.2x Impact bridging or lateral bracing required where shown'+ -16 cc 4.No load should be applied to any . ponent until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -7, OREGON SEQ. : 6048198 fasteners am complete and at no ime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, „ ,o -47 to , design loads be applied to any co ponent. and are for"dry condition"of use. / '9 y 2° -�.. TRANS I D: 40731 1 5.CompuTrus has no control over a d assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, �Q necessary.fabrication,handling,shipment a d installation of components. 7.Design assumes adequate drainage is provided. R R I Oy 6.This design is furnished subject I.the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111 TPI/VVI-CA in BCSI,copies of which will be furnished upon request. git coincide with joint In inches.9.Digitssdsize of tplate eto . MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-57) 13 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -144/ 476V 0/ 48H 31.00" 0.76 KDDF ( 625) 2'- 6.2" -29/ 61V 0/ OH 1.50" 0.10 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 7.0" -70/ 22V 0/ OH 0.00" 0.00 KDDF ( 625) C,CN,C18,CN18 (or no prefix)) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040° @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 12 MAX HORIZ. LL DEFL = -0.000' @ 2'- 6.2° 4.00 ' MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 v O N O 2 O L� T Mil 4 1 M-3x4 > y y 2-00 2-07 JOB NAME: POLYGON PLAN 5A NH - H1 Bcale: 0.,,66 ��5<<-''''Cl/Jur D/v,/PN�FFss/p2 WARNINGS: GENERAL NOTES,unless otherwise noted: "(]' "/-NE, u 17 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 Ct =92 6 11 P E r" Truss: H 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing 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 DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `"- �/ p riY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DAT SEQ : 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 Q S Q. : 6048199 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. OREGON 4/ 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, ,L. A. i.\ A, design loads be applied to any component end are for"dry condition"of use. y 2� "�-- T BANS I D: 40731 1 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 4, �Q necessary. � 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R l.� 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 1111111111111111111111111111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. Digitsgit coincideicwith jointanr nche. . 9.linesindicate 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) EXPI RES:12/31/2015