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Plans (82) 4(`(NS c \ -� 00\v G ULU. t ccs Jdc:3 V._ -\--- - *Me C - ._ . 1 11 11 GARAGE � n4ARI1P. -1, 14 14 � Pt > > IR4 � � 4gt > > —1—/- AU ,—rASJ, MA ASJ2 4. / ASJ2 A 6 112 A111 (2) Agri AH3 AMC v AH5C AH6 AH7 — \- Al (4) AH7 AH6 6:12 6:12 AH5 AH4 4 BH3 ___ BH2 - RH1 PI-= - D2 (2) E2 (3)8.19 A 6:12 Dl \EE fn . . M i; Cl 6:12 lpa In lip /12 r? /' CONFORMS TO DESIGN CONCE�'T C CONFORMS TO DESIGN CONCECWIT1- ' + 6' REVISIONS AS SHOWN _ 7 CONFORMS TO DESIGN CONCEPT p� illNON-CONFORMING-REVISE AND�ESTIBMIT 'i CONFORMS TO DESIGN CONCEPT WITH v� ,4 1 CHOP DRAWING HAS BEEN R VIEW£D FOR GENERAL CONFORMANCE -!REVISIONS NOTED 4�'i7H THE DFSIGN CONCEPT�ONLyAND DOES NOT RELIEVE THE r. 3 NONCONFORMING REVISE&RESUBMIT 91� FABRICATOR/VENDOR OF R`SPONS:BILITY FOR CONFORMANCE WITH THE o IN HAS --N F n n Fa.- AL w CE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY TH TLiE ERICA`.S�N a ' ACLs'.,F .:,x;.�E�.1 ,N,-..:. :a;WEN,-u a . OVER THIS SHOP DRA'aING. CON'RACTOR SHALL VERIFY ALL DIMENSIONS. i or r motAs 404 By: Todd R. Eaton Date: September 19, 2014 N Alexia Fukm Date 9/22/14 MILBRANDT ARCHITECTS CT ENGINEERING©U446' tCompuTrusInc.2006 ILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS 'OLYGON NW 03/31/14 PLACEMENT ONLY.REFER TRUSS CALCULATIONS AND TO AND OJECT TITLE: REVISION-I: ENGINEERED STRUCTURAL MI DRAWINGS FOR ALL FURTHER-TRSS umber 5-B COFFER INFORMATION. BUILDING OF I IN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO TRUSS R u C S C 0 M P A N Y.. 5 / B CHECKED BY: - REVIEW AND APPROVE OF ALL LIVERY 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. 40'-0' GARAGE LEFT 11=11' T. -r--r— ASJ1ASJ1------- ASJ2 I■\ ' /J ASJ2 , _ _ ___ 1 6 12 ,,, AH1 (2) ( - A. . 00 • c. i, 1 / . ' I AH6 , / AH7 ----� 4 , i `A1 (4) r? — AH7 �? 6:12 -----------2 / 6:12 (7_,... AH4 BH3 j Y------ RH2 \BH1 (2) 6:12 I p. • — 6.12 ,1- ._ ��lrta. I? 1111111.111111 , ,d01111A L MHIll 8 1111 : : ._ Li ' T ,, Erl -if CDNf FO/R�MCS TCO DESIGN CONCEPT WITH ► 11111 ME Add REVISIONS E ISIInONS AS SI 0 (.y�1/2a� I j -4 FORMS TO DESIGN CONCEPT El NON-CONFORMI,T. - • T 1: r 1:Y v J I 0 CONFORMSTO DESIGN CONCEPT WITH ---Ill %' RfVlSIOHS NOTED THIS SHOP DRAWING HAS B..N REVIEWED FOR GENERAL CON 'NCE 9'-660 NONCONFORMING-REVISE&RESUBMIT WITH THE DESIGN CONDE?' 0 Y AND DOES NOT RELI ' HE I" HOE 0" .e Ev ON""""C Xr -FN O Er 004E D DOE:-. E THE FABRICATOR%VENDOR OF !ESP SIBILITY FOR COS R,1ANCE WITH THE RI aT-F a ,f R r .-wZ;!.. ;N l 4 1 .E,31 kN NV SIX. H DESIGN DRAWINGS AND S'ECI CATIONS AL WHICH HAVE PRIORITY 401-06 x..w i c DRAWING OVER THIS SHOP DRAWIN •• - ' ' i a91 By Alexa Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 MILBRANDTARCHITECTS CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 ILDm S. ,O,(JE DATE: ABOVE PLAN PROVIDED FOR TRUSS 'OLYGON NW 03/31/14 PLACEMENT SS CAL ULATIONSA TO • / L ENGINEERED STRUCTURA OJECT TITLE: REVISION-1: SIGNER/E FOR ALL FURTHER i � INFORMATION.BUILDING ,LAN 5-B COFFER INFORMATION. BUILDING OF RECORD RN: DRAWN BY: JP REVISION-2: / RESPONSIBLE FOR ALL NON-TRUSS l TO TRUSS CONNECTIONS.BUILDING g DESIGNER/ENGINEER OF RECORD TO B CHECKED BY: / / REVIEW AND APPROVE OF ALLD C - COMPANY LIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. QC ai 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. MIN=II MI® MiTek° MiTek USA, Inc. 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly,s, 60,?.....c ,,, e5P0a.....e.,.....—^,t avid Baxter, P.E., S.E. Sr. Structural Engineer ��vc,O PROF MiTek USA 0AGINFF9 i0 DB 4 :9200PE 9r .t r FG 4 OREGON lv i0 '4y 14, 2Q4 P 12/06/2017 4RRtLL 0 EXPIRES: 12-31-2019 mg MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-343_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: R45642845 thru R45642860 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. <0. 23 P R OF�s 74olNE4\ Q 87022PE vr' y <c‘'oj, OREGON (1) <tr/ p�, 4/8ER .\\ �O OS A. Hen e EX'" 06/30/ 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 R45642845 PL15-343_UPPER Ff1 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Tue Oct 13 08:51:58 2015 Page 1 I D:j7axn4OsHnThlyaUAczwOszXl UY-8NEyW14gRLFddvIFEhBm14aAVwwQ4nAz2y8K8yTrlV I 2-6-0 I I 2-2-9 1 1 1-2-0 1 1 2-4-11 Scale=1:28.6 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 :. 0000 111104041. 10000.1....°1111.1 111111411141111111R 101111111°11111°111°°°°1° -'.- 11111111111111111 e e e e 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4 7-- 1 0-8-1 10$1 11-4-9 I 9-11-9 10�}t1xr1 111.3-1 I 1 16-4-12 I 9-11-9 0-1-'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(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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. •<<- F PRp� sd' -57 �� ONGiNEFR /�* 87022PE WOREG4I .N �CbSMBER ,�.� \'" A. HEP EXPIRES:06/30/2017 October 13,2015 1 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeke connectors.This design 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 Milek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,defvery,erection and bracing of trusses and truss systems,see ANSI/fPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642846 PL15-343_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 08:51:58 2015 Page 1 I D:j7axn4OsHnThlyaUAczwOszX 1 UY-8N EyW 14g RLFddvl FEh Bm 14etVOMQ6mAz2y8K8yTri V 1-6-0 1 1-3-4 I 10-8-3 I 2-3-0 I 1 1-2-0 II 1-0-5 1 2-6-0 I Scale=1:27.7 • 1.5x3 I I 3x4= 1.5x3 I I 3x4= - 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 34 4 5 6 7 8 9 10 e e • m o o p • I/ cc•I'q , 10001/NrN oo e- a J o e 17 15 14 13 12 11 3x4= 3x6= 4x5 = 3x5= 1.5x3 I I 3x4 = 3x4= 3-0-4 15-10-12 I 3-0-4 I 12-10-8 Plate Offsets(X,Y)— [7:0-1-8,Edge],[12:0-1-8,Edge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 74 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1266/0-5-8,17=-335/Mechanical,11=456/Mechanical Max Uplift17=-426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=-1002/0,6-7=-1002/0,7-8=-1099/0, 8-9=-1099/0 BOT CHORD 16-17=664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 WEBS 3-16=-718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=-1177/0,9-11=-960/0, 9-12=0/379,3-15=0/856 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. • (- P R opFss Co �AGjNE9 /O . 8 S 2 P E , t' 9 7 �A� OREGO <o 4/ 9O AMBER 1�, �4 OS A. H ERCP EXPIRES:06/30/2017 October 13,2015 It r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �a 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 f1Tek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642847 PL15-343_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 08:51:59 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-dZolGr2iRIT6FnUyoxCQJFdkUvGo9VMJBihhtbyTrlU 1 2-6-0 I 1 2-5-1 11 1-2-0 I I 2-4-11 I Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 o o o e Ne _ \ Qx- 1.4111114111111f - e - o e e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 1 10-2.1 1013(9 111-5-9 1 I 16-7-4 I 10-2-1 a-B 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 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 Incr 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=725/0-4-8,9=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. • <- PRp,cFss <cfN tiNGIN�F-7 QO2 Q 87022PE 9v w cv 7 <1\ v... OREG•N �o 4Y 'Ac F4I EB• 11 �p �S A. HE# EXPIRES:06/30/2017 October 13,2015 4 + ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-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 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 C iteria,DSB-89 and BCSI BuIding Component Suite 109 re 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 R45642848 PL15-343_UPPER F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Tue Oct 13 08:51:59 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-dZoKir2iRIT6FnUyoxCQJFdgXvD69WMJBihhtbyTrlU 2-3-0 1 1 1-411 11 1-2-0 H 1-0-9 I 2-6-0 Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 II 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 q q e o ee ee o 11 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4 = 3x4 = 14-3-11 I 13-1-11 13-8-111 I 18-1-4 1 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) 1/deft Lid 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 IBC2012TTP12007 (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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. <<icO PROper, z_ 04GiNE&„ X02 870 2PE y �Aj, OREGO ti� ti vs OS A- H ERCP EXPIRES:06/30/2017 October 13,2015 1 t ®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.This design is based only upon parameters shown,and is for an individual building component,note a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek'building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi T;{ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/DPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642849 PL15-343_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 08:52:00 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-51MiwB2KC2bztw38MfjfrS9u5JbVuvuTQMRFP1yTrlT 11-3-0 I 1 1-1-1 II 1-2-0 ii 2-4-15 I 2Fr0 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 cli 2, N , N - N , N 'N / _.•••••••••00.- -44\44.4.4.44440, e . o 9 777/// al e o 777/// O. a 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 15-0.91I I 20-9-8 I 14-5-9 0-7-0 b-7-0 5-1-15 Plate Offsets(X,Y)- [12:0-1-8,Edgel,[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Ud 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 lncr 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 2.0E(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=909/0-4-8,26=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. 3)Provide mechanical connection(by others)of truss to bearing plate at]oint(s)26,__ 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. �e3 xyG 0.0 e3 w, Y 40 �v 87022PE y �'oj OREG N Rp �tr� 9OFMBER \N �O OS A. HE'�P EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Wield?)connectors.This design is based only upon parameters shown,and is for an individual building component,not �W a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642850 PL15-343_11PPER FO6 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 08:52:01 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-Zxw57X3yzMjgU4eKwMEuOgiAJi57dZUcfOAoxTyTrIS I 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 I Scale=1:8.7 rii 4 x t--------...41- d 5 ♦ 4 3x4= 3x4= Q'-1-81 4-1-0 1 04-8 3-11-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Ud 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/TPI2007 (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. ��w) P R OFFss co �Nc i NEER 1p 2 ,..,_"4.1 87022PE �- / -yN >N �'O), OREG•N (f? �� '9 EMBER 1A\ \..\''./ Or) A. He RCP EXPIRES:06/30/2017 October 13,2015 MOM wit a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek®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 appicability 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 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642851 PL15-343 UPPER F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:02 2015 Page 1 I D:j7axn4OsHnThlyaUAczwOszX 1 UY-18UTKt4akgrh6EDXU317wtFEy6GyMs8mtgwLTwyTrIR I 1-7-12 I I 1-8-15 I I 1-2-0 I j 1-4-9 I 1-6-0 I 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 e e N O O O O 6 B e is 19 17 16 15 14 13 i 3x4 II 3x6= 3x8 = 3x5 = 3x5= 1.5x3 11 3x4 = 3x4= I 1-10-12 2- 4 17-5-4 I 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y)— [2:0-3-0,Edge],[8:0-1-8,Edgel,113:0-1-8,Edge],[19:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 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 Incr 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. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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 be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)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. The design/selection of such connection device(s)is the responsibility of others. �R, 0 P R OFFS 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ���CD ANG]N E�R wo LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 8 I 2 P E 9t� Uniform Loads(plf) /� Vert:12-19=-8,1-11=80 Concentrated Loads(Ib) Vert:1=304(F) 5. N -7 SAT OREGO etc, �H dor, 13ER 1�' �Q�O A. HER EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE WI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a 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 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 R45642852 PL15-343_UPPER FO8 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc Tue Oct 13 08:52:02 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-18UTKt4akgrh6EDXU317wtFLO6PFMzVmtgwLTwyTrIR I 2-6-0 1 0-5-10 I I 1-2-0 I I 1-4-14 Scale:3/4"=1 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4= 3 4 53x4= 6 e o 0 0 _.,..\ 0 O N 7.-- N e e e e(f e 3x4 — ( ) 1 9 8 3x4— 3x4 = 3x4= I 3-1-2 3-2-10 3-9-10 1 4-4-10 416-2 8-6-8 1 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-0-6 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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 BCLL 0.0 Rep Stress Incr YES WB 0.19 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=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. <��Eo P R OFFss co �NGINEER /3 e� 87022P, 9c i ckl -7 -$, OR GON ti4©tui On MBER1 SA He EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Mill, Design valid for use only with Milek®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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Qualify 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 R45642853 PL15-343 UPPER F09 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 08:52:02 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-18UTKt4akgrh6EDXU317wtFL26Q_M?fmtgwLTwyTrIR I 2-6-0 I 0-5-6 I I 1-2-0 1 I 1-7-2 Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 I I l e .23 e 0 0 cS N e e e " 1.5x3 II 9 ::/\/>>:i 8 7 6 3x4= 3x4= 3x4 = I 3-0-14 �-2.4 3-9-6 1 4-4-6 1 6-2-8 I 3-0-14 0-1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y)— 14:0-1-8,Edge],[8:0-1-8,Edge] 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 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. <<- u.0 PR R OFFS �� �cNGi NEER s/o2p 870 2PE y �Aj, OREGO tip <N �`s A. He P'�P EXPIRES:06/30/2017 October 13,2015 e f ®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 �x a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642854 PL15-343_UPPER F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:03 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszXlUY-VK1rYC5CVzzYkOojlnHMT5nQtWc?5LTv6KgvOMyTrIQ I 2-3-0 1 1 1-7-11 I I 1-2-0 I I 1-4-9 1 1.6-0 1 Scale=1:26.9 1.5x3 11 3x5 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 11 1 2 3 4 5 6 7 8 9 • N e O \ o • N O O e All, e 1-4i- 14 13 12 11 3x4 = 3x6= 3x6 = 1.5x3 11 3x4= 3x4= 12-3-11 1 11-1-11 11-8-111 I 15-5-4 1 11-1-11 0-7-0 0-7-0 3-1-9 Plate Offsets(X,Y)— [6:0-1-8,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 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress!nor YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 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) 15=673/0-4-4,10=673/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2121/0,3-4=-2121/0,4-5=-2434/0,5-6=-2434/0,6-7=-1775/0,7-8=-1775/0 BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 WEBS 7-11=-417/0,2-15=-1416/0,2-14=0/910,4-14=380/0,5-13=-274/0,6-13=0/820,8-10=1112/0,8-11=0/1049 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. '<<- V) P R OFE / GNE4\ 87022PE f w y �'.3j, OREGON ti� O OS A. HE?` EXPIRES:06/30/2017 October 13,2015 a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Mil,. Design valid for use only with 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPl1 Quality Criteria,DSB-89 and BCSI BuIding 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 R45642855 PL15-343_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 08:52:03 2015 Page 1 I D:j7axn4OsHnThlyaUAczwOszX1 UY-VK1 rYC5CVzzYkOoj1 nHMT5nVTVNK5Qgv6KgvOMyTrIQ 2-6-0 I0-5-10 I I 1-2-0 I I 1-6-14 Scale=1:16.4 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 e o e e .„\ Q o e e e e 1C 9 8 f� 3x4= 3x4= 354 = I 3-1-2 3-V-10 3-9-10 1 4-4-10 4j6-I 8-8-8 I 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,Edge],[9:0-1-8,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 0.20 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. (Ib/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. PE /o7534G 29 87022PE �' N y �Aj, OREGO ftp z/ 90 �44BER \\ �O OS A. HECk EXPIRES:06/30/2017 October 13,2015 t t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Nit Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the appfcability 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 R45642856 PL15-343_UPPER F12 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 08:52:04 2015 Page 1 I D:j7axn4OsHnThlyaUAczwOszX1 UY-zWbDIY5rGH5PLYNvbUob?I KcYwzDgoB2L_PSYoyTrIP I 2-6-0 I I 2-3-5 1 1 1-2-0 11 2-4-11 I 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 y 4 I-lifill IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINW e \ e c e — o e N e 1��) 12 11 10 3x4= 3x8 = 3x4= 3x4= 3x4= 10-8-13 11-5-5 1 10-0-5 10-00113 11-3.131 I 16-5-8 I 10-0-5 0-�1-8 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 0.49 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/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. <0�ED P R oFFS 9 co �G[NF ' 'b 2� 8 • 2PE r91' 7 N / ,N �Aj, OREGO cp l/ 'AcI EMBER N.\ 4Q O P S A. HER EXPIRES:06/30/2017 October 13,2015 I 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE MT 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 vrith possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane 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 R45642857 PL15-343_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 08:52:04 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-zt/ DIY5rGH5PLYNvbUob?IKYhww3gnT2L_PSYoyTrIP 2-3-0 1 1-4-11 I I 1-2-0 II 1-2-5 I 2-6-0 I Scale:3/8"=1' 1.5x3 I I 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 • I O 0 / O O \ • 4 e e e 4 / e a' p 1 15 14 13 12 T�XjT 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4 = 14-3-11 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) I/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 l BCLL 0.0 Rep Stress Incr YES WB 0.61 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=797/0-4-4,11=797/0-2-12 FORCES. (Ib)-Max.Comp./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. EDPR0 2��� G� c.;., � N87022P �yAj, OREGOti AO OS a. HE?' \-4P EXPIRES:06/30/2017 October 13,2015 e ! ®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 Milek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �N a truss system.Before use,the building designer must verify the appicability 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 ?Ariel(' 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/IP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642858 PL15-343 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 08:52:05 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-Rj9bzu6T1 bDGzix69CJgYWtoWKMsZI4Cae904EyTr1O 2-0-0 I I 1-10-1 I I 1-2-0 I I 2-5-3 { Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 e oe A 0 r0 N e \oma o e e 1. 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 19�-9 I 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y)— [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 IBC20121TPI2007 (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.Comp./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. <-1ED PROF47, ��GiNE�4 wO 2 4c 87022PE 9r CP CV yam-$, OREGON 95),,. ./ �¢O FMBER 11 \O �`s A. NE?' C4P • EXPIRES:06/30/2017 October 13,2015 i t A ter. 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 Mirek®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 Milek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642859 PL15-343_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 08:52:06 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-vvjzAE75ouL7brWljvg35jP2XjoSIpQLoluZchyTrlN 1-4-12 I 1-4-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 q N { { i< N A 5 4 3x4 = 3x4= I I 2-11-12 I 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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=-101-3=100 Concentrated Loads(Ib) Vert:2=-188(F) -��s ) P R OF�S1S' Qc.\c, �NGiNE�R io2� 87022PE yN >" �Aj, °REG'N r)) z/ "P c("4,1 SER 1,�_P,O A- HES EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with Weld)connectors.This design is based only upon parameters shown,and is for an individual building component,not IW 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing Milok 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 I Job Truss Truss Type Qty Ply POLYGON R45642860 PL15-343_UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Tue Oct 13 08:52:05 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-Rj9bzu6T1 bDGzix69CJgYWtg0KOEZKsCae904EyTrlO 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4 = 11 3 4 53x4 = 6 0 0 0 0 N Q e e e e e 3x4= 1 9 8 3x4= 3x4= 3x4= I 3-2-10 13-9-10 14-4-10 I 8-6-8 I 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) 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 Incr NO WB 0.22 Holz(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=497/0-2-12,7=412/0-2-8 FORCES. (Ib)-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 CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) ckEp P R OFF s Vert:7-10=8,1-6=80 <C. o. Concentrated Loads(lb) �,s. 0NG)NEF� 102 Vert:11=169(B) 17 87022PE r �%isOREG N ti� ki �On AMBER \\ �© ka A, R5 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. Mil 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 Miley'(. 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 Symbols Numbering System n r a l Safety Notes PLATE LOCATION AND ORIENTATION 1 3 " Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 I (Drawings not to scale) Damage or Personal Injury MECDimensions are in ft-in-sixteenths. I Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orX-bracing,is always required. See BCSI. TOP CHORDS 1 „ 2. russ bracing must be designed by an engineer.For 0-/16 4 ide truss spacing,individual lateral braces themselves 0 ay require bracing,or alternative Tor I ., p racing should be considered. 1..imor 3. ever exceed the design loading shown and never In a tack materials on inadequately braced trusses. O 4. rovide copies of this truss design to the building For 4 x 2 orientation,locate C7$ I- esigner,erection supervisor,property owner and plates 0 'n ' from outside BOTTOM CHORDS II other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Ilace 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 (.cations 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. software or upon request. 8. nless otherwise noted,moisture content of lumber hall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. nless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: se with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10. amber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 sponsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 •amber for dead load deflection. the length parallel to slots. 11."late type,size,orientation and location dimensions i dicated are minimum plating requirements. LATERAL BRACING LOCATION 12. umber used shall be of the species and size,and i all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the 'pecified. by text in the bracing section of the truss unless otherwise shown. 13. op 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 relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, g or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■=0 reaction section indicates joint 1111111 .= number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. liI* 18. Ise of green or treated lumber may pose unacceptable Industry Standards: nvironectmental,engineer healthbefore or performanceuse. risks.Consult with ro( ANSI/TPI1: National Design Specification for Metal 19. eview all portions of this design(front,back,words Plate Connected Wood Truss Construction. nd pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek6 i not sufficient. Guide to Good Practice for Handling, Design assumes manufacture in accordance with BCSI: Building Component Safety Information, 20. ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek8 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax916/676-1909 5B 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:R41832522 thru R41832537 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. PROF:6-ss \AGINE.&, /p 444 2 2PE �9f o'c� , OREGON o kr illBER Os, A. H - 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. ek� 11118 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax 916/676-1909 5B 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:R41832522 thru R41832537 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. 01ONIO tkt 49639 zSgtp, 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 5B R41832522 PL14-90UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:21 2014 Page 1 I D:j7axn4OsHnThlyaUAczwOszX 1 UY-cHTKdJc1 YpmObb_I RPgo7B0ohgO7S71 HOPDhOfzOQTa I 2-6-0 I I 2-2-9 1 1 1-2-0 1 1 2-4-11 I Scale=1:28.6 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 rst 0— r-0101..........11111.111 "IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII'llIlr 4 N 001.1.11.°1111.11111.1111111.1 e o s e 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 1 9-11-9 1 1r 1 111-3.1 1 1 16-412 I 9-11-9 0-128 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edge1,(11:0-1-8,Edgel LOADING(psi) 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 Ina 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. OTONTOTOP 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 O OV WAS11-44 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 (i A - G' O NOTES ./ "4 �t 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. rt f 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ;T$ 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 be attached to walls at their outer ends or restrained by other means. +Q 4g9 { � IS'T"- LOAD CASE(S) Standard 4 s1ONAL \%\-.4.o PROS SW C3` 3 NE�cJ9 /0 2 4t 87022PE -f' N y fiA)j, OR EGO 924/ On $EFS 1\ �� EXPIRES:06/30/2015 April 22,2014 4 y WARNT G-Verify design paranie er3 and READ NO TES ON TH1D AND DialiDEDf9TTEKRUERE CEPAGEMri-7413 re 1/Z9/1014SEW 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 stabirity 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 i 1€ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 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 It Southern Pirte ISP)lumber is spatlfied,the design weif,ms ere those effettive O6/-31/20135 by ALSCC Job Truss Truss Type Qty Ply 5B R41832523 PL14-90UP F02 FLOOR 5 1 Job Reference(optional) Paafic Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc Mon Apr 21 15:39:22 2014 Page 1 I D:j7axn4OsHnThlyaUAczwOszX1 UY-4U 1 igfdfJ7uFCIZU_7B21OY183goBcGRF3yEw5zOQTZ 1 1-6-0 I 1-3-4 I 10-8-3 I I 2-3-0 I I 1-2-0 I1 1-0-5 I 2-6-0 1 Scale=1:27.7 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 34X6 4 5 6 7 8 9 10 e e e o o � o _ e — —z e e - e e 17 * 15 14 13 12 11 3x4= 3x6 = 4x5 = 355= 1.5x3 II 3x4 = 3x4= I 3-0-4 I 15-10-12 I 3-0-4 12-10-8 Plate Offsets(X,Y): 17:0-1-8,Eddel,112:0-1-8,Edoel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 16=1266/0-5-8 (min.0-1-8),17=-335/Mechanical,11=456/Mechanical Max Upliftl7=-426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) ,AIONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �5 OV Wf15Ia>. 47 TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=-1002/0,6-7=-1002/0,7-8=-1099/0, {y 4/ W 8-9=1099/0 r in " '6. 6 BOT CHORD 16-17=-664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=01890 Ey �r' /" , ', I G WEBS 3-16=718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=-1177/0,9-11=960/0, " i t4 9-12=0/379,3-15=0/856 NOTES "d„p'+ 9639 : 1)Unbalanced floor live loads have been considered for this design. Qi\\\`�```.--,.._I i -v 2)Refer to girder(s)for truss to truss connections. s N 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. ' NAI 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and Tastenedfo each truss with 3-1 Od(0.131 X 3")nails. Strongtiacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. •\cc4EQ PR 0FFSS LOAD CASE(S) Standard kNAGINE s ;22 44" ry �z 870 2PE cn cV - �Aj, OREGON 2p tu4 '90 BER '1'. 0.(-‘ A. HECk EXPIRES:06/30/2015 April 22,2014 t. t KARNINs-Verify design paaaoietars and READ NOTES ON11WWSAND IN2UUDEDNITER REFEREWEPARE HIT-1473TEE.1/29/2014EI-O 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 R 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 If southern-/hoe ISO'lumber is specified,the design sok/ware those efhecuve O6/O1I201S by ALSO Job Truss Truss Type Qty Ply 58 R41832524 PL14-90UP 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 15:39:23 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-Ygb42?eH4R06gv8gYgiHCc57kT4EwOFaTjinSYzOQTY I 2-6-0 I I 2-5-1 I I 1-2-0 I I 2-4-11 I Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 II 3x6 = 1.5x3 I I 1 2 3 4 5 6 7 8 • O 9 • O - —" 0101111 111111111.1144114411111111114111411t 0011.........111.1"-1141141111111114111111% - - e e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 101319 111-5-9 1 1 16-7-4 1 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edoel,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 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/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 (Ib/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .41ONIo 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 oo' -i WAS r EBS 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 {,J t{t ,,- f( W ,,ei -1_, NOTES , f t .a 1)Unbalanced floor live loads have been considered for this design. -=- ' 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 jrf be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 4 s.s."^,-"' ---/i'4.. ZONAL mac`, .. it /0�' `= 870 2PE ter"' Aj<OREG N re O<U O -78ER 1 ©`S A. H ., EXPIRES:0613012015 April 22,2014 A t a WARNTW-Verity design parameters and READ NOTES Oil THIS AND INCILIDEDICTEK REFERENCE ME 1411-7473 rex 1129/2514 BEFORE USE NI Design valid for use only with Mifek 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 thee{ �{��`R^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M I fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TP11 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 WY)Vara ilea is speifiett,the design xratus%are these effete:we GS/GV2OB3 by ALSC Job Truss Truss Type Oty Ply 5B R41832525 PL14-90UP F04 Floor 1 1 Job Reference(optional) Padfic Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:24 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-Os9SFLfvrk8yS3it6YDVNpeEXtNnfT6kiNRL? zOQTX I 2-3-0 I 1 1-4-11 I 1 1-2-0 II 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 a\ 7 8 9 10 N ! 40/11.11141,44444444,4444,44 2 N e e sow o ee ee ro 115 14 13 12 11 3x4= 3x8 = 3x5 = 3x4 = 4x4 = 3x4 = 14-3-11 I 13-1-11 13-8-111 I 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): [12:0-1-8,Edge1.113:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 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. 01 ONTO 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=0/1721oS WA SIN, 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, (,) F-C, "`i 613=860/0Q 6 NOTES � � N 1)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. ' ' It44)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 3' •4,+ 1 T ig 44' be attached to walls at their outer ends or restrained by other means. S 112 LOAD CASE(S) Standard ONAL ,,v4 PROFk- <.0 6 G N��i9 s/0 ���? 'Jim 87022PE t' (f) ,04 -<>„ OREG N 2 Oiti 0 'OBER 1 ,� OSA H ...‘"- EXPIRES:06/30/2015 April 22,2014 a ARNIN3-Verify design palameteasand READ NOTES ONMHZSAMINCLl7DEDNITEKREFERE PAGE I417-7473 muI29/IDJ4BEMUSE , �� 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 K, - ��`^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabncation,quality control,storage,delivery,erection and bracing,consull ANSI/TP11 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 U3-xuizhern NMI-WI lumberta speediest the-design values are these etfecuveOS/Gi/ WS3 ALSO Job Truss Truss Type Qty Ply 5B R41832526 PL14-90UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:26 2014 Page 1 I D:j7axn4OsHnThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjdrh4P7Ju 1 AhwS3tzOQTV 13-0 I 11-1"1 II 1-2-0 11 2-4-15 I 2-6-0 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 ?.11 ir"\\Nor w--As- 2 400.1"1" NIIII\--001/ NI - /e* ° cl 26 25 24 23 22 21 20 19 18 3x4 = 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6 = 3x5 =- 3x5 3x5 WB= 15-7-9 I 14-5-9 15-0-9! I 20-9-8 14-5-9 t-7-0 117-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edoel,(18:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid 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 Ina 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. 'cONIO itt 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, Q7 v'WA.'WASP!, ,. 13-14=-3519/0,14-15=3519/0 ..„4, G, lek 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, nfi t. '? ' 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, =` 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, 12-20=0/1057 "t/fT NOTES 1 49639 9 1)Unbalanced floor live loads have been considered for this design. �' GISTER 2)All plates are 1.5x3 MT20 unless otherwise indicated. ZONAL 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 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. 40 P R()Fe CJ - � ssLOAD CASE(S) Standard �t� �87022P�9 /� � � (r2 7 -0j, OREGON r�°q,4 C8 fi BER \\' ,� On q, HS, EXPIRES:06/30/2015 April 22,2014 r a WART TNYG-Wily design parameters vers and READ NOTES O//71-11E ANIS HOMEDMIIEK REFERENCE PAGE MEP 74.73 FEL 1/2/1014 BFFJREUSE �'� f 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/Dill Quality Criteria,DSB-89 and BCSI 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 Sorirthere Pine 46P)kurnber is spetifiedi the design aratumu are crease effecldvre CiS/01/2013 by ALSC Job Truss Truss Type Qty Ply 58 R41832527 PL14-90UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjkKhEo7WE 1 AhwS3tzOQTV I 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 I I Scale=1:8.7 0 N e 4 5 ♦ 4 3x4= 3x4= 1-81 4-1-0 I 0-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud 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 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES te,14,vONTO lit, 1)Refer to girder(s)for truss to truss connections. ©CO �V WAsjj, {!� 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. CJ �;, ,>- 0 .i 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. n L` ,'r c) 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 .`''' Q1., N be attached to walls at their outer ends or restrained by other means. `,i LOAD CASE(S) Standard r 0 , , 49639 , cs,,. ' tONAL cl \c. Co'\A 1 N � `v,„ 87022Pi" gp- -0), ORGONc .��t Cr 8ER 1 �`� A. H EXPIRES:06/30/2015 April 22,2014 t t WARNING-Verity desdgs parameters and READ NGIES DN fl/IS AND INCJJDED NI EKREFERENCEPAGEMI1-1413 re,7/29/014WORE taSE 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 Pilii is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the k� � erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IR fabrication,quality control,storage,defvery,erection and bracing,consult ANSI/1811 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 Piste(SP)lumber tz spe:ified,the deaigevabues are those effecaxe d36/O2/2013 by ALSC Job Truss Truss Type Qty Ply 5B R41832528 PL14-90UP F07 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-veOzSiiQuzeOwgOeLOlSvfozjUmsbG8Jd?PY81zOQTT 1 1-7-12 1 1 1-8-15 1 I 1-2-0 I I 1-4-9 I 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 3x8= 1 2 3 4 5 6 7 8 9 10 11 t 4 O o o o • N 9 e e 9 e e a e 19 17 16 15 14 13 3x4 I I 3x6= 3x8 = 385 = 3x5= 1.583 I I 3x4 = 3x4= 1 1-10-12 2 17-5-4 1-10-12 0-1-8 15-5r0 I Plate Offsets(X,Y): f2:0-3-0,Edgel,f8:0-1-8,Edael,f13:0-1-8,Edgel.[19:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 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 Incr 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 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. O'tONio 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, aith WAS 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 y BOT CHORD 17-18=-670/0,16-17=-3211694,15-16=0/2387,14-15=0/1741,13-14=0/1741, 1' i Jer1:::) 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, N 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 rt % r NOTES .off 49639 A 1)Unbalanced floor live loads have been considered for this design. fl 4f. le "" 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. S,p. L �1 vs 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. Ed P Rorer. The design/selection of such connection device(s)is the responsibility of others. Q* 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �tyG I N E /�2 LOAD CASE(S) Standard tLr -js 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 $7022 P E <" Uniform Loads(plf) Vert:12-19=-8,1-11=-80 Concentrated Loads(Ib) Vert:1=-304(F) (S`'Q Q .t. <(✓/-57:,, 'OnS BER A\���.' A. HER EXPIRES:06/30/2015 April 22,2014 t i WARMS-Verity design parameters and REL NOTES 01V THIS AM€h OTOE8 MEEK REFERENCEPAGE PEP7413:rex 1/29/1411 BEFORE USE ,, NI 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 responsibitfy 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 � � . erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPlt 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 IfSouthern Pure 15P)Lumber it spec 3fiettthe detign watues are those effective 06/0112f113 by ALSC Job Truss Truss Type Qty Ply 5B R41832529 PL14-90UP 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 15:39:28 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwgOeLOlSvfo4nUv9bNVJd?PY8IzOQTT I 2-6-0 1 0-5-10 1 1 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 07.--e e e e ___.\_ rsi 4 i e e6 e p 1 9 8.3x4= $ 3x4—3x4= 3x4= I 3-1-2 31-10 3-9-10 1 4-4-10 416 8-6-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-0-6 Plate Offsets(X.Y): F8:0-1-8,Edael,f9:0-1-8,Ed0e1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 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 (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TONDO TOP CHORD 2-3=-732/0,3-4=-732/0,45=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 flf oo WASS.6), Y WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 ( FS'/ ` X. "V,, NOTES ' A, i f`.,, x' 1)Unbalanced floor live loads have been considered for this design. i 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. 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 "t) ' be attached to walls at their outer ends or restrained by other means. 'fi'O ' ,�a 49639 LOAD CASE(S) Standard :tkst NAL, , ��ED PR op Q 870 2PE y '#j, OREGO 9 >N '% BER \1 ) A. HSR EXPIRES:06/3012015 April 22,2014 WARM:3Nutty design parameternand READ KITES ONTNISAt DOMED �� 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 responsibilrity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M'! IC fabrication,quality control,storage,derivery,erection and bracing,consult ANSI/M11 Quality Criteria,OSB-89 and BCSI Building Component fit/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 Soutinecosl*iee ISM fitml)et'It specified,the design values axe theme elle-serve fO1fW Li by MSC Job Truss 'Truss Type Qty Ply 5B R41832530 PL14-90UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:29 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-NgyL12j2fHmFYgbqv5phStLFYuG7KsvTsf96gCzOQTS I 2-6-0 I 0-5-6 I I 1-2-0I I 1-7-2 I Scale:1"=1' 11.5x3 I I 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 I I Je _____\ V N - K e _,46 e e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 2- 3-9-6 I 4-4-6 1 6-2-8 I 3-0-14 1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): F4:0-1-8,Edael,f8:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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 IBC2012/TPI2007 (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. PO' TOP CHORD 2-3=362/0,3-4=-362/0 4 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 Clt7� Oc �" WEBS 2-9=-456/0,4-6=-424/0 `uV NOTES . .> : --t4 r' 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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "d �k 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 togs be attached to walls at their outer ends or restrained by other means. *, , '.tS fE y St LOAD CASE(S) Standard 5 ONAI. ,,,Ep PR° peo S 5 GIN s / ? . O o. Q r' 870 2PE u cv -y ,AT OREG N 25 ,40 'OC}�413ER 11• C� LI A. HE.?` EXPIRES:06/30/2015 April 22,2014 ! r ®WARN/ -Verify design saran/area and READ NOTES ON THIS AND DOMED MITEK REFERENCE PAGE MI7-7473 rev.If29J2f#I49EFOREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Iy 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 MiT�k« 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 ANS1/TP1I 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 tt Scothern Pine(501 lumber is s .vdfied,the deelge value.ase thoseeffaciiee-OS/€13f2013 by ALSC Job Truss Truss Type Qty Ply 5B R41832531 PL14-90UP F10 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 15:39:30 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXtUY-rOWjWOjgQau6A_AOSoKw 4uKNIS83Cjc4JufCezOQTR I 2-3-0 I I 1-7-11 11 1-2-0 I1 1-4-9 1 1-6-0 1 Scale=1:26.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 _ e Q e 1 14 13 12 11 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= 12-3-11 I 11-1-11 11.8.11 I I 15-5-4 I 11-1-11 0-7-0 0-7-0 3-1-9 Plate Offsets(X,Y): [6:0-1-8,Edge),f11:0-1-8,Edael LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 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) 15=673/0-4-4 (min.0-1-8),10=673/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONIO 46s, TOP CHORD 2-3=-2121/0,3-4=-2121/0,4-5=-2434/0,5-6=-2434/0,6-7=-1775/0,7-8=-1775/0 BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 flv WAS{-, r WEBS 7-11=-417/0,2-15=1416/0,2-14=0/910,4-14=380/0,5-13=274/0,6-13=0/820,8-10=-1112/0,8-11=0/1049 CJ W NOTES .. 1J 1)Unbalanced floor live loads have been considered for this design. f 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. r 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 rd44.k0A6T35:: ' be attached to walls at their outer ends or restrained by other means. { 49g �{y LOAD CASE(S) Standards � \ ��� a PR Fs‘AGINE p. s cc-- 870 2PE - -j 4REGO �,.°440, 0 BER0 "- \ ©`s A. H07` EXPIRES:06/30/2015 April 22,2014 t r a€ARNTW -Ver;fydesignparametrmandREADNOTESONTHISANDINI2UDEDNITEKREFERENCEPAGEMI1-7473rer.1/79/2OJ4BST-MEUSE �� Design valid for use only with MiTek connectors.This design¢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 A is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the e « erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ii 1f. 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 If Seue reP I tumher is spwclfied,the dusty values are these effective OG/G8.f2O13 by MSC Job Truss Truss Type Qty Ply 58 R41832532 PL14-90UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-r01.A.MOjgQau6A AOSoKw_4uPzIbT3Hwc4JufCezOQTR I 2-6-0 10-5-10 I I 1-2-0 I I 1-6-14 Scale=1:16.4 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 e \— e e e 0 N 4 N e e e e e e 3x4= 1C y 8 3x4 3x4= 3x4= I 3-1-2 3-?-10 3-9-10 14-4-10 4 8-8-8 I 3-1-2 0-1 0-7-0 0-7-0 0-1 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edge1,19:0-1-8,Edgej LOADING(psf) SPACING 1-7-3 CSI DEFL in (roc) I/defl 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 lncr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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. 0/ONTO 14, 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=0/682Qcj . WAs, , i4fr '.� WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 `�1, NOTES 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)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. -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 4' be attached to walls at their outer ends or restrained by other means. ' ' +kd'A ,49639 Q cisrat-T, ,01 LOAD CASE(S) StandardZONAL "30. Pad '. R OpFSS Co c,,� GINEF9 �' `� 87022PE -sr. ry .g'.. TC‘ / ,cCREGCo <r -0,, 8ER 1'' Q 4 LI A. HES EXPIRES:06/30/2015 April 22,2014 ® t 14RNIN3-yetity design parameters and READ NOTES ON THIS AND Tha.tiDED 141TEK REFERENCE PAGE 1111-7413 rax I/29/2D14 BEFOREUSE � Design valid for use only with MiTek 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 R. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fPll 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 tttrern Pure}SP}lumber u specified,the detign values axe triose etteative 06/0312013 by ALSC Job Truss Truss Type Qty Ply 5B R41832533 PL14-90UP F12 Floor 6 1 Job Reference(optional) Padfic Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:31 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXt UY-JD46jkklBuOzn7IDOWr9XIQW2ipMofRmJzeDk4zOQTQ 2-6-0 I I 2-3-5 11 1-2-0 11 2-4-11 1 Scale=1:28.7 1.5x3 I I 3x5= 1.5x3 I I 3x4 = 1.5x3 I I 1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 o _ e _- 11111111 111111411111111111111111111111111111111111111111r -0001. 1111111 \ o e _ • 4 rsi I o - e e e 19 12 11 10 3x4= 3x8 = 3x4= 3x4= 3x4=- 10-8-13 10-8-13 11-5.5 1 10-0-5 10-1113 11-3-131 1 16-5-8 I 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 IBC2012ITPI2007 (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 (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. VONIO 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 ©, v Sj1, ' 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 'W �t 'or, /'`.. qtr 'a, Co NOTES f ,,, `t C 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. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t` 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 "„, 49639 be attached to walls at their outer ends or restrained by other means. Q� 'cGT" 9.IS2. , LOAD CASE(S) Standard LONAL ,46\' 1 87022PE f- / CD (11 -p �^oj, OREGO rl <C/� ., BER 1\ \-\ ©S A. H-# EXPIRES:06/30/2015 April 22,2014 4 4 WARNTNG-Veri;gdesignparametarsandREADfrOMESDIVTITSANDIN2UDEDNITERREFEREE€PAGE167-7413 ass1/29/1.€149 MORE USE Design valid for use only with M7ek 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 responsibility of the Nigel('erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,deivery,erection and bracing,consult ANSI/TP11 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 Purse(5P1 lumber iu specified,the 8earge values are those elite-cram 06/01/2013 by MSC Job Truss Truss Type Qty Ply 5B R41832534 PL14-90UP 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 15:39:32 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXlUY-nPeUx4IxyC8gPHKPaDNO3Vzcx55RX5zvYcNmHWzOQTP I 2-3-0 I 1 1-4-11 11 1-2-0 II 1-2-5 I 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 II 1 2 3 4 5 6 7 8 9 10 • o o CV ' N e e B E 10 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4 = 14-3-11 1 13-1-11 13-8-111 1 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): f12:0-1-8,Edgel,f13:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl Ud 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 BOLL 0.0 Rep Stress Incr YES WB 0.61 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=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(lb)or less except when shown. ‹cONTO 14' 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 PO- BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 ©cJ ^y � 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, W 6-13=853/0 „ jr '.,P ,), e fk� NOTES ' 1.4 N 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. er 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,,e1 ' 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 44639 be attached to walls at their outer ends or restrained by other means. AISTR LOAD CASE(S) Standard ONAL1 PR OFF<('sNs CO NAG' 6) 7� Q 87022PE -Yr— (16/1614-4 -7 '0j,,, OR EGO ct All �O 8ER �N- ,c4 LI A A. HE04P ' EXPIRES:06/30/2015 April 22,2014 4 F WARMt -Verify designpea/meters aid READ NOTES OMT€/I8AMmama HITEKREFERENCE PAGE 141I-1473 reit)/Z1/2014 OREUSE �� 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 responsibilrity 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 tf 3muth'ern Pone ISPI lumber is specified,the design values ape those effective 05/03../2313 toy At.SC Job Truss Truss Type Qty Ply 5B R41832535 PL14-90UP 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 15:39:33 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-FbBs8QmZjVHh 1 Rub8xudcjWsmVXEGcZ3nG7JpzzOOTO 1 2-0-0 I 1-10-1 I I 1-2-0 I I 2-5-3 I Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 I I 1.5x3 I I 1 2 3 4 5 63x4= 7 e 00 0 o. N o� e o e 1. 11 toe 9 8 3x4= 3x5= 3x4= 1.5x3 11 3x4= I 8-2-9 18-9-9 1 9-4-9 1 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): f6:0-1-8,Edael,f10:0-1-8,Edael LOADING(pat) SPACING 1-7-3 CSI DEFL in (loc) 1/defl 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. O'ONIO „_ 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 fl% O WAST,-. '., WEBS 2-12=994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 (5 s W z' NOTES , ' c'l ;,, N 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)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 4 49639 ,x. be attached to walls at their outer ends or restrained by other means. ©*� 4, 49639 LOAD CASE(S) Standard ''SZONALV ��[} PR pFFSc, .0 � / „;..u- '6' 0* Q � 882PE ft' 7 -0j,, OREGO ti�% iti '2O AMBER 1\• \-\'"/Cas & He?, EXPIRES:06/30/2015 April 22,2014 t. t WARNTNS-Verify design paraoetan and READ NOTES ONTHIS AND DOMED WIENREFERENCE PAGE 1417-1413 rev,1/:9/2028 @FORE USE NI Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parametersand 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 thep���p�'`R^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !YD 8 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 if 6tuttwmro Pirie(Sit)lumber Is specified,the des ly vatves are those effect:we 06103/2013 by AMSC Job Truss Truss Type Qty Ply 5B R41832536 PL14-90UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc Mon Apr 21 15:39:34 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-kolEMlnBUpPYebTohePs8w26nvzq?7vC?wstLPzOQTN I 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4 = 3 1.5x3 I I Scale=1:8.7 R N 1 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 Incl NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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(lb)or less except when shown. WEBS 2-4=309/0,2-5=-304/0 , ONTO * �Y, NOTES 0% �yv V Ast..1 r1 Y�7 1)Refer to girder(s)for truss to truss connections. G , ,r' 'V 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , '' {r_ .rr_ +?� ,6 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 * /'a (• ( y C 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)188 lb down at 1-5-2 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). d 4, 49639 LOAD CASE(S) Standard ©,4 GIST' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00lIOIYAL 'y Uniform Loads(plf) Vert:4-5=-10,1-3=100 Concentrated Loads(Ib) Vert 2=-188(F) `�,,-10 P R 0;�FSS 414 7' `r' 87022PE <" ceG2� ro �'y OREGOo 4../ti C7 , A!ER HS, �� EXPIRES:06/30/2015 April 22,2014 r t WARNING-Verify design pararlte Ears and 8E41)fkTES ON THIS AND INILUDED MITEK REFERENCE PAGE M71-7473 mg,I/29J1014 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. �a 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 IVi 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 If Satithsrss Pme ISP)lumber is vseuified,the designs values are those effect"tve G6/£t1/2013 by ALSC Job Truss Truss Type Qty Ply 5B R41832537 PL14-90UP FG Floor Girder 2 1 Job Reference(optional) Paafic Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-FbBsBQmZjVHh1 RubBxudcjVVuGVbcGeL3nG7JpzzOQTO I 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 Scale:3/4"=1' 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4 = 11 3 4 53x4 = 6 0 o e o o p " V e e e e 10' 9 8 e 3x4= \\ 3x4— 3s4= 3x4= I 3-2-10 1 3-9-10 I 4-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): f8:0-1-8,Edge1,19:0-1-8,Edoel 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 Incr NO WB 0.22 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 (Ib/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. O'ONIO " ' TOP CHORD 2-11-926/0,3-11=-926/0,3-4=926/0,45=926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 �� o WA$�j�' WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 ''VG,,, l, NOTES - 91 N 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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i1. 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 • be attached to walls at their outer ends or restrained by other means. Q 49639 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. S`I' The design/selection of such connection device(s)is the responsibility of others. j�ISTA 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.d PROF r, Uniform Loads(pH) F Vert:7-10=-8,1-6=-80 �Cj GINEk- /o Concentrated Loads(Ib) ? �' 'Q 1i Vert:11-169(B) "5' 870 2PE r"" U' cv '7 ,)L GREG N c Qui OBER 1 -- Or,S A. HO; EXPIRES:06/30/2015 April 22,2014 f f ®WARNIN3-Verify design paaametea and REAP IVIESONMIS ANT INCJJDEDI4ITEKREFERENCE'PAGE Mii-7473rex1/29/2014I€REUSER �� 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 responsibifty 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 p,ge « erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding iYi / 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 If Southern Puce(&P1 lumber is specified,the design sauces are those effective OD/Gt/203.3 t»y ALSC Symbols Numbering r I Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y l� Y 1 a offsets are indicated. (Drawings not to scale) Damage or Personal Injury MEIDimensions are in ft-in-sixteenths. ii.4 Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS O_1/T Q, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves MiUlli p 4 may require bracing,or alternative Tor 1 _ O illiFilhi ,i, bracing should be considered. ._� = 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. a a0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate111 '' ' 5-6 — designer,erection supervisor,property owner and plates 0 'hd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. Software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that if Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I 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. 40i1 reaction section indicates joint 1116=11 El number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. WI 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. iTe BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek trt 7777 Greenback Lane,Suke 109 Citrus Heights,CA 95610 Telephone 916-676-1900 Fax 916476-1909 February 22,2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: 1, Marcos Hernandez and MiTek USA, Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, p R otti 249 81022PE inc,on t,qta, ,447 r 12:1 045%4 EXPIRES: 630-19 Marcos Hernandez, RE. 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 TPIIWTCA 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). NI! t. i `i' ' 411 ' 1 li Illik if 1 t '' air 4 IIIllill PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-10=(-958) 2635 3-10=(-318) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3001) 1231 10-11=(-697) 2186 10- 4=(-120) 564 WEBS: 2x4 KDDF STAND 3- 4=(-2717) 1165 11-12=(-716) 2136 4-11=(-785) 486 LOADING 4. 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6.12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0" 10.0" 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -276/ 1775V -226/ 226H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.178' @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.330' @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 1 MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" I MAX HORIZ. TL DEFL = 0.117" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 20-00 20-00 NOT EXCEED 19% AT TIME OF MANUFACTURE. '( T '( Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 I/ �I 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 ,(-4' in the plane of the truss only. M-5x6(S) M-5x6(S) 3.1' • 0,25" 0.25" 1oc co O +@ oC) M-1.5 x 4 M 1.5x4 A 0 0 O o �M-3x8 M-3x4 1d.25 " M-3x4 M-3x8 O M-5x8(S) y y ), ), ), 10-03-04 9-08-12 9-08-12 10-03-04 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - Al Scale: 0.1552 cos G11-t. O w O� ., 19 0 WARNINGS: GENERAL NOTES,unless otherwise noted: L\ //,/ 1 -�,. 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 . s r7t 1L, lhl. Truss: Al 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 atlir- DES. BY• BS 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). !,�rr. I� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �f - 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 (Q SEQ. : 5992791 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, N1K design loads be applied to any component. and are for'dry condition"of use. / '�'' a Wit. TRANS I D: 403334 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 f) 1 4, c�. TT fabrication,handling,shipment and installation of components. necessary. / V 7.Designlaesassumes adequate one dthi age is truss,a. R A,�..� 6.This design is furnished subject to the limitations set forth by B.Plates shall be located both faces of truss,and placed so their center 111 1111 111111 VIII III I HEM VIII ILII III TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basicconnector plate design values see ESR-1311,ESR-1988(MiTek) FIN RFS..12/21/21)15 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-12=(-1420) 2608 12- 3=( 0) 291 BC: 2x4 KDDF R1&BTR SPACED 24.0" 0.C. 2- 3=(-3048) 1745 12-13=(-1422) 2605 3-13=(-547) 259 WEBS: 2x4 KDDF STAND 3- 4=(-2505) 1688 13-14=(-1231) 2235 13- 4=(-102) 534 LOADING 4- 5=( -597) 766 14-15=(-1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15-16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 778 16-10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8-15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"OC UON. FOR $ LL = 25 PSF Ground Snow (Pg) 8- 9=(-2505) 1688 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) _Unbalanced live loads have been 40'- 0.0" -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) considered for this design. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing./ Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16, (or =nMiTek prefix)T = CompuTrus, Inc MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" = MT series MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.235' @ 22'- 7.4" Allowed = 1.954' MAX TL CREEP DEFL = -0.334" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5" 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 00-05 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting 2-03-08 f T ' T system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=1.6, 6.00 5e M-3x8$ �-Q 6.00 Truss designed for wind loads o in the plane of the truss only. M-4x6 - M-4x6 4 .6 $ N 8 M-5x6(S) M-5x6(5) 0 0.25" 0.25" rn 3 co co O O /- o 1 g .. fm »r . 1 g- 12 13 14 T 15 16 .� o o '1M-3x8 M-1.5x4 M-3x8 0.25' M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y y ), ), ), y y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH7 Scale: 0.1547 c3 ciO t,\ N°' ss, WARNINGS: GENERAL NOTES,unless otherwise noted: '? /! "S77 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 C,1 1!..0111 E t•-- Truss: AH 7 and Warnings before construction commences. building component.Applicability of design parameters and properL 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: BS 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 � , continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �r s DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeedwhere shown++ i kc 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. 7OREGON SEQ. : 5992792 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: 403334 design loads be applied to any component. and are for"dry condition"of use. ,/ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, fabrication,handling,shipment and installation of components. necessary. ,1 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 t," IIIIII VIII VIII VIII VIII VIII VIII III IIII TPIM?CA in BCSI,copies of which 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) FX PI R FS'12/11/2015 IIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1363 12-13=(-1078) 2616 3-13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1266 13-14=( -957) 2433 13- 4=(-267) 708 LOADING 4- 5=( 0) 0 14.15=( -957) 2433 13- 6=(-540) 250 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15-16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16.10=(-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=(-268) 708 B- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3057) 1363 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0° THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -319/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.209" @ 26'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111° MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 15-11-11 8-00-10 15-11.11 T '( 1' 1' Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03-03 4-00-05 4-00-05 2-03-03 6- 05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. f 1' 5 7 12 M-4x6 M 3x8 M 4x6 12 6.00 V 4 % 4814:44. ,..4x �I 6.00 M-5x8(5) M-5x8(S) v 0"25" 0.25" 09 a 30 I +. :1-- v MC7 c, O f- v1 8 .. m .m i} 1 V 0 12 13 14 '1' 15 16 o o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y y /- 1, y 1, 1, y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH6 sale: 0.1547 �5� ` Gitsl s, , WARNINGS: GENERAL NOTES, unless otherwise noted: ( . ! ;1 ,r -37 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 L r7{ ,V•, T" Truss: AH 6 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• BS is the responsibility of the erector!.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by P b continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,a'"`'!a!: DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ AI 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 OREGON 44, SEQ. : 5992793 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,. 4, �ok A design loads be applied to any component. and are for"dry condition"of use. /n '�), nO s TRANS I D: 403334 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 v 14 ho , eco- V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. " C R A la�--.k.- 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 VIII II II II II III VIII VIII(III IIIITPI WTCA in BCSI,copies of which will be furnished upon request. Digits indicate git c dae with jof pt aete inr che. 9. ocsize of cin 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) FXPIRFc•12/310(115 IIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.10=(-931) 2619 10- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1165 10-11=(-933) 2616 3-11=(-534) 368 WEBS: 2x4 KDDF STAND 3. 4=(-2492) 1038 11.12=(-698) 2433 11- 4=(-241) 708 LOADING 4- 5=(-2136) 1015 12-13=(-698) 2433 11- 5=(-527) 203 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2136) 1015 13-14=(-957) 2616 12- 5=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 1038 14- 8=(-955) 2619 5-13=(-527) 203 TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6-13=(-241) 708 8- 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 7.14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1775V -155/ 155H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -247/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.179" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127' @ 39'- 6.5" 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, (AI1 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 load duration fforowi .6, Truss designed for wind loads in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 6.00 M 4x6M-3x8 M-4x6 Q 6.00 M-5x8(S) "'" M-5x8(S) 0.25" 0.25" 3 0 00 +. + o t` 41141111 , () f7 0 0 0 1 0 .aa f ` Is 11 u T 13 14 \9 o o M-3x8 M-1.5x4 M-3x8 .25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) ,1 > ), ,1 > y y y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547 Ca (`snA, WARNINGS: GENERAL NOTES, unless otherwise noted: 1,4 l C -lam, 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. .440 t,. Truss• AH 5 end 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: BS 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f /� 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. -jy A_ TRANS I D: 403334OREGON 1. SEQ design loads be applied to any component. and are for"dry condition"of use. ,I •�1rt3 _�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 Q 14, T V ' fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage isvid d. b 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``��'�"". I IIIIII VIII VIII VIII VIII IIIIIIIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,InC./CompUTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) PK PI R FR'12/31/2(115 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-14=(-1134) 2587 3-14=(-135) 235 BC: 2x4 KDDF #1&BTR , SPACED 24.0" O.C. 2- 3=(-3022) 1414 14.15=(-1211) 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1314 15-16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16-17=(-1264) 3183 6-15=( -32) 304 IC LATERAL SUPPORT <= 12"0C. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17-12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7.16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=(-3285) 1508 16- 8=( -32) 304 8-10=(-2455) 1236 8-17=(-976) 443 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10.17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2812) 1314 17-11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 42 OVERHANGS:- 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) COND 2: Desien ch.c ed for net -5 .sf u.1' t at 24 "oc s.acinl VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.273" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.094" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16.00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 T T T TAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10-09 5-01-12 5-01-12 2-10-091, 4-07 5-01-08 load uration tactor=1.6, T 'f -03-06 "fT -03-03 T Truss designed for wind loads 10-00 10-00 in the plane of the truss only. 12 5 M-5x6(S) 9 12 6.001/ M 4x6 M- x4 7 ,25" M-3x4 0 4x6 Q 6.00 M-1.5x3 \A/AV\ ,y-1.5x4 to0 0 /_ 1' '++4 A .-_`13 o 5 ¢ 17 o o M-3x8 M-3x8 0.25" 0.251 M-3x8 M-3x8 c M-5x6(S) M-5x6(S) y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH4sale; 0.1547 c�i PN°��� +, 61p WARNINGS: GENERAL NOTES,unless otherwise noted: tt.r '7 3y - 1. Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' .1.."6N. E {- Truss: AH4 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. 4111111r, 3.Additional temporary bracing to it sure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .a�r DES. BY• BS is the responsibility of the erector Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,/'rrrt>- DATE: 7/11/2014 the overall structure is the resporsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i tr 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. -yy OREGON C,7j SEQ. : 5992795 fasteners are complete and at time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,rw" N0 design loads be applied to any component. and are for"dry condition"of use. / 4,k rtv(} �-4-. TRANS I D: 403334 5.CompuTrus has no control ever and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim m wedge if A,� 4 necessary. '✓J ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R 4 t� 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 (VIII VIII II II IIII VIII(IIII VIII II I IIII TPI/WTCA in BCSI,copies of which 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) FXPI RFS'12/2106115 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-13=(-1012) 2587 3.13=(-136) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1237 13.14=( -974) 3183 13- 4=(-275) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1094 14.15=(-1O50) 3398 13- 5=(-976) 397 LOADING 4- 5=(-2455) 1044 15-16=(-1D12) 3183 5-14=( -43) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7=( -35) 304 8- 9=( 0) 0 7.16=(-976) 389 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2812) 1112 9-16=(-269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3022) 1247 16.10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 1COND. 2: Design checked for nett-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0° Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0,083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 19-09-05 10-03 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads load duration factor=1,6, < <5 O1 08 4-10-03 f T 4 10 09 f 5 01 12 f 5 01 12 T 4 07 04 f f 4-07 ,. 5-01-08 f in the plane of the truss only. 10-00 1' T 12 M-4x6 M-5x6(S) 12 6.00 6 3 M 4x6 M- x4 0.25" M-3x4 6 " "CI- mm r M 1.5xCD 3 3-1.5x4 L;" I \/\ If) CO M 0 CD /- ' o 1 _ 13 mq , T 1 ,,g -.9%12o o M-3x8 M-3x8 b.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) y )' y y y )' y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Sale: G.,48, `,Co�` or1r's , WARNINGS: GENERAL NOTES,unless otherwise noted: �4J4C » /f i i '/' ."-1: 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 (.�'}Lt Truss: BH3 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 0�' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as I ood sheathing(TC)C and/or d all BC. �.,, DATE: 7/11/2014 rc� 9Rs ( ) Q the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ - 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. �7 ,r OREGON EGON�, 1.j/ SEQ. : 5992796 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 O design loads be applied to any component. 5. and are for"dry condition"of use. AN 6. % 00 1 4, P TRANS I D: 403334 CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if necessary. . 'AR1�-"-- V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center che. 9. Digitssonside size of tplate 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) FX P(RFS.1212101115 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2= 0) 42 2-13= ) ( Q-13) 2x6 KDDF #1&BTR T2 ( (-2224 2654 3-14= 0272 SPACED 24.0" O.C. 2- 3=(-3102) 1424 13-14= 21 ( - ) BC: 2x6 KDDF #1&BTR ( ) ( 20) 5340 13- 4= 309 975 3- 4=(-3143) 1441 14-15=(-2516) 6278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15-16=(-2516) 6278 6.14=( -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16-17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17-18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18-11=(-1204) 2686 7-16=( -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9.10=(-2748) 1332 8-17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 17-10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10.18=( 0 180 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -289/ 1775V -118/ 118H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -250/ 1775V 0/ OH 5.50" 2.84 KDDF M,M2OHS,M18HS,M16 = MiTek MT series ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111° MAX LL DEFL = 0.536" @ 19'- 6.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.975" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-00-12 05-0 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1.6, T T T T T T T T Truss designed for wind loads 05 1 in the plane of the truss only. 6-00 '1' T 12 12 M-4x6 12 6.00 D 6.00 I/ 4.0" ' ,l 6.00 f- 9 -h( 5 o M 5x6 M-3x8 M-3x8 M 5x164000. 0 3x4 LI', o M 1.5x4 to V ch , CD $� � CD N op 1 8 2 � 13 14 '� 15 T 16 17 18 -,--.0%,2 w o o 1M-3x8 M-4x12 0"25" M-1.5x4 0.25' M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S), =M-8x8(S) y y y y ), y y y ,k ) 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH2 Scale: 0.1481 �, co IN 6'6' WARNINGS: GENERAL NOTES,unless otherwise noted: 6' r '9 -N' 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 L<.r. h i i E 1'r• Truss: BH2 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. s�' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �^ .r�r DES. BY: BS 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 continuous sheathing such as plywood in ere and/or drywall( C). ,,.jlr,r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ;aS 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. : 599279 7 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �4. 4 design loads be applied to any co(nponent. and are for"dry condition"of use. �,. �S' TRANS I D: 403334 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 '� °.r0 t�t fabrication,handling,shipment and installation of components. necessary. fq��,} V - 7.Design assumes adequate drainage is provided. III tz R,�.V" 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 �r71 f5 I IIIIII VIII VIII VIII VIII VIII VIII IIII(IIITPINVTCA 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) FX P( { 12/31/2015 III II lit PACIFIC LUMBER-8G LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-12=( -958) 5580 3-12=( -120) 766 9-17=(0) 13B 2x6 KDDF #1&BTR T2 2- 3=( -6484) 1158 12-13=(-2356) 12824 12- 4=( -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -6788) 1218 13-14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14.15=(-2778) 15096 5-13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=(-13056) 2488 15.16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT <= 12"OC. UON, BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-12140) 2210 16-17=( -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 12'- 0.0" TO 19'- 0.0" V 7- 8=( -5222) 946 17-10=( -752) 4772 6-15=(-3278) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0' TO 40'- 0.0" V 8- 9=( -5218) 952 15- 7=( -258) 1390 9-10=) -5482) 926 7-16=(-8536) 1596 NOTE: 2x4 BRACING AT 24"00 UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 10-11=) 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0" 16- 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) 9 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0' -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series _,� ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401" @ 19'- 6.0" Allowed = 1.954" + Laterally brace to roof diaphragm. 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166" @ 39'- 6.5" 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 18-10-08 4-10-13 • 10-03 Truss designed for wind loads T f ') in the plane of the truss only. f3-00-122-10-15( 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12 M 4x6 12 6.00 =6.00 I/ - 6.00 /- 8 4.0' o M-5x6 M-3x10 M-36x10 M-5x16110o.M-3x4 A r o M-1.5x3 _ 6. _ z:n u, 41 M o + M 3x6 0 / /- oit% 12 i '� `rte 1 a i e 1�6 t7 ;1 4i- 12 o M-3x8 M-5x12 0.25" M-3x6 0.25" M-5x12 M-1.5x4 O M18HS-7x14(S) ** M18HS-7x14(S) IF 841# 1384# yy y y /, > y yy ,r71)2 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 9719 JOB NAME :° POLYGON PLAN 5-B NH - BH1 40-00 Scale: 0.1481 0-10 .�', R li O SS's WARNINGS: GENERAL NOTES,unless otherwise noted: �41F. !f f I ' 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 ;� /,,,,/,+Vh,1,Y��'tt""„ t,-- Truss: BH1 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. ,:a 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at `~ DES. BY: BS2'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). :-- d DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i 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. : 5992798 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, '4- • N �. design loads be applied to any component, and are for"dry condition"of use. .<1 TRANS I D: 403334 6.Design assumes full bearing at all supports shown.Shim or wedge if Q )'' 1[j, 2 T' 5.CompuTrus has no control over and assumes no responsibility for the necessary. (�,,- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. !^� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center '` t'" 111111 VIII VIII III I VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which 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) FX PI RFS'12/21/2815 IIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-15=(-1678) 3991 15- 3=(-353) 977 12-23=(0) 242 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1974 15-16=(-1549) 3653 3-16=(-721) 416 WEBS: 2x4 KDDF STAND3. 4=(-3338) 1493 16.17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17-18=(-1056) 2757 4-17=(-519) 279 IC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.20=( 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18-20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21=(-1031) 2727 7-18=(-153) 492 8- 9=(-2797) 1389 21-22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-2288) 1229 22-23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 0 23-13=(-1134) 2638 8-21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3077) 1361 9-22=(-710) 315 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 11-22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc soacing,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.260° @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" M1-05 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" I MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5" 2-09 4-05-12 4-05-12 -05-04 6-01-04 -03-0 6-03-04 MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" -03-0 3-04-13 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 1P-00 NOT EXCEED 19% AT TIME OF MANUFACTURE. T T '1 T Design conforms to main windforce-resisting 12 -gx4 10 12 system and components and cladding criteria. 6.001/ M-4x6 / M- x8 M-3x4 M 4x6 6.00 1 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, „/ All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), pad duration factor=l.6, sl. M-3x44 iiih,-.- M 3x4 Truss designed for wind loads o p in the plane of the truss only. ~ M-4x43Ill °D CO M 3x8 _-_ M 3x8 0o N ,/-� v 1 5 16 17 118 ..."�4 0 0 0 o M 5x8 M-3x4 M-3x8 M-51X6 2D 0.26'1 M 3x8 M-1?5x4 0 c 0 M-3x4+ I M 4x10 M-42.75 t'�9 12 M-5x6(S) 12 0 9 1a� y ) y I r , 1, 1, 1- 1- , 2-05-0 4-05-12 4-07-08 1 1-08-02 6-03- 06 6-01-04 5-05-04 6-01-08 y y 0-1y0 2-05-08 11-11 y2-00 23-07-08 0,10 y y 14-04-08 25-07-08 yy 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - ', AH5C Sale: 0.1332 �c ' 3IN , WARNINGS: GENERAL NOTES,unless otherwise noted: �L{� `t.( -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 Vh I} Truss: AH 5C and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing mLst be installed where shown+. incorporation of component is the responsibility of the building designer. ,/J�.+'e 3.Additional temporary bracing to it sure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 P Y continuous sheathing such as plywood sheathing(TC)and/or drywall( C). / ° DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 44... 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. -SyO OREGON 41.1 SEQ. : 5992799 fasteners are complete and at notime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .. + TRANS I D: 403334 " \� E design loads be applied to any component. and are for"dry condition"of use. 1-/ .1). V�'-} 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 1 } necessary. ,tii. C fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R A 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 VIII VIII VIII VIII VIII 11111 IIIIIIIIIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincideitwith jointacenter lines. 9. Digits indicate size of plate in inches. MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) FXp(RFS!12/11/2(115/2(115 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 42 2-13=(-1439) 3991 13- 3=(-298) 977 9-20=(-264) 807 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4625) 1712 13-14=(-1329) 3653 3-14=(-721) 386 20-10=(-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1292 14-15=(-1028) 2930 14- 4=( -14) 289 10-21=( 0) 242 LOADING 4- 5=(-2840) 1155 15-16=( -815) 2757 4-15=(-519) 342 TC LATERAL SUPPORT<= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17.18=( 0) 0 15- 5=(-337) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785) 1177 16-18=( -812) 2776 15- 6=(-640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 1159 18-19=( -802) 2727 6-16=(-161) 492 8- 9=(-2288) 1038 19-20=( -834) 2794 16- 7=(-104) 312 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2643) 1076 20-21=( -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3077) 1172 21-11=( -970) 2638 7-19=( -55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 19- 8=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-20=(-710) 275 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -242/ 1775V -133/ 133H 5.50" 2.84 KDDF625 M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 Dsf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.232" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 11-11-11 16-00-10 11-11-11 NOT EXCEED 19% AT TIME OF MANUFACTURE. T T T . Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-0 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 -05-0,1 T f f T Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M 4X65 Mx4 MX8 M- X4 9M M-4x6 Q 6.00 load duration factor=1,6, s _ _‘11. 11000• 1111111100-.° inuth dplaneeo fth wtrd soons in the plane of the truss only. M-3x44 M-3x4 0 `O %M-4x4 3 co M-3x8 0 (I 00 0 -ooh of 1 .�/ M 5x8 M-3x4 M 3x$ 1617 B 0.25' 20 2it�2 - M-3x4+ M-5x6 M-4x10 M-3x8 M 1.5x4 M 3x8 0 M-5x6(S) M-3x4+ 1.89 o 2.75 12 J' 1'12 y �2-09-12 j' y y y )' , , -05-08, 4-05-12 4-07-08 1708-02 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-19 2-05-08 11-11 y2-00 23-07-08 0,-10 y y 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: 0.1499 � "Roress'c� WARNINGS: GENERAL NOTES, unless otherwise noted: ( R /i j ...,y 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual . t '•lhl 1-- Truss: AH4C 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: BS 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 in ere and/or drywall( C). „r , DATE: 7/11/2014 P Y 9 3.2x Impact bridging or lateral bracing required where shown++ ' 491111111.* 41 ft C G(� 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 EQ. : 5992800 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, -*! �� S 44, TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 6.5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if14, okr fabrication,handling,shipment and installation of components. necessary. s 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate one othfaces drainage is provis,and. r 111111111114111111111 9 1 8.Plates shall be located both faces of truss, placed so their center TPIIWrCA 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) Fx Pi RFS'12/31/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1779 17-18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 18-19=(-1439) 3656 4-18=( -191) 182 LOADING 4- 5=(-3215) 1467 20-21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846) 1359 21-22=(-1559) 4171 7-19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22-23=(-1449) 3686 8-19=( -85) 46 8- 9=(-4282) 1836 23-15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3994) 1670 21-10=( -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.13=(-2515) 1227 10-22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=( 0) 0 22-11=( -80) 536 OVERHANGS: 10.0" 10.0" 13.14=(-2863) 1308 11.23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14-15=(-2908) 1337 13-23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-16=( 0) 42 23.14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -300/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -301/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.381" @ 21'- 6.8" Allowed = 1.954" T T MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" 2-08-08 2-03-03 3- 1-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" i T f ( ( f T T T MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 2-01-12 2-10-04' 0 8-05 2-01-12 5-04-05 2-03-0 3-10-08 T f T 1 ' f ' T f f 1 f MAX HORIZ. LL DEFL = -0.131" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5° 8-00 T T 8-00 f DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-5x6(S) 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 6.00 I/ \I6.00 Design conforms to main windforce-resisting 3X4 M-3x4 12 system and components and cladding criteria. M-5x6 M-1 5x4 0, 5" =M-4x4 M 4x6 57 9 9 1 11 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 y y All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), 0 4 M-1°5X4 load duration factor=l.6, ut, M-1.5X4 \/ + 4 inuss thedplaneed offor thewtrussoads only. 0 o M-3x8 - ~ N cx v oW v 1 .fir'.' 18 1��-':V n;; 6 to 0 0 M-5x10 M-3x8 20 21 23 ~"1 0 o M-3x4+ M-6x10 0.2 ' M-3x8 M-3x8 0 M-3x4+ M-4x12 -- i 2.75 1.89 o M-5x8(S) 12 12 J, y ), y y y y y 2-00 5-06-12 6-04-04 1-y0-1 y 9-03-04 8-02-04 7-06-12 y yy y y 0-10 2-00 11-11 �2 00 24-01 0-10 y L 13-11 26-01 y y 0-10 I 40-00 0-10 PRo Scale: 0.1400 .0 NE's / JOB NAME : POLYGON PLAN 5-B NH - AH3 s WARNINGS: GENERAL NOTES,unless otherwise noted: -;.1 1. Builder and erection contractor s ould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t.' ±'N! E Truss: AH3 and Warnings before constructio commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing m st 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• BS 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). 41010010 . „...-'lm....: DATE: 7/11/2014 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. 7r OREGON (,(1 SEQ. : 5992801 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, 4. 2J A,design loads be applied to any component. and are for"dry condition"of use. ,/ -lir 0 �-i TRANS I D: 403334 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" necessary. 411 * fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R A1{,,.-. 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 III II VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideiiwith jointacenter nche. 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-1986(MiTek) -- FXPI RFS•12/'i1/21)1( 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-15=(-1267) 3488 15- 3=( -161) 663 21.12=(0) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4158) 1554 15-16=(-1096) 3045 15- 4=( -173) 353 WEBS: 2x4 KDDF STAND 3. 4=(-3725) 1463 16-17=(-1145) 3656 4-16=( -192) 258 LOADING 4- 5=(-3215) 1216 18-19=( 0) 0 16- 5=( -358) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17-19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19-20=(-1292) 4171 6-17=( -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20-21=(-1162) 3686 7-17=( -85) 56 8- 9=(-4019) 1481 21-13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2863) 1085 9-20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-2908) 1176 20-10=( -84) 536 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 10.21=(-1427) 518 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 11-21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 13: Heel to plate corner = 2.00" 0'- 0.0" -235/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.354" @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.124" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19% AT TIME OF MANUFACTURE. 2-01-1 3-01-07 3-01-04 , 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 Design conforms to main windforce-resisting Isystem and components and cladding criteria. 2-08-08� 12-08-05 1 � L-01-1 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5x6(5) All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), \I 6.00 load duration factor=1.6, M 5x65 M 4X6 M-63X4 M-1/5x4 8 0t25' =M-10x4 1Truss designed for wind 'loads M-3x4 g * me +� in the plane of the truss only. .1- c, 4 M 1.5x4 M-1.5x4 -F 2 ,* co M-3x8 3 0 0 0 l r« / ... o Cl" o o 100....000.0000.0 15 M-5x10 16 17' wumNE1 .. tk, 4 o 0 o M-3x4+ M-3x8 M-6x10 19 0.25"° 21 M 3x8 M-3x8 1 0 M-3x4+ 1 B9 . M-4x12 M-5x8(S) 2,75 12 ), y 12 y ), y y ., y , y2-00), 5-06-12 6-04-04 1-00-12 9-03-04 8-02-04 7-06-12 1/ ,, 0-1,1 2-00 11-11 ,2-00 24-01 (1-10 13-11 26-01 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 Scale: 0.1550 ��4,` On, ass, WARNINGS: GENERAL NOTES,unless otherwise noted: 5J1.71. 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 .( li )E .1-- Truss: AH 2 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. Ali ,s 3. Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r' DES. BY• BS 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). „....0�,/U� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y (• 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 ,r SEQ. : 5992802 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, y,,, y` A design loads be applied to any component. and are for"dry condition"of use. ,//�, '9 { .5. TRANS I D: 403334 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 d 14, P fabrication,handling,shipment and installation of components. necessary. C•. R 7.Design assumes adequate drainage is truss, provided. c;PRO- 6. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trand placed so their center 111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideniwith jointacenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTfuS Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXPI RFS•.12/21/2(115 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-14=(-3052) 8834 14- 3=( -652) 2126 10-20=(-562) 1884 2x6 KDDF #1&BTR T2, T3 2- 3=(-10036) 3504 14.15=(-2800) 8048 3-15=( -842) 308 20.11=(-28(1) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7926) 2942 15-16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16-17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V ' 5- 6=(-11444) 4480 17-1B=(-5048) 12796 5-16=( -398) 1412 IC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0' V 6- 7=(-14240) 5666 18-19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 40'- 0.0" V 7- 8=(-12464) 5012 19-2D=(-4110) 10414 6.17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9=)-11704) 4500 20-12=(-1888) 5362 17- 7=( -946) 2576 9-10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24"OC UON. FOR -C CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 10-11=( -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED "C CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11-12=) -6230) 2234 8-19=(-1142) 820 12.13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-20=(-4962) 2222 OVERHANGS: 10.0" 10.0° REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -1152/ 3391V 0/ OH 5.50" 5.43 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 9" oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(•5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.565" @ 16'- 4.5" Allowed = 1.954" •+ Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074" @ 16'- 4.5" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5° MAX HORIZ. TL DEFL = 0.220" @ 39'- 6.5' 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=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11-11 28-00-10 5-11-11 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2-09 3-02-11 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 2-10-15 3-00-12� Truss designed for wind loads in the plane of the truss only. 320# 320# 12 M-7x8(6) 12 6.00 M-4x10 M-3x8 =M-6x4= M-4x4 0,85° M 9x10 M-5x6 6.00 0 =4.1-4x4 " Mtis -1°5x4 .4- 3 O s ►= ch c; o0 o M 3x10 `� T j� o �„0� ' �o O 1 i' 14 15 16 17 9 20 -1P�3 i 0 o M 6x8 M-4x10 -M-4x4 =M-10x10 018 .251' M-4x10 M-3x8 0 M-3x4+ .. 2.75 M-3x4+ M16HS 7x14 =M-8x8(S) M-3x4+ 12 2,75 o M-3x4+ J., 2-11-041 y 12 P' y y y y Y y-05-0E 4-06-12 4-05 , 2-00, 9-02-04 9-00-08 5-04-12 y y 0,1p2-05-08 11-11 2-00 23-07-08 9:1,P 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH1 Scale: D.,548 `�<c. m . 6:.t�, 9, , WARNINGS: GENERAL NOTES,unless otherwise noted: 'T -39 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 'C ±1,)2•I E .r-' Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by � `' is the responsibility of the erectorl Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/' -. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •- tr 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. 7OREGON 1.0 SEQ. : 5992803 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 t, x, design loads be applied to any component. and are for"dry condition"of use. /,,hh �1) 2.0 - T TRANS I D: 403334 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 S/44A. ' y 4, ly necessary. '✓lit ,� V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R11„ 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 VIII VIII III I VIII III VIII III IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide withzjointacenter 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) FXP RFST•12/R1/21)1 5 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.4ft, 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=1.6, 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. Refer or equal typical at stud verticals. Refer to CompuTrus fable end detail for 4-09 4-09 complete specifications. T 12 12 6.00 1/ ',,I 6.00 I1M-4x4 /- 3 I I co0 N CO 2 4 o/ -/o 0 o� ////////////////////////////////////////////////////////////////////////// 5 '0 0 M-3x4 M-3x4 J, y )- y 0-10 9-06 0-10 • JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 �4 ' PRQPe 9 WARNINGS: GENERAL NOTES,unless otherwise noted: [// 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual (� ;$ E r.-- Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and properit. 7GGG 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: BS 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 continuous sheathing such as plywood in ere and/or drywall(BC). fir!; Q DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cl/S� 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 r� design loads be applied to any component. and are for"dry condition"of use. ,+ Al TRANS I D: 403334 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 1 4 - P fabrication,handling,shipment and installation of components. necessary. d.. .. p 7.Design assumes adequate drainage is provided. ,Wlrr- 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 `��,t'" 1111111 VIII VIII VIII VIII IIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) pp R1°S'1 1 1/2t11 7 MIME 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) 42 2- 7=(-252) 1166 3. 7=(•283) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(-1216) 326 8- 6=(-246) 1169 4- 8=(-101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS -143/EACTIIONS -92/ACTIONSNS SSIZE" SQ.IN.ZE KDDF For hanger specs. - See approved plans625) Connector late ref ix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50" 1.38 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc soacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0° Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.075" @ 13'- 5.8" Allowed = 1.306" 1 MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.026" @ 20'• 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 10-03 10-03 Design conforms to main windforce-resisting 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. f T Q '1' T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.0o V M-4x6 6.00 Trussad duration designedfforwind o6loads 44.0" in the plane of the truss only. A- c M 1.5x4 M 1.5x4 u) s r* 0 U) c) M O O A- o - li.- 0 O M-3x4 0.25" M-3x4 M-3x4 0 M-5x6(S) 1, y /, y 7-00-03 6-05-11 7-00-03 y 1 /' 0-1020-06 . ,),. C) RRpf° JOB NAME : POLYGON PLAN 5-B NH - D2pENERAL NOTES,unless otherwise noted: Scale: 0.2933 'a...00 GI sf2 WARNINGS: 111 -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 ' ! 11111101 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-522) 168 1.5=(-127) 422 3-5=(0) 214 2x6 KDDF N1&BTR T1 SPACED 24.0' O.C. 2-3=( 0) 0 5-4=(-123) 424 BC: 2x4 KDDF #1&BTR 3.4=(-539) 187 , WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -382/ 424V -32/ 34H 137.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0" -68/ 417V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psft uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. -1.5x4 orequal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M vertical memberston BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 11'- 0.0' Allowed = 0.083" ( ). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000° @ 11'- 0.0' Allowed = 0.111° Connector plate prefix designators: MAX TL CREEP DEFL = -0.012' @ 15'- 9.0" Allowed = 0.572° C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL LL DEFL = 0.007" @ 13'- 2.0" Allowed = 0.291" Refer to CompuTrus Standard M,M2OHS,M18HS,M16 = MiTek MT series gable end detail for complete MAX HORIZ. LL DEFL = 0.003" @ 20'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T -1 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6, ,r T 'i l' Truss designed for wind loads 1P =M-4x4+ 12 in the plane of the truss only. 6.00 1/ \16.00 M-4x6- LO 3 CD LO + Sd. M-3x4+ AA co 1 M O O O A- O _ A V 5 - 4o o 0 M-3x6(S) M-3x6 M-1.5x4 M-3x4 J1 ), 11-05-06 J, y y 15-09 4-09 ; ), 0-10 20-06 JOB NAME : POLYGON PLAN 5-6 NH - D1 Scale: 0.2992 �4,'C' p6C2 WARNINGS: GENERAL NOTES, unless otherwise noted /r „;y. 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 individualitt 4{r ah i, E ti.- T r u s s: D1 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 ....,40111V DES. BY: BS 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). ,,a+.!�M! ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i Q '� t Sf� 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 OREGON EGON `N EQ ncorrosive environment, I, Rx TRANS I D: 403334 design loads be applied to any component, and are for"dry condition"of use. ,/ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q '14, 2 [7.44 fabrication,handling,shipment and installation of components. necessary. - ' 7,Design assumes adequate drainage is provided. 't R 1 O.. truss,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 III II II VIII VIII VIII VIII VIII IIII IIII TPIM?CA in SCSI,copies of which will be furnished upon request. git coincidenitwith jointcenterinches.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-1986(MiTek) FXPIRFS''I9/91 t2ni 5 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-5=(-40) 429 5-3=(0) 265 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-574) 113 5-4=(-40) 429 WEBS: 2x4 KDDF STAND 3-4=(-573) 124 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: 10.0" 0.0" 0'- 0.0" -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0" -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc soacin g• Connector plate prefix designators: I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. p C, MiTek MT series,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M1BHS,M16VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026° @ 8'- 6.3" Allowed = 0.383" MAX TC PANEL TL DEFL = 0.075' @ 8'- 6.3" Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5" DOES 12 12 NOTIGN EXCEEDU119% AESTTITIMEE FONTENT MANUFACTURE. 6.00 I/ H M-4x4 \I 6.0o Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 3 PI Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0, O V) 0 0 Ch CO O/ -! Cr 0A_ 1 m 10 Cr �� 5 4 o .* o M-3x4 M-1.5x4 M-3x4 /, y y 5-10 5-10 * y y 0-10 11-08 P Scale: 0.4999 cD IN Q 6' JOB NAME : POLYGON PLAN 5-B NH -' E2 t WARNINGS: GENERAL NOTES, unless otherwise noted: CyC� t J ; 16, -S9 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 Citi r {' Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper rp 2.2x4 compression web bracing mLst 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• BS is the responsibility of the erector Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' r _> • P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �.r '+ ':. DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f 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. -'7 'OREGON SEQ. : 599280 7 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a noncorrosive environment, 4.. 'ly 5 ��SA� design loads be applied to any component. and are for"dry condition"of use. " 'I P' `'. �-k-» TRANS I D: 403334 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, necessary. r fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. G R A 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 VIII VIII VIII VIII IIII VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center che. 9.Digitssonside size of t 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) FX P(RFS.17/210015 IIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. NOT EXCEED 19% AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.6ft, 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=1.6, 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. Ror equal typical at stud verticals. er Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T T ' 12 12 6.00 I/ HM-4x4 \I 6.00 A— 3 co 0 CO 0 CO (0 2 4 co o, -/0 f- 0� 1 //////////////////////////////////////////////////////////////////////////////////////////// 5 0 0 0 M-3x4 M-3x4 1- y ,1 y 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 �<<.- fit6;5' WARNINGS: GENERAL NOTES, unless otherwise noted: �kr /// /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 '0240 tt',E (-- Truss: El 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: BS 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). -„/!,� OA DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'Cr 4SEQ. : 5992808 . No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -Sy OREGON 1 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, �!„ ,, '\ ,,C� TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / 1'' 2, ..,�-, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full baa ng at all supports shown.Shim or wedge if y 4, - fabrication,handling,shipment and installation of components. necessary. ,/'?•• 7.Design assumes adequate drainage is provided. c•�FiR 4 L`ti.- 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 111111111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter 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) FXPI FS-12/21/2111 l 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1-4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF #1&BTR 2.3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) IC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 231.2)+DL( 177.2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMITE STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIRE ENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM HORD CHECKED FOR 10PSF LIVE LOAD. TOP 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' ** For hanger spec . - See approved plans AND BOT, OM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" f ,f T MAX HORIZ. TL DEFL = 0.000' @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 / NOT EXCEED 19% AT TIME OF MANUFACTURE. M 1.5X4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ill (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, dgillif!!!!!!!!!:: Truss designed for wind loads in the plane of the truss only. M O 7 O C) 1 o� �� JI =M ** 4 M-5x16 M-3x10 y 1, y 5-06-04 0-03-12 1, ,1 6-00 JOB NAME : POLYGON PLAN 5-B NH - F1 -GIRD _ sale: 0.5462 ,o. TROT to WARNINGS: GENERAL NOTES,unless otherwise noted: 4,C3?. 1,1. 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 02.0 r Truss: Fl -GIRD 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: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .fir is the responsibility of the erector.Additional permanent bitting of (g 0 "" " continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), f�� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ of Cr 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 44, SEQ. : 5992809 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 ON 4` design loads be applied to any component. and are for"dry condition"of use. / Ai)f. r[} -c' TRANS I D: 403334 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 , necessary. R.R1V. fabrication,handling,shipment and installation of components. 7. eassumes 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 VIII VIII VIII IIID VIII VIII IIII IIII TPI/WiCA in BCSI,copies of which will be furnished upon request. git coincidenitwith jointcenterches 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) 1=X P1 R F.12/'1/2111 l 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1.4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF #1&BTR 2.3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. UON. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. • BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097' @ 3'- 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-0 3 T 2 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.000' @ 5'- 8.2° 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.001/ NOT EXCEED 19% AT TIME OF MANUFACTURE. M 1.5x4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, 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 O Tr O co 1 m' o� � JI o� � o =- 4 M-5x16 M-3x10 ** y ), 5-06-04 0-03-12 > y 6-00 . JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD 6pale: 0.5462 ,� ` OPROJT WARNINGS: GENERAL NOTES,unless otherwise noted: ,r -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 '.rO`/ E 1--- Truss: "-- Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper ,u 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,rr ji/'" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'H! DATE• 7/11/2014 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. OREGON ly+r SEQ. : 5992810 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,. '‘ ./ y r`Q .Cr design loads be applied to any component, and are for"dry condition"of use. .r`/�, �,, .2C1 �-�-. TRANS I D: 403334 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 d 4 fabrication,handling,shipment and installation of components. necessary. : V P P 7.Design assumes adequate drainage is provided. �c ;{�R��,,.�,. 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 1111111111111111111 TPIM/rCA in BCSI,copies of which will be furnished upon request. git coincideictwith 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) FX PI R FS..12/31/91115 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" ICOND. 2: Design checked for net(-5 psf)_uplift at 24 "oc spacing.I IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. IC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting 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 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M1BHS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2D12 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. Ror equal typical at stud verticals. er Refer to CompuTrus cable end detail for 4-04-08 4-04-07 complete specifications. T T T 12 12 6.00 I/ \I 6.00 IIM-4x4 3 I I h— C3 O N CO 4 O� �p Op O� 1 ////////////////////1//////////////////f//////////////////////////// O M-3x4 M-3x4 0-10 8-08-15 JOB NAME : POLYGON PLAN 5-B NH G1 Scale: 0.6079 Or WARNINGS:WARNINGS: GENERAL NOTES,unless otherwise noted ec f+l � �y�1. Builder and erection contrador sh uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �`00000,46/31,1171.: }L, Vh Truss: G1 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 in ure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS responsibility Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the res onsbilit of the erector, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1,/lmlr DATE: 7/11/2014 the overall structure is the respon4ibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 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. ..yy "_OREG( N� y, SEQ. : 5 992811 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, PM W design loads be applied to any component. and ere for"dry condition"of use. ,! 'Q ('� .,1. TRANS I D: 403334 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 ! 1 T fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. PRO, I „ 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 VIII VIII VIII III I VIII IIII VIII I II III) TPINVTCA in BCSI,copies of which will be furnished upon request. git coincide nctwith jointacenter nche. 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) Fx PI R FS'12/31/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2.3=(-63) 29 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: 14.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) 5'- 0.2" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -58/ 140V 0/ OH 1.50" 0,22 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 p8f) 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 = 0.005" @ -1'- 2.2' Allowed = 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005" @ -1'- 2.2" Allowed = 0.158" MAX TC PANEL LL DEFL = 0.037" @ 3'- 2.1" Allowed = 0.303" MAX TC PANEL TL DEFL -0.046" @ 3'- 0.0" Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2" 4.00 V 3 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=20ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, U, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. N M-3x4 ,-/- co o 0 1 21< 4------------- J' y y 1-02-04 (PROVIDE FULL BEARING:Jts:2,4,31 5-03 JOB NAME : POLYGON PLAN 5-6 NH - G3 6cale: 0,7536 ,`,t� PRare WARNINGS: GENERAL NOTES,unless otherwise noted: c~� ` ( 'T gt. G3 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.' s C ;0 E {- Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper �rt 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,f ,00 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at > DES. BY• 8S 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 DATE: 7/11/2014 continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). ,,- the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ 'II tr 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. -2, OREGON 4/ SEQ. : 5992812 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, f,�- TRANS I D: 403334 design loads be applied to any component. and are for"dry condition'of use. / 'h, 2,0 -.A 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge ifN. 4, necessary. t«. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Illii A 1 t•- 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 VIII VIII II II(III)VIII III I(III(III 7PI/WTCA in BCSI,copies of which 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) Fxw)IAF '12/R1/2Q1.r7 11191111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.1 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 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 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=15ft, 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=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2D12 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 1.--- 3 rr> i _ gill .._0 0 CM 2 ' LO CO 0 ./— pl 1 0Ar A M-3x4 4 y ,1 1' 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - ! G2 co Soale: 0.7728 ,,3<<, pe FGINS`° 0s, WARNINGS: GENERAL NOTES,unless otherwise noted: ® �+ 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ! ,Y�r, Truss: G2 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: BS 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 161111111111P'continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , Ir; DATE: 7/11/2014 the overall structure is the respongibility 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. dR EG{�N SEQ. : 5992813 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, 4tx design loads be applied to any component. and are for"dry condition"of use. f .� , �`S. TRANS I D: 403334 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 t1" T fabrication,handling,shipment and installation of components. Design assumes adequate drainage is provided. Rt „ 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 111111 1111111111111 VIII 11111 1111 IftTPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) k P1 p, 12/31/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-94) 79 1-4=(-44) 58 2-4=(-233) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-10) 4 WEBS: 2x4 KDDF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 292V -30/ BOH 4.00" 0.47 KDDF ( 625) Connector plate prefix designators: 7'- 1.5" -37/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152" @ 3'- 5.5" Allowed = 0.408" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202" @ 3'- 5.7" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7" 6-07-12 0-05-12 MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7" T '( 1 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads min the plane of the truss only. LO co 0 N Of- V m c, 1►t ►/4 M-3x4 M-1.5x4 y ,1 ), 6-07-12 0-05-12 y y 7-01-08 c•D PROF JOB NAME : POLYGON PLAN 5-6 NH - G4 Bpale: Q.55BB ��� ' Irv , WARNINGS: GENERAL NOTES, unless otherwise noted: 64:91. 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 C't '! E 91^"' Truss: G4 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: BS 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). ,,,,t11/0,r- DATE: 7/11/2014 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. 7OREGON 1.40SEQ. : 5992814 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, d%, �/ \ .+4,, and are for"dry condition"of use. <0 111? (� design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if c.." 14, 'c'7.�} TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. �Ay' v fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ` 4�..� 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 VIII VIII VIII VIII VIII VIII IIII IIII TPIM/TCA in BCSI,copies of which will be furnished upon request. git coincide with jointanr 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) FXP(RFS'12/3112n1.fi 1 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.J TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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,C1B,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 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. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 2 - 4.00 I.--- I di0 0 cm 1 I`/ 0 v III M-3x4 3 5-01-08 JOB NAME : POLYGON PLAN 5-6 NH - G5 �c0 � , Scale: 0.8258 Co yINEr, s WARNINGS: GENERAL NOTES,unless otherwise noted: �( ; 7'T 1�t 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 a h"'f', Truss: G5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracingmust be installed where shown+, incorporation of component is the responsibility of the building designer. p 2.Design assumes the top and bottom chords c belaterally braced at pure stability during construction 2'continuous and at 10'o.c.respectively unless braced throughout their length 3.Additional temporary bracing to in DES. BY: BS is the responsibilityof the erector.Additional permanent bracing of p y by continuous sheathing such as plywooding(TC)and/or drywall(BC). :., N"..,: 11611111.1111P , DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr 4SEQ. : 5992815 . 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 fasteners are complete and at no bine should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ��/ \ A TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. ,/ .4/5.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 Q, �T fabrication,handling,shipment and installation of components. necessary. �,� 7.Designlaesassumes adequate ne draothi age istrus,provided. ( t �„ 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 11111111111111111111111111 TPIIWTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./Compslrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FP BFS•12/31/71)15 e Illllllll PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-8=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-366) 181 3-4=(-259) 116 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-189) 85 BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -42) 19 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -78/ 340H 5.50" 0.60 KDDF ( 625) 0 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -169/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -118/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -134/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -107/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.[ 7-09-12 12-01-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100 T T 7 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.397" b MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.007" @ 19'- 10.2' ;t MAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.00 V 0 system and components and cladding criteria, Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10; (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, 4 Truss designed for wind loads o in the plane of the truss only. M-3x6(S) %' 0 0. ,i 4- o 1 = e� -/ C) M-3x4 ), ), y > 0-10 6-00 13-10-15 [PROVIDE FULL BEARING;Jts:2.8.3.4.S,6.71 JOB NAME : POLYGON PLAN 5-B NH - J10 Scale: 0.2814 � `x,11/IE' 6> WARNINGS: GENERAL NOTES,unless otherwise noted: m f` ( -- 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual tr . lhl rj {' Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper J 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,,r� //"' 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at .+' DES. BY: BS 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 as plywood sheathing(TC)and/or d all BC. :�! I PYA+' 9(T ) ryN' ( ) �, DATE 7/11/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ 10 ta�� 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. -iy OREGON `.J SEQ. : 5992816 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 �r (� design loads be applied to any component. and are for"dry condition"of use. / 4)r r1�C. .}.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes 1st bearing at all supports shown.Shim or wedge if A� '1 4? fabrication,handling,shipment and installation of components. necessary. `� 7.Design assumes adequate drainage is provided. ' RA, 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 VIII II II II I VIII VIII VIII III [III TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideniwith jointain inches.9. Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI RFS. 1.2/31/2915 II1111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-327) 162 3.4=(-220) 97 PC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-154) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 352V -69/ 301H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50° 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.030" @ 3'- 7.4" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 'I MAX HORIZ. LL DEFL = -0.005" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 ;l system and components and cladding criteria. 6.00 I/ Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 oad duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. M- x6(S) r) O 40 a)3#00000000000000111011.1111111.11.11110°it co O o 1 -/ 7'-r--- O M-3x4 0-10 6-00 ! 11-11-11 (PROVIDE FULL BEARING;Jts:2.73.4.5.6 JOB NAME : POLYGON PLAN 5-B NH - I J9spate: 0,3077 ,Co<cYN `:.P WARNINGS: GENERAL NOTES,unless otherwise noted: h "S7 -"Tru1. 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 '' •r42;• E A-- Truss: ss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing moist be installed where shown+. incorporation of component is the responsibility of the building designer. // ,/�f bracing insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 3.Additional temporaryto i 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 as plywood sheathing(TC)and/or d all BC. lru,.,- r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging r lateral bracing required where hown+ ( ) -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. 7 OREGON 4,�+ SEQ. : 5992817 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,- 4, ,�G SA� design loads be applied to any component. and are for"dry condition"of use. ,„: 'Qk 2 r TRANS I D: 403334 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, P fabrication,handling,shipment and installation of components. necessary. J1L n F1, j P P 7.Design assumes adequate drainage is provided. rl t. . 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 111111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. git coincideniwith jointacenter lines. 9. Digits indicate size of plate in inches. MiTek USA,IOC./Cpfllpulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI FS'.12/11/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-287) 142 3-4=(-184) 79 TO LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-108) 58 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 353V -61/ 265H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -162/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -15/ 32V 0/ OH 1,50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = •0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" 6 -,' MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES yl NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.001/ system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0Trad russduration designedfforowind6loads v in the plane of the truss only. 0 ao 3 0 Cr) O O 1 V 7 irkrarri -V CD M-3x4 J, y y y 0-10 6-00 9-11-11 (PROVIDE FULL BEARING Jts:2.7.3.4.5.6 JOB NAME : POLYGON PLAN 5-B NH - J8 Scale: 0.3315 Vic,' ),INSr `SS'i WARNINGS: GENERAL NOTES, unless otherwise noted: .j/) ..-aj,>x 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 ' Z 7 L e, 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. ,`r" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,r� " P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i `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. -jy OREGON `+J SEQ. : 5992818 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, � � +lQ 44, TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 4 P' 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 - necessary. R F 4\_\- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r 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 111111113111111111 TPI WTCA in BCS(,copies of which will be furnished upon request. git coincidenifwith joint center che. 9. Digitssndsize oplate 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) FX PI R FS•12/21/2016 II I II MI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(0) 0 BC: 2x4 KDOF #1&BTR SPACED 24.0" O.C. 2-3=(-246) 122 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -67) 31 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 OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -24/ 353V -53/ 231H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -155/ 338V 0/ OH 1.50° 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -129/ 265V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'ox spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX IC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" 5 -/ MAX IC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 6.001/ 4 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, TOL=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 cr in the plane of the truss only. cp 3 ft-- 0 , V) CD so 1 .#1111111111111111111111111111111111111111111111111111111111111111111111111111.1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111.°M PM:411 6 1'1=4 -/ 0 M-3x4 0-10 6-00 7-11-11 hional111-1---u-ARING JOB NAME : POLYGON PLAN 5-6 NH - J7 , i,:c‘ 64,2 Scale: 0.3795 Co ‘40,147 b / WARNINGS: GENERAL NOTES,unless otherwise noted: 4._ 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: 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. 4101011>7' 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction DES. BY: BS 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the respon ibility 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. -7,. .OREGON SEQ. : 599281 9 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, A7 : design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. TRANS ID403334 6.Design assumes full bearing at all supports shown.Shim or wedge if 6 14, 2' 4 necessary. 4,1 . 0* fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -RA11...\-. 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 Intl 11111 I 111111 TPI/WMiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E TCA in BCSI,copies of which will be furnished upon request, lines coincide with joint centerlines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FXIDIRFS'12/31 o1)1.5 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-6=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-208) 105 3-4=(-102) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -38) 18 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: 10.0" 0.0" 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" -23/ 352V -45/ 198H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'• 11.2" -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX IC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.397" 5 -/ MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" �� MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 4 ,/ DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 I/ NOT EXCEED 19% AT TIME OF MANUFACTURE. Igi Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rad duration factor=l.6, Truss designed for wind loads 3 o in the plane of the truss only. 1) co VI o/ v o/- 1APN 6�� -/ 0 M-3x4 k y y y 0.10 6-00 5-11-11 'PROVIDE FULL BEARING;Jts:2.6,3.4,51 JOB NAME : POLYGON PLAN 5-B NH - J6 scale: 0.4200 ', N°pt''S WARNINGS: GENERAL NOTES,unless otherwise noted: 4Cr ;/ .fy C 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 ± ,Vit tttrrr""���"' 1•-- Truss: J 6 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 bosom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � ,�+ 4P.>� P y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Y % DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -0 1Z- 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 A OREGON SEQ. : 59928 20 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, .4,, 1 4s, TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. /�1 't/ r Q -15,. 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 V 14, necessary. It•.�A'� T fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. " C r- 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 111111111111111111 TPI WlCA in BCSI,copies of which will be furnished upon request. git coincidenitwith jointacenter nche. 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) F}(R(R( •12/21/21)15 61111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF 10&BTR SPACED 24.0° O.C. 2-3=(-170) 99 3-4=( -76) 34 IC LATERAL SUPPORT <= 12"0C. UON. LOADING 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 350V -37/ 166H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF 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/24D, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0° Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.028' @ 3'- 4.9" Allowed = 0.397" 4 -/ MAX TC PANEL TL DEFL = -0.048' @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9° 12 f) MAX HORIZ. TL DEFL = -0,002" @ 9'- 10.9" 6.00 I/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ') o Truss designed for wind loads in the plane of the truss only. to co cf v ,,,,1110111111111111 �/- 1 ►� 5►� M-3x4 y ), y y 0-10 6-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,5,3,41 PR JOB NAME : POLYGON PLAN 5-B NH - J5 Scale: 0.4887 ,CJ. );lN ' WARNINGS: GENERAL NOTES,unless otherwise noted 171. 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 et.r. O ;i E T•^- T r u s s: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper r" 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: BS 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 �rlr continuous sheathing such as plywood in ere and/or drywall(BC). r/ DATE: 7/11/2014 the overall structure is the responkibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ Cr 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 4.0SEQ. : 5992821fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, �4„ 4 `pe ,,, design loads be applied to any component, and are for"dry condition"of use. / .•9),.. .3. TRANS I D: 403334 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 ! fabrication,handling,shipment and installation of components, necessary. 4& (1) 7.Design assumes adequate drainage is provided. t I 4 A- 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 III II VIII VIII II II VIII VIII VIII IIII IIII TPIMRCA in BCSI,copies of which will be famished upon request. git coincidenitwith joint tecenter 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) rX131RFR.12/11/7111,5/?111 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2-3=(-126) 92 3-4=( -64) 25 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9,2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 4 MAX TC PANEL LL DEFL = 0.047' @ 2'- 9.3" Allowed = 0.397" 12 MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6.00 V MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. I Design conforms to main windforce-resisting '' system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o, Tr 1 o/- i 5►� M-3x4 y y y y I 0-10 6-00 (PROVIDE FULL BEARING;Jts:2,5.3.41 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 'sso.,V °ytcfi '''S WARNINGS: GENERAL NOTES,unless otherwise noted: C{J 1 / / 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 CC a r:{? rUr Ir-, r Truss: J4 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: BS 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 -> continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,d'"'1/1! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! 44- 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/ SEQ. : 5992822 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, ° xG 4` design loads be applied to any component. and are for"dry condition"of use. / '�}�° 2'(3,,e,‘3,4 (} A-�-. TRANS I D: 403334 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 1� 1 4" T_ fabrication,handling,shipment and installation of components. Designnecessary. ` .\. sP P 7. laesassumes adequate one dthi facesage isotrus,provided. [ t,,,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both of truss,and placed so their center 1111111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. git coincidenitwith jointacenter che. 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) F}(P1 R FS'12/11/701.5 IIIIIIll PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 68 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -69/ 160V 0/ OH 1.50' 0.26 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 osf) 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 = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001° @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9" 6.00 I/ DESIGN ASSUMES MOISTURE CONTENT DOES 3 -/ NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting ') system and components and cladding criteria. Wind: 140 mph, h=20.7ft, 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 in the plane of the truss only. Cr 0 CO CO O/ o� 1 Ill&IFHI/IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII --V ►� 4►I M-3x4 ), ), y 0-10 'PROVIDE FULL BEARING:Jts:2.4.31 6-00 JOB NAME : POLYGON PLAN 5-6 NH - ! J 3sale: 0.5843 Co . N ss WARNINGS: GENERAL NOTES,unless otherwise noted: N 1. Builder and erection contractor s ould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct #. Truss: J3 and Warnings before constructio commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the buildingdesigner. 2.2x4 compression web bracing mu t be installed where shown+. P P P Y t 3.Additional temporary bracing to i ure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at :^°°� DES. BY• BS 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). J was 4 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ - 40 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 A+OREGON to SEQ. : 5992823fasteners are complete and at no lime should any loads greater than 6.Design assumes trusses are to be used in a non-corrosive environment, -"7 N � � A design loads be applied to any component. and are for"dry conddion"of use. ,! +Q),. ( .S. TRANS I D: 403334 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, necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. A R A t ,. 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 TPIANTCA in BCSI,copies of which will be furnished upon request. git coincideiitwith jointcenterches 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) FX PI R FS'12131/26)15 V'''III' 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) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 49 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 321V -14/ 73H 5.50" 0.51 KDDF ( 625) 3'- 10.9" -99/ 114V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M1BHS,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 = 0.001" @ 0'--10.0" Allowed = 0,083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 3-11-11 MAX LL DEFL = 0.000" @ 0'. 0.0" Allowed = 0.078" ,I T MAX IC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0.004" @ 4'- 1.4" Allowed = 0.333" 12 6.00 L.---- MAX HORIZ. LL DEFL = -0.000° @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N0 M O/- V oMIc. � 1 2 4 -3x4 y y y 0-10 'PROVIDE FULL BEARING:Jts;2,3,41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2sale: G.6394C,,,' PR°�es's, WARNINGS: GENERAL NOTES,unless otherwise noted: -�'-3y 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only .0'.211s upon the parameters shown and is for an individual Ct. E 1-- Truss: J2 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• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .ems is the responsibility of the erector.Additional permanent bracing of gg ,m " DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood required in ere shown and/or drywall(BC). :.%""" "-,a the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracing where ++ ao 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 (,v SEQ. : 59928 24 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, 4 �0, 4, design loads be applied to any component. and are for"dry condition"of use. 1'6 �f Q.. ..�.,, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppods shown.Shim or wedge if 4, �} fabrication,handling,shipment and installation of components. necessary. /�tj 7.Designlaesassumesadequateone draothi age is oftru ,provided. -'C)--POW, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center VIII VIII 'III VIII VIII VIII III I 1111 1111 TPIM?CA in BCSI,copies of which will be furnished upon request. gs coincidenitwith 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-1986(MiTek) FX P1 RFS.12/21/2015 IIIII1111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF lt1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-35) 40 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 263V -7/ 43H 5.50" 0.42 KODF ( 625) Connector plate prefix designators: 1'- 10.9" -108/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) Connector p1a (or no prefix)d = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) 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 net1-5 osfl 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 = 0.001" @ 0'--10.0° Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T '' MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145° 12 MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.00 1/ MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9' MAX HORIZ. TL DEFL = 0.000" 6 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ilr Truss designed for wind loads in the plane of the truss only. 0 o/- v 0 o� 1 2 ---><4 M-3x4 y * * 0-10 (PROVIDE FULL BE4RING;Jts:2,3,4I 6-00 ,0 PROfie JOB NAME : POLYGON PLAN 5-6 NH - J1 Scale: 0.7144 �kOkt .c�,`�s�c,�1� WARNINGS: GENERAL NOTES,unless otherwise noted: 'TF"S1 1. Builder and erection contractor s ould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct.' ± 2`t E 1.- Truss: J1 and Warnings before constructio commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing m sl be installed where shown+. incorporation of component is the responsibility of the building designer. 4410,1/7 3.Additional temporary bracing to i sure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�r� is the responsibility of the erecto.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d 0� DATE• 7/11/2014 p fi ybuilding designer. Impact r P q 9R ) rywall(BC). �R the overall structure is the res o sibilit of the 3.2x or lateral bracingrequired 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. -� 01REGON 14, SEQ. : 5992825fasteners are complete and at nO me 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. / �S TRANS I D: 403334 5.CompuTrus has no control over 2nd assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 1 4, ` P fabrication,handling,shipment and installation of components. necessary. A.G+' L�j 7.Design assumes adequate drainage is provided, ,+7z^A A I�.-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 VIII VIII VIII VIII VIII III I I III III(III TPINVTCA in SCSI,copies of which will be furnished upon request. git coincide with joint te 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) FX p(RFS-12/31/2016 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-257) 48 7- 9=(-158) 297 7. 3=( 0) 49 WEBS: 2x4 KDDF STAND 3. 4=(-224) 105 3- 9=(-308) 164 LOADING 4- 5=(-153) 67 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0,0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -29/ 351V -53/ 231H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, IncLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7" -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2; Design checked for net L-5 psfl uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ O'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" T ' MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" -i MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" N 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. 6.00 I/ 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, o Truss designed for wind loads v o in the plane of the truss only. 0 r` co p M-4x6 e"� o M-3x4 ee CO m 9 to v ---" mm � o� 2.� 8 M-3x4 •1 0 c N O "' M-3x4 M-1.5x4 N y , ) > 2-03-12 2-10-08 0-09-12 y y y y 0-101 2-05-08 y 11-06-03 y 6-00 7-11-11 (PROVIDE FULL BEARING;Jts:2,9,4,5,61 JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 0RNROre WARNINGS: GENERAL NOTES,unless otherwise noted. 45,J ` 1 > ,c, y+' /� 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*' . 102•• E 5'"' Truss: J 7C 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: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' - 1 P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „i 400, iI DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1I 1r 1 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. -sr _OREGON `v./ SEQ. : 59928 26 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, ,y° '7 TRANS I D: 403334 �D design loads be applied to any component. and are for"dry condition"of use. �" 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. - M, 'R RI L\- P 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 VIII VIII VIII VIII VIII VIII IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. Digits indicate git c d aewith jof pt aete inr che. 9. ocsize of cin 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) FX PI R E '12/2117015 IIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR Q BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(-102) 178 8- 7=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-245) 43 7- 9=(-165) 278 7- 3=( 0) 49 3- 4=(-213) 71 3- 9=(-289) 171 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-155) 77 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-101) 0 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 24.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0,0" -27/ 356V -39/ 215H 5.50' 0.57 KDDF ( 625) M,M20HS,M18HS, or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" 136/ 299V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -183/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for nett-5 0sf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'-•10.0" Allowed = 0.111" MAX LL DEFL = 0.009" @ 2'- 3.8" Allowed = 0.254" 11-11-11 MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.042" @ 11'- 11.7" Allowed = 0.200" '1 MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.001/ '1 Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v o load duration factor=1.6, o Truss designed for wind loads CAD 0 ,n in the plane of the truss only. li M-4x6 M-3x4 ��� o m8- _ o 9 -/ f o M-3x4 M-1..x4 o N 8 O O M-3x4 1 1 1 1 2-03-12 2-10-08 0-09-12 . ) , 1 1 0-10, 2-05-08 , 9-06-03 1 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,9,4,51 JOB NAME : POLYGON PLAN 5-B NH J6C Scale: 0.3429 cp PRpres WARNINGS: GENERAL NOTES,unless otherwise noted:' C�kr ® 1'1. 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 p (,,{j (,.- Truss: J 6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mutt be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to in sure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 � , continuous sheathing such plywood in ere and/or drywall(BC). /'+� ,�"'^"" DATE: 7/11/2014 • the overall structure is the respontibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ., - 4 1.0 SEQ. : 5992827 . No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREC.aON TRANS I D: 403334 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, �4/ (x design loads be applied to any component, and are for"dry condition"of use. ,/ .tJ 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 6 '1 4, 2 C' fabrication,handling,shipment and installation of components. necessary. >a` 7.Design assumes adequate drainage is provided. M 'R R 1,.-`-- 6.This design is furnished subject to the limitations set forth by B. Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII III I VIII VIII VIII'III'III TPI WTCA in BCS',copies of which 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-1986(MiTek) PX PI RFS.17/11/2015 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=( -69) 178 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-245) 43 6-8=(-114) 278 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-153) 71 3.8=(-289) 118 LOADING 4-5=( -70) 32 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 OVERHANGS: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -27/ 347V -37/ 166H 5.50" 0.55 KDDF ( 625) Connector plate prefix designators: 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -138/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -49/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.007" @ 2'- 3.8° Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 5'- 2.3" f f MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" A- -v DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 - Design conforms to main windforce-resisting 6.001/ system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. v 0 0 o u; v M-4x6 t41 O ,A1111111i M 8 _� CO 1111111io 1�� CD � � M-3x4 M-1.5x4 - CD M-3x4 M-3x4 1 1 1 1 2-03-12 2-10-08 0-09-12 1 1 1 1 0-10, 2-05-08 7-96-03 1 6-00 3-11-11 [PROVIDE FULL BEARING:Jts:2,8,4,51 JOB NAME : POLYGON PLAN 5-B NH - J5C Scale: 0.3783 4 ` IN>C `'s , WARNINGS: GENERAL NOTES,unless otherwise noted: <L,r :471/111 1 -G 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 �C Com} ( :3 Truss: J5C C 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• BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -<- P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ^..- DATE: DATE: 7/11/2014 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. 7 ,�"a8E �3� (j SEQ. : 5992828 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: 403334 ,~. -.yy,� ,4... design loads be applied to any component. and are for"dry condition"of use. d 14 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 necessary. 11..�- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII VIII III I VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) FX PI R FS'12/.31/2015 111111111 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) 42 2-7=( -84) 228 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-297) 65 6-8=(-138) 358 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3.4=(-153) 82 3-8=(-372) 143 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-100) 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: 10.0" 23.7" 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" -35/ 328V -24/ 151H 5.50" 0.53 KDDF ( 625) C nnec 8,CN18 (or no prefix) = CompuTrus, Inc 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) M,M20HS,M18HS,M16or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) 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 psfl 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.041" 0 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 7-11-11 T T MAX HORIZ. LL DEFL = 0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" /- 12 -/ 6.001/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0) Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (� oo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d. o load duration factor=1.6, C, Truss designed for wind loads in the plane of the truss only. v M-4x6 C' el M-3x4 .AgigdlpIcn NI _ /- o� 2 o m M-3x{3 M-1.5x4 o o O I Q M-3x4 y y y y 2-03-12 2.10-08 0-09-12 y y y y 0 10 y 2-05-08 5-06-03 1, y 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,8,4I JOB NAME : POLYGON PLAN 5-B NH - J4C Scale: 0.4268 �� 0PROi 0, WARNINGS: GENERAL NOTES,unless otherwise noted: J;/ f 9 -FAE Y: 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 C1ti , fL, ,IV„f5 Truss: J4C 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 400110, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 4��e continuous sheathing such as plywood in ere and/or drywall(BC). ��Imlrn_ DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown++ 4SEQ. : 5992829 . 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 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, �4...S., N A TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. „/ '`� �.,5. 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, T fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. �y 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 t" "' 111111 VIII VIII VIII VIII VIII(IIII III IIII TPIM?CA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter 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) PX PI R FS..12/11/2015 111111111 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) 42 2-6=(-135) 228 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-297) 65 5-7=(-218) 358 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -55) 41 3-7=(-372) 226 LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -48/ 365V -22/ 104H 5.50" 0.58 KDDF 625 OVERHANGS: 10.0' 0.0" ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.7" -48/ 108V 0/ OH 1.50" 0.17 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ D'--10.0" Allowed = 0.111' MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 5-11-11 f f DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00/ system and components and cladding criteria. /- -V Wind: 140 mph, h=20.7ft, 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 in the plane of the truss only. w 0 Tr M-4x6 0 0 CO N M 3x4 p1t 1o/ 7 MOM --/CO o o m M-3x4 M-1.5x4 0 0 2►� O 6 �o M-3x4 2-03-12 2-10-08 0-09-12 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,7,41 JOB NAME : POLYGON PLAN 5-B NH - J3C sale: 0.4902 (ry Otte --TruWARNINGS: GENERAL NOTES,unless otherwise noted: G{s ei,�./'r 1.71. 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 Gh 1-- Truss: ss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper r 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: BS 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). ,,4,.1!r 4011010 . DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 1C'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. OREGON -Kl SEQ. : 5992830 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. , TRANS I D: 403334 oto < design loads be applied to any component. and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if Alp, 2.�}. �-�-. 5.CompuTrus has no control over and assumes no responsibility for the " 1/5 fabrication,handling,shipment and installation of components. Dnecessary. &;C�ys P P 7.Design assumes adequate drainage is provided. +l R 1 t,. 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 VIII IIID VIII VIII VIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. git coincidenitwith jointcenter che. 9.Digitssndsize of tplate 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) FXP1 RF '12/31/2(115 111111111 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) 42 2-6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-188) 24 5.7=(-76) 191 5-3=( 0) 48 WEBS: 2x4 KDDF STAND 3-4=( -22) 28 3-7=(-198) 79 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 BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 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 soacinq.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 5'- 2.3" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002" @ 3'- 11.9" Allowed = 0.128" 3-11-11 MAX HORIZ. LL DEFL = -0.004" @ 5'- 2.3" T 1' MAX HORIZ. TL DEFL = 0.006" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 L- NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. / -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4,6 0 load duration factor=1.6, A co Truss designed for wind loads o in the plane of the truss only. 0 0 t N lMIIIIII e 1- M-3x4 M=1111111111111111 - M _, v M-3x4 o M-1.5x4 �� 2►t i6 to 0 M-3x4 ), y ), y 2-03-12 2-10-08 0-09-12 k y y y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts;2"4"7I JOB NAME : POLYGON PLAN 5-B NH J2CScale: 0.5343 c ` r, ss, WARNINGS: GENERAL NOTES,unless otherwise noted: ® -f-7 1. Builder and erection contractor shordd be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ° 1J,1 Truss: J 2 C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mutt be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to in sure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS responsibility Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by 4/it is the res onsibilit of the erector. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „,,,0411111110,r 11 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ 4r 4SEQ. : 5992831 . 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 TRANS I D: 403334 x design loads be applied to any component. and are for"dry cond'Aion"of use.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 +�),. QS. 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 T fabrication,handling,shipment and Installation of components. necessary. b 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 t r"� 111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter nche. 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) FX PI R FS'12/21/7111,6 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 30 TC LATERAL SUPPORT <= 12"0C. 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 50.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 287V -14/ 73H 5.50" 0.46 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 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 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' 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 = 0.001' @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 12 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9' 6.00[: ' MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES rA1NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C3 load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. Mf_ 0 V IIIO o� 1 2► 4 M-3x4 1, y ), ), 0-10 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,4,3' JOB NAME : POLYGON PLAN 5-B NH - ASJ2Spate: D.B54, 5 ., Ss WARNINGS: GENERAL NOTES,unless otherwise noted: J/ -S'' 'Trus1. Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual noted: ''''' ! " il! E I-- Truss: s: ASJ 2 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: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by411111111R ' P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,a'"'!�!=` DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1 iCr 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. -c, OREGON ly7+ SEQ. : 5992832 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 � design loads be applied to any component. and are for"dry condition"of use. / ''11 (3 4-• TRANS I D: 403334 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 necessary. 1 R R t'.- G fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �.19 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 III II VIII II II'IIII VIII VIII VIII III IIII TPI WTCA in BCSI,copies of which will be famished 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) FX PI FI FS..12/31/2(115 111111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-45) 15 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 9.2' -18/ 21V 0/ OH 5.50" 0.03 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 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 PO) 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 = 0.001" @ 0'--10.0" Allowed = 0,083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T T MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9' Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 I/ MAX HORIZ. TL DEFL = -0.000" @ 1'- 10,9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199t AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rillo <,)o� v 0111111 111e o� 1 2 � 4009.4111M-3x4 y i' ,1 0-10 2-00 (PROVIDE FULL BEARING:Jts:2.4,31 JOB NAME : POLYGON PLAN 5-6 NH -i ASJ1 Scale: 0.7139 �,; `co PR°Pk. WARNINGS: GENERAL NOTES,unless otherwise noted: _ I;1 +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 . }Li Vh 11,,,""ttYt",,, Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mysl be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to unsure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 sheathingRCs and/or dvwall BC. 4/44100''`DATE: 7/11/2014 the overall structure is the resn qsibilitvof 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. -17, OREGON fit`! SEQ. : 5992833 fasteners are complete and at notime 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. :/ 4 , C „t TRANS I D: 403334 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, t�,t o., nfabrication,handling,shipment and installation of components. ecessary. j� V 7.Designlaesassumes adequate on othdrai ae is sea. t R t�.- ,. 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 11111111111111111111111111 TPI VVrCA in BCSI,copies of which 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) FXP)RFS'12/21/21)15