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Plans (421) 1 U, C Src \o Ste. nT CI -CTY(0 ❑X CONFORMS TO DESIGN CONCEPT Z CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH " REVISIONS NOTED ❑ CONFORMS TO DESIGN CONCEPT WITH El NON-CONFORMING-REVISE&RESUBMIT REVISIONS AS SHOWN SHOP CG HAS BEEN Y DD FOR GENERAL CONFORMANCE y ❑ NON-CONFORMIN -REVISE AND RESUBMIT WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATORNEWDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN DRAWINGS.SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE PRIORITY OVER THIS SHOP DRAWING. WITH THE DESIGN CONCEPT ON Y AND DOES NOT RELIEVE THE By Alexia Fukui Date 9/22/14 FABRICATOR/VENDOR OF RESPO SIBILITY FOR CONFORMANCE WITH THE MILBRANDT ARCHITECTS DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. V= 161-5 By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC C3 (8) • I .%ikk , ‘116k \ ,. 1 W8.12 I? 8:12 (119 —. , __ Cl 1 ke (2) Lr B16:12 12 - --� Al b X12 8:II? 12 W 2 - 0.- (3) GARAGE _i B I D1 14.-2. ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE' ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT TRU S CAL ULATIONSONLY.REFER ANDO ENGINEERED STRUCTURAL -t PROJECTsl 3BTLE: REVISION-1: DRAWINGSR OF pa, ifi : . mber PLAN 3B INFORMATION. BUILDING RD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING . DESIGNER/ENGINEER OF RECORD TO 3-B CHECKED BY: REVIEW AND APPROVE OF ALLC O M PA N Y DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. -St T R U,S S `. 1/8N=1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4 I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. r.� Dimensions are in ft-in-sixteenths. 11� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0 1/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I �_� ii p • bracing should be considered. O ipplo 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate '` 6-7 c ' designer,erection supervisor,property owner and plates 0-Ina' 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. $ Unless not exceed 19%at time of fabrication. PRODUCT shall 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 in 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 specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling Is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. w• Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 1 ( number where bearings occur. install and load vertically unless Indicated otherwise. MI® Min size shown is for crushing only. • MI6 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.is Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and not sufficient.pictures)before use.Reviewing pictures alone C Design Standardfor Bracing. BCSI: Component Compoonent Safety Information, 20.Design assumes manufacture in accordance with e Guide to Good Practice for Handling, MiTekANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-338_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: R45630230 thru R45630240 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. s, G N </o\ <4. 87022PE 9r yN ,. �Aj OREGON ti9 �N �MBER4� A. HEc-"- s EX' ' :06/30I / October 12,2015 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 R45630231 PL15-338 UPPER F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:40 2015 Page 1 ID:SygD7CTgSFZSjSNcS1 ttIDzR3Xv-?R7JOx3CL315ffswafiY?Y6Vc7EkpbW6jN73EWyUBXr I 2.60 I 1-9-8 II 1-2-0 ii 1-60 1 1 1-1-12 1 1 2-5-8 1 1 1-2-0 11 2-0-8 1 1 1-40 1 Scale=1:37.5 1.5x3 I I 1.5x3 I I 1.5x3 I I 3x6= 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 : : ; 5 6 7 8 9 10 11 12 13 N N o o e `/ e111011 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 II 3x8= 3x6= 12-7-4 1 8812 I 12-B� b-7-06a-0I 7 4-9-82 1 2 45 2 Plate Offsets(X,Y)— f4:0-1-8,Edae1,17:0-1-8,Edoe1.116:0-1-8,Edoe1.122:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)19=0-5-8,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-700/0,3-4=-700/0,4-5=-304/27,5-6=-304/27,7-8=-468/0,8-9=-468/0, 9-10=0/571,10-11=0/571,11-12=0/566 BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19 /468,17-18=0/468,16-17=0/468, 15-16=22/297,14-15=286/61 WEBS 6-19=-504/0,2-23=-705/0,4-20=540/0,6-20=0/535,7-19=-642/0,9-15=821/0, 12-14=-66/308,12-15=457/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)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. ���(} PR Qp�s ��� �NGIIV�FR rSj029 870 2PE r N 1N N -7 <C‘ 1.... OREGSN cy� 9O ccgIBER i1 \O OS A. Hvik EXPIRES:06/30/2017 October 12,2015 f __Ni I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.101032015 BEFORE USE ` Design valid for use only with tA'Iek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tpll Quanty Criteria.0511-89 and SCSI 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 R45630233 PL15-338_UPPER F04 FLOOR 3 1 Job Reference(optional) PacificW mbar&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mi Tek Industries,Inc.Mon Oct 12 08:04:42 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-yciF3pc5TtgYouz0Jh4k05z8rXwxEHWXPAhc9IPyUBXp 2-6-0 1 0-83 I I 1-2-12 I I 1-6-0 I I 1-2-0 11 1-4-4 I 1-3-0 I Scale=1:18.3 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 3x6= 6 7 8 1 2 3 4 5 e o e o o 7- o c, N N 17 e e e e e 14 12 11 103x4= 9 3x5= 1.5x3 II 3x4= 3x8= 3x4= • I 3-2-8 I 10-6-7-4-112 I 3-2-8 Plate Offsets(X,V)— f5:0-1-8,Edael.f10:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:51 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) 13=559/0-5-8,14=81/Mechanical,9=278/Mechanical Max Uplift14=19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/260,5-6=-429/0,6-7=-429/0 BOT CHORD 12-13=-260/0,11-12=0/429,10-11 /429,9-10=0/291 WEBS 3-13=330/0,2-13=-306/0,5-12=-286/0,3-12=0/470,7-9=372/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. C;,oceil,,NG I F9 `r1/20 2 44 87022P? yr - j >" 7 � tv 'oj, OR GON cP 4i 'POn AMBER 1\ �O �S A. HO; EXPIRES:06/30/2017 October 12,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE Glx Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. SuiteSHeiaMs,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630235 PL15338_UPPER F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:43 2015 Page 1 ID:SygD7CTgSFZSjSNc51ttlDzR3Xv-Q0pR1y65e gfW6bVFnFFdAkOLKG00_ZPLMjgryUBXo I • 2-6-0 1 0-9-8 II 1-2-0 1 1 0-9-4 1 2-0-0 I I 2-5-8 1 1 1-2-0 1 1 1-11-0 Scale:1/2'=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 I I 1 2 3 4 5 6 7 8 9 N .000000000000001— \ / 111111111111111111111111111111111111141111111111111- — O N e e ee e 4 k16 15 14 12 11 3x8= 1.5x3 II 1.5x3 II I 3-6-8 1 4-1-8 1 4-8-8 1 7-8-12 I 10-5-4 111-0-4 111-7-4 1 13-9-4 I 3-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y)— 17:0-1-8,Edael,18:0-1-8.Edael,114:0-1-8,Edael,115:0-1-8,Edctel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 . Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 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=307/Mechanical,13=670/0-3-8,10=223/0-2-4 Max Gray 16=328(LC 10),13=672(LC 9),10=236(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=570/0,3-4=-570/0,4-5=-570/0,7-8=-314/0 BOT CHORD 15-16=0/567,14-15=0/570,13-14=0/466,12-13 /314,11-12=0/314,10-11=0/314 WEBS 2-16=-612/0,5-13=595/0,5-14=0/291,7-13=488/0,8-10=353/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. � c 0 PRo�Fss ',. .--R �0 44. Q 870 2PE 9f -y N rN �'oj, OREG N (yam 4N 1)or, giBER 1'` �O `SA. HOA EXPIRES:06/30/2017 October 12,2015 r. _ I _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFER4NCE PAGE MOI.7479 rev.10/03/2015 BEFORE USE 1* Design valid for use only with MTek®connectors.This design 6 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 the 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.ek` is always required for stability and to prevent colapse 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,058-89 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 R45630237 PL15-338_UPPER F09 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Oct 12 08:04:44 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-uDNpEI7jPIoW8GAipVmUAOH8SkSoIJEie?5GNHyUBXn 1 2-6-0 I 1-0-141�- 0- 1.,.2_1 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 s e p i O 0 o I _ e _\ + -. \ _ -N. TN o r 0 1 - 16 15 14 13 12 3x4= 3x8= 3x6 = 1.5x3 II 1.5x3 II 3x8= 3x4= ' 12-8-14 I 11-8 5 -14 2-1-1 1 1 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— 16:0-1-8,Edciel,17:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 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) 17=832/0-2-12,11=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3025/0,3-4=-3025/0,4-5=3791/0,5-6=-3791/0,6-7=3457/0,7-8=-2992/0,8-9=-2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 WEBS 2-17=-1940/0,2-16 /1326,4-16=687/0,4-15=-25/297,5-15=-265/0,6-15=-69/600,9-11=-1943/0,9-12=0/1287, 7-12=789/0 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)17. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���c0 PROFESS 1-_(/c...;.• c� NG`NE�7 /0'L 87022P: 9co" r -y 0'oj, OR GON ti�Opti 9O, ccMBER .\1 • EXPIRES:06/30/2017 October 12,2015 i i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE BBI-7473 rev.10/03/2015 BEFORE USE Mil Design valid for use only with MGekO connectors.Tha 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 p�;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 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 R45630239 PL15-338_UPPER F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Mon Oct 12 08:04:45 2015 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-MPxC Re7LAbwNm QIuNC Hj ibpM USzbUsXssfrgvjyUBXm I 2-5-4 I I 1-2-0 1 1 2-0-8 I 2-6-0 I I 1-5-0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 e e — Y ° r.-1111i i\%4114144144414444—B ' — � ° e e N e „ p JCjJ 1 j 11 10 � 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 2-8-4 13-4 3-104 1 i 8-7-12 12-9-12 1 2-8-4 15-7-0 10 -7-0 0- 1-8 4-8-0 0- 4-0-8 1 Plate Offsets(X,Y)— 12:0-1-8,Edoe1,x10:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) lfdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 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:8-9. REACTIONS. (lb/size) 12=317/0-2-8,8=60/0-2-12,9=739/0-5-8 Max Uplift8=64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6 /533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=-610/0,4-9=841/0,6-9=-452/0 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. 4)CAUTION,Do not erect truss backwards. 2 �� 870 2PE ..,'7 r-- _ N �N S. -7 fi4,,, OREGON c2N "O 4BER 1 O � 1 OS A. HE¢\-\P EXPIRES:06/30/2017 October 12,2015 4 4 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 51II.7473 rev.10/032015 BEFORE USE Design valid for use only withM7ekr 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 MiT ek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPf1 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 H9ights,CA 95610 ❑X CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH ® REVISIONS NOTED ❑ CONFORMS TO DESIGN CONCEPT WITH ® NON-CONFORMING—REVISE&RESUBMIT REVISIONS AS SHOWN IAN SHOP DRAWING HAS BEEN REVIEWED FOR,AENERAL CONFORMANCE 37'-0' El NON-CONFORMING-REVISE AND RESUBMIT !N TE I J J EPT ONLY AND DOES NOT RELIEVE THE ARRA V H A N) f RESPONSIBILITY O t CONFORMANCE Y T'I DESIGN 1 DRAWINGS I A ON AND APPLICABLE CODES.AL OF WHICH HAVE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE IG-Ta ON ERIN Roa pp Awl NG WITH THE DESIGN CONCEPT ON Y AND DOES NOT RELINE THE By Alexia Fukui Date 9/22/14 FABRICATOR/VENDOR OF REPOS:RIL'.TO FOR CONFORMANCE WITH THE MILBRANOT ARCHITECTS DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SLOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. V- 16'-5' By: Todd R. Eaton Date: September 19, 2014 C4 CT ENGINEERING INC r _T_T I I I I I116.\\\ VIIIMMIIIMMII T CS (8) MIIIIIMMINIMM L 0.12 t? ge 05 as 6:12 C2(11) N. CI L / \ 1 .12 8 :12 I12 .^. Al b 6:12 1:11 / _ w / D2, (3) r. GARAGE ^_ D1 14'-2' 11'-8' -' 25-6' 1T-3 l/2' ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT —,f ENGINEERED STRUCTURALNif . PROJECT TITLE: REVISION-1: DRAWINGS NER/EN NEER OF RECORD umber PLAN 3B INFORMATION. DESIGNER/ENGINEER PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 3-B CHECKED BY: REVIEW AND APPROVE OF ALL & TRUSST C O M P A N Y DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' • All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 3T-0' r V= 16'-6" \ / \\:: P. C3 (8) /\.\\\\ A\ ---L- • 6.1: — 05 05 6:12 C2(11) C' _ ° off:iz� 2 B1ri-" " ,(133 _ 6:12 / W I___, [ / Al 5:1 6:12 b D2 4) GARAGE CONFORMS�'O DESIGN CONCEP" ,. ' ` r CONFORMS TO DESIGN CONCEPT WITH 14'-2' D1 QX CONFORMS TO DESIGN CONCEPT REVISIONS AS SHOWN r 11 ❑REVISIONS CONFORMS NOTETOODSIGN CONCEPT WITH ElI 6 NON-CONFORMING-REVASD RESUBMIT -I0©NON CONFORMING-REVISE&RESUBMIT 1T'31/L THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE I W.TH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF PITCH HAVE PRIORITY By Alexia Fukw Dap 9 22 14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL.VERIFY ALL.DIMENSIONS. MILBRANDT ARCHITECTS Bo: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 TR SR TO S CALCCEMENT OULATONS AND ENGINEERED STRUCTURAL ti PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER Pamfi . . ember PLAN 3B INFORMATION.BUILDING DES RESPONSIBLE FOR OF RECORD PLAN: DRAWN BY: REVISION-2: TOSPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO REVIEW 3-B CHECKED BY: REVIEWWANDAND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. & TRUSS 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. 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). ../ 157 Y: ;1;1011/ fiF x it S /30M 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF >tt&BTR SPACED 24.0" O.C. not exceed 19n at time of manufacture. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. 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,CI8,CN1S (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.9ft, 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 designedfor wind loads o REQUIREMENTS OF IBC 2012 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. Refer or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 T 1' f HM-4x4 3 I I 12 12 '-----.I 6.00 6.00 1.--- M-3x4 /M-3x4 co 4 M-3x4 Co o� T' c c.''` / /////////////////////////////////////////////////////////////////////////////////////////////////////////// / o 1 1-06 14-02 1-06 RSD PROFF • JOB NAME : POLYGON PLAN 3-B - Al Scale: 0.5115 \�� 'C'.3/P/77 �( ss'o WARNINGS: GENERAL NOTES,unless othern�ise noted: � / / p 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 9 •2+ f 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 t. incorporation of component is the responsibility of the building designer. 4101, •, ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +� Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ./ DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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,/ SEQ. : 6035306 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, �� 7�y ©�� � desgn loads be applied to any component. and are for"dry condition"of use. 1 4 !3, TRANS I D: 406433 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 fabrication,handling,shipmentnecessary. r1-�C� 11 S/ and installation of components. 7.Design assumes adequate drainage is provided. C R 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 11111111111111111 TPIM?CA in BCSI copies of which will be furnished upon request. lines coincide withzjoint ain inches.9.Digits isize of plate ein lines. Mi7ek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBERBC- LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-805) 265 6-1=(-115) 48 3-7=(0) 305 2x6 KDDF#1&BTR T1 SPACED 24.0" O.C. 2-3=) 0) 0 1-7=(-229) 648 BC: 2x4 KDDF#1&BTR 3-4.(-818) 7-4=(-226) 651 WEBS: 2x4 KDDF STAND LOADING 4-5={ 0) 321 7-4= -226 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 254 BRACING AT 24" DC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 5.7' -26/ 28V -48/ 46H 0.00" 0.00 yyyyy ( 0) ALL TOP CHORD AREAS NOT SHEATHED 11'- 4.4° -502/ 793V 0/ OH 141.50' 1.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 25'- 6.0' -196/ 793V 0/ OH 5.50' 1.27 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 18.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural MAX LL DEFL = 0.000" @ 11'- 4.0' Allowed = 0.150" vertical members (uon). MAX TL CREEP DEFL = 0.000" @ 11'- 4.0' Allowed = 0.200" MAX LL DEFL = 0.013" @ 27'- 0.0' Allowed = 0.150" Unbalanced live loads have been MAX TL CREEP DEFL = -0.014' @ 27'- 0.0' Allowed = 0.200" considered for this design. MAX TC PANEL LL DEFL = -0.028" @ 21'- 11.3' Allowed = 0.476' Connector plate prefix designators: MAX TC PANEL TL DEFL = 0.060" @ 14'- 10.1' Allowed = 0.697' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = -0.007' @ 25'• 0.5' MAX HORIZ" TL DEFL = 0.011" @ 25'- 0.5' Gable end truss on continuous bearing wall. C-1x2.6 or equal typical at stud verticals. NOTE:Design assumes moisture content does Refer to CompuTrus gable end detail for not exceed 19% at time of manufacture. complete specifications. Design conforms to main windforce-resisting 12-09 12-09 system and components and cladding criteria. T f 12-09 HM-4x4+ 5-08 7-01 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2 Truss designed for wind loads M-3x5 L in the plane of the truss only- CO \\ o M M-4x6 N 12 --! 12 LO 0 6.00 I/ Alii, 6.00 CD M-3x4+ co /- - / 4 0 „J;IJ,,,,,,,,,,,,,,,,,,,,,,,,, ° 6 7 - M-3x6+(s) ' 1 M-1.5x3 M-3x4 0 b y 1, 1, 7-05 11-00 7-01 ), y .1 y 1-06 25-06 1-06 ti JOB NAME: POLYGON PLAN 3-B - B1 <0-' �� �`$''s Scale: 0.2470 G1id /0 WARNINGS: GENERAL NOTES,unless otherwise noted: cow, /**�1`�t r f�-7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9L 0/("E Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. / ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'n c.and at 10'o.c.respectively unless braced throughouttheir length by 1 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) > :�� DATE 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impactre and/or bridging or lateral bracing required where shown++ '� OREGON 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. 37 1k `o SEQ. : 6035307 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, fr F7�f design loads be applied to any component and are for"dry condition"of use. /2) `T 1 4' (} �-�.. TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at aN supports shown.Shim or wedge N p� y. fabrication,handling,shipment and installation of components. nesigna ss 'j'f`f"�R y t ', 7.Design assumes adequate drainage is provided. �rll rl 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 III VIII VIII IIII VIII 11 1111 111111 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)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 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) 76 2-10=(-391) 2382 3-10=(-285) 195 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2755) 552 10-11=(-269) 1986 10- 4=) -19) 502 WEBS: 2x4 KDDF STAND 3. 4=(-2496) 522 11-12=(-291) 1965 4-11=(-712) 255 LOADING 4- 5=(-1761) 469 12- 8=(-433) 2352 11- 5v(-246) 1170 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1761) 469 11- 6=(-713) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2496) 522 6-12=( -19) 502 TOTAL LOAD = 42.0 PSF 7- 8=(-2755) 552 12- 7=(-285) 195 OVERHANGS: 18.0' 18.0" 8- 9=( 0) 76 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 BRG 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" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf( uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200° MAX LL DEFL = -0.138° @ 18'- 6.0° Allowed = 1.804° MAX TL CREEP DEFL = -0.279" @ 18'- 6.0" Allowed = 2.406° MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0° Allowed = 0.200" MAX HORIZ. LL DEFL = 0.060° @ 36'- 6.5' 18-06 18-06 MAX HORIZ. TL DEFL = 0.099" @ 36'- 6.5' - T 1' T 6-06-05 5-11-13 5-11-13 5-11-13 5-11-13 6-06-05 NOTE:Design assumes moisture content does 1' f T ,r ,' t ,. not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 -----,J 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 ,4X (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) NI% M-5x6(S) load duration factor=1.6, Truss designed for wind loads 3.1' in the plane of the truss only. 0.25" 0.25" o. M-1.5x3 +1./ a M-1.5x3 co .t /1* 0 o 1 to 11 12 ".1. .• o IM-3x6 M-3x4 M-3x8 M-3x4 M-3x6 I o M-3x5(S) y ), k y ), J., 9-06-04 8-11-12 y 8-11-12 9-06-04 y 20-00 17-00 * 1-06 37-00 1-06 “p PROP JOB NAME : POLYGON PLAN 3-B - C2scale: 0.1596 \co OIN Ss/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� /A -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 92t I �.0 P E Truss: C2 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 is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � DES. BY: LJ ! Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tis.. DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ L OREGON� 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. �, W SEQ. : 6035308 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 design bads be applied to any component. and are for"dry condition"of use. t2 14, 2 - " TRANS I D: 406433 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' e� fabrication,handling,shipment and installation of components. Dnesign assumes. R R 1 L P 7.Design adequate drainage is provided. RR 1L 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 111111111111111111111111111 TPUWrCA in BCSI,copies of which will be furnished upon request. Digit indicate with jointcenterche. 9. Diets indicate size of plate in inches. v DD MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 2x4 KDDF #1&BTR T1, T4 SPACED 24.0' O.C. NOTE:Design assumes moisture content does BC: 2x4 DF 401&BTR; not exceed 19% at time of manufacture. 2x4 KDDF #1&BTR B1 LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc load duration factor=1"6, M,M2OHS,M18HS,M16 = MiTek MT seriesTruss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss onl4y. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 18-06 18-06 T 12-04-10 6-01-06 6-01-06 12-04-10 12 IIM-4x4 12 6.00 3 Q 6.00 MM M-3x5(5) 14111441141141114144411%44404M-3x5(S) 3 tv to e) o °.°llIllillillilllgi°lligilli72 , ' m 0 M-3x5(S) CD M-3x4 M-3x4 I I I 20-00 17-00 I I I )- 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C4 . ti- Scale: 0.2219 �', .c",- / / 4>Q WARNINGS: GENERAL NOTES,unless otherwise noted: t� r�t- E 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 C ' 9211..r Truss: C4 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 i► DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1jwr po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). #� DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f 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. py 1?OREGONt. to SEQ. : 6035309fasteners are complete and at no time should y 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. /© 14,4 2.Q �4 TRANS I D: 406433 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. FiR 10-- } 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 01 VIII VIII VIII VIII VIII 11111 II III TPI/WTCA in SCSI,copies of which win be furnished upon request. lines coincidew h joint center fines indicate 9.Digits size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 11111111111 LUMBER SPECIFICATIONS TRUSS SPAN 38'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF /t1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-309) 1509 8- 3=( 0) 266 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=(-1796) 544 8- 9=(-311) 1506 3- 9=(-541) 150 BC: 2x4 KDDF #1&BTR 3- 4=(-1248) 526 9-10=(-506) 1433 9- 4=(-1B3) 637 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10-11=(-505) 1434 9- 6=(-469) 379 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1226) 475 6-10=) 0) 189 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6-11=(-1706) 635 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -975) 468 NOTE: 2x4 BRACING AT 24' OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -300/ 1255V -107/ 116H 5.50" 2.01 KDDF ( 625) OVERHANGS: 18.0" 18.0" 25'- 0.5' 0/ 855V 0/ OH 143.50' 1.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 37'- 0.0" -618/ 277V 0/ OH 143.50' 0.44 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural vertical members (uon). 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.014' @ -1'- 6.0" Allowed = 0.200" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.057" @ 12'- 9.0' Allowed = 1.229" WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A MAX TL CREEP DEFL = -0.115' @ 12'- 9.0" Allowed = 1.639' HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE MAX LL DEFL = 0.000° @ 0'- 0.0" Allowed = 0.150" GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION MAX TL CREEP DEFL = 0.000' @ 0'- 0.0° Allowed = 0.200" POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION MAX HORIZ. LL DEFL = 0.028° @ 25'- 5.6" SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL MAX HORIZ. TL DEFL = 0.046° @ 25'- 5.6" BRACING TO THE HINGE TYPE CONNECTION. 18-06 18-06 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-08-11 10-09-05 7-05-13 0-10-01 10-02-03 Design conforms to main windforce-resisting 6-09-08 5-11-08 5-09 0-02-08 1�8-03-08 system and components and cladding criteria. ,K Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 =M-4x4+ M-3x4 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /- 6"00 5 a 6"00 Q 6.00 load duration factor=1.6, u7, Truss designed for wind loads (7,' in the plane of the truss only. ',--: M-4X6 Gable end truss on continuous bearing wall. N/` M-3X5+(S) C-1x2.6 or equal typical at stud verticals. Refer to CompuTrus gable end detail for r " complete specifications. C) M-3x5(5) o M-3x4 rn 3 '' ....ggiggihhhh.s,:. .Nsisillisso. M Ch O O T ed 4 4 0 1 8 9 1Q 11 o o M-3x4 M-1.5x3 M-3x8 0.25' o M-5x6(S) M-3x5 M-3x4+ 6-07-12 6-01-04 6-01-04 76-02-04 11-11-08 y y y y 1-06 37-00 1-06 ��4tio PROf'e JOB NAME: POLYGON PLAN 3-B - Cl �`� WoSS Scale: 0.1712 ct. n WARNINGS: GENERAL NOTES,unless otherwise noted: `��,Or 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 I f/ w Truss: C 1and 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�s the responsibnay of the buiklmg designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom Chords to be laterally braced at "1,4111111t DES. BY: LJ ' is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po itY Pe continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' R-OREGON to DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,L, 7 Ns' >N 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. • / "Q)+ SEQ. : 6035310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-conosNe environment, 0 14, 3 ,t design loads be applied to any component. and are for"dry condition"of use. �/ TRANS I D: 406433 • 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 ')i PILL fabrication,handling,shipment and installation of components. necessary.g Prn 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 VIII VIII II II IIII Iii Hill III I Fill TPI/1MCA in SCSI,copies of which will be furnished upon request. Digit coincide with jointcenterche. ' EXPIRES: 12/3112015 • 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 Lj-Z 10.For basic connector plate design values see ESR-1 31 t.ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR)DDF/Cq=1.00 TC: 2x4 KDDF ri1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-376) 2333 3-11=( -297) 196 BC: 2x4 KDDF tt1&BTR SPACED 24.0" O.C. 2- 3=(-2738) 534 11-12=(-267) 1959 11- 4=( -45) 563 WEBS: 2x4 KDDF STAND; 3- 4=(-2513) 541 12-13=(-200) 1645 4-12=( -710) 250 2x4 KDDF STUD A LOADING 4- 5=(-1757) 469 13-14=(-458) 2787 12- 5=( -352) 1302 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1708) 506 14- 9=(-867) 4422 12- 6=( -676) 288 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1937) 494 6-13=( -111) 464 BC LATERAL SUPPORT <S 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4685) 890 13- 7=(-1489) 355 8- 9=(-4950) 999 7-14=) -360) 2427 OVERHANGS: 18.0' 18.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 76 14- 8=( -154) 193 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50' 2.76 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0' Allowed = 0.200° MAX LL DEFL = -0.311" @ 28'- 8.0' Allowed = 1.804" MAX TL CREEP DEFL = -0.620° @ 28'- 8.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0' Allowed = 0.150° MAX TL CREEP DEFL = -0.014° @ 38'- 6.0' Allowed = 0.200' 18-06 18-06 T T >r MAX HORIZ. LL DEFL = 0.165" @ 36'- 6.5' 7-03-08 5-02-11 5-11-13 2-00 5-05-11 5-02-03 5-10-02 MAX HORIZ. TL DEFL = 0.273" @ 36'- 6.5" T f '1 T f f 1' T NOTE:Design assumes moisture content does 12 M 12 not exceed 19% at time of manufacture. 6.00 -4x6 6.00 4.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. M-Sx6(S) '414% M 3x4 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 1 M-5x8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=l.6, Truss designed for wind loads a. 0.25" in the plane of the truss only. v,, M-1.5x3 +I /41 M-1"5x3 Mew- c"3 14 M-3x10 0 c, _ M-6x8 o 1 M-3x6 10.25" M-3x8 M-5x6 ` Q c M-5x8(S) 3.00 3.00z= - 12 12 .1 /' ), I I I J, y 9-05-06 9-00-10 2-03-0$ 7-10-08 y 8-04 y y 06y 20-09-08 y 7-10-08 8-04 -06y 1-06 37-00 1-06 .° PRop4E JOB NAME: POLYGON PLAN 3-B - C3 �ti`�i SA, Scale: 0.1596 c� ,gGIN 1 vQi WARNINGS: GENERAL NOTES,unless otherwise noted: fS*� t�tJ-�'�E %' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual JGV!-C Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper j/f 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 41401111! 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _ DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �f �^ po y permanent of continuous sheathingsuch asplywood sheathing(TC)C and/or d ,'" !- DATE: 8/21/2014 responsibilitybuilding ig cgR s rywan(Bc>. i the overall structure is the res onsibilit of the 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. F ,t OREGON 1(j SEQ. : 603531 1 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,�i eJd '� design bads be applied to any component. and are for"dry condition"of use. �h *413' 1 �0- necessary.S I D: 406433 5.CompuTms has no control over and assumes no responsibility for e.Design assumes full bearing at all supports shown.Shim or wedge it S! fabrication,handling,shipment and installation of components. necessary. �PRO- 7. R �- 7.Desgn assumes adequate drainage is provided. fl 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 1111111111111111 TPI WfCA in SCSI,copies of which will be furnished upon request. Digit coincide withjointof pcenterteche. 9.Digits indicate size of plate in inches. EXPIRES: r-r� tt�� MiTek USA,Inc./CompuTrus Software 7.6.W(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) Cx I RES.1 21 1e201 IJ IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-173) 931 3- 8=(-279) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1121) 284 8- 6=(-218) 931 8- 4=( -44) 469 WEBS: 2x4 KDDF STAND 3- 4=( -839) 188 8- 5=(-279) 219 LOADING 4- 5=) -839) 188 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1121) 264 BC LATERAL SUPPORT <= 12"DC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 904V -91/ 91H 5.50" 1.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 5.5" -150/ 904V 0/ OH 5.50" 1.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net)-5 nsf) 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 = 0.013" @ -1'- 6.0" Allowed = 0.150' MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200' MAX LL DEFL = -0.026' @ 8'- 8.8" Allowed = 0.827' MAX LL DEFL = 0.013" @ 18'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 18'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.061" @ 3'- 11.4' Allowed = 0.514' MAX HORIZ. LL DEFL = 0.012" @ 17'- 0.0" 8-08-12 8-08-12 MAX HORIZ. TL DEFL = 0.020° @ 17'- 0.0° T f T NOTE:Design assumes moisture content does 4-06-12 4-02 4-02 4-06-12 not exceed 19% at time of manufacture. T T T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 I/ HM-44 Q 6.00 4 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1.1 M-1.5x3 M-1"5x3 3 • • cr3 '• ID 0 0 o111 m 10 8 0 1 M-3x4 M-3x8 M-3x4 0 J., , J, 8-08-12 8-08-12 I y J, i 1-06 17-05-08 1-06 JOB NAME : POLYGON PLAN 3-B - D2 ��ti�` %NITf49tS>o Scale: 0.3117 \4 .7 � WARNINGS: GENERAL NOTES,unless otherwise noted, ��11r�� ��,- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .92 0/[�s- Truss: D2 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: LJ is the responsibility of the erector.Additionalpermanent bracingof o.c.and at 10'o.c.respectively unless braced throughout their length by trrR Po IY continuous sheathing such as plywood sheaf hing(TC)and/or drywall(BC). / - DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown t+ � � � 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. L Z SEQ. : 6035312 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), N .,1_ design loads be applied to any component. and are tar"dry condition"of use. , ) 14, 2- S- TRANS I D: 406433 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 �P fabrication,handling,shipment and installation of components. necessary. •'1 .-R R I L� P Po 7.Design assumes adequate drainage is provided. 7^}r-1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center IIII VIII VIII VIII'III VIII VIII IIII IIII TPWfCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./ComuTfuS Software 7.6.61LE hos coincide with joint center e in lines. 9.Digits indicate size ofplcte in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EX P(F)ES.1 213 1/201 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT cv 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=21.4ft, 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. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-08-12 8-08-12 12 HM-44 12 6.00 a 6.00 3 I 1 1 M O� 4 CO V __ �O O V / /////////////////////////7////////////////////////////////////////////////////////////////////////////////////////////////////////7///7 _/CD0 1 0 M-3x4 M-3x4 I I I 1-06 17-05-08 1-06 JOB NAME: POLYGON PLAN 3-B - D1 Scale: 0.4363 �-<[(;"'" pj��7 sa WARNINGS: GENERAL NOTES,unless otherwise noted: c'''- 2 S a I '�° I.- t7I 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 9211 11 r L Truss: D1 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f�� /� po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / ' DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t OREGON Lr 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. : 6035313 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,� design loads be applied to any component. and are for"dry condition"of use. y,2 1 2-°,0- TRANS ,0 �.1�` TRANS I D: 406433 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. �R R y l V- VP 7.Design assumes adequate drainage is provided. t 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 1011111101111111111111 VIII 11111 1111 IIIITPINVECA in BCSI,copies of which will be fumished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincidee 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)MiTekEXPIRES: 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 11 7-8=( -99) 146 7-2=(-496) 180 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-282) 108 8-5=(-129) 497 2-8=(-100) 351 WEBS: 2x4 KDDF STAND 3-4=(-320) 106 8-3=) 0) 143 LOADING 4-5=(-622) 171 8-4=(-314) 229 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 76 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0' 18.0° 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' -56/ 476V -156/ 72H 5.50" 0.76 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -127/ 680V 0/ OH 5.50" 1.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 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 2-09-04 8-08-12 MAX LL DEFL = -0.010" @ 7'- 0.0' Allowed = 0.529° MAX LL DEFL = 0.013' @ 13'- 0.0' Allowed = 0.150" T T MAX TL CREEP DEFL = -0.014' @ 13'- 0.0" Allowed = 0.200' 0-05-08 5 2-03-12 4-02 4-06-12 MAX BC PANEL TL DEFL = -0.079" @ 7'- 2.8" Allowed = 0.514' 12 12 MAX HORIZ. LL DEFL = 0.004" @ 11'- 0.5' 6.00 J Q 6.00 MAX HORIZ. TL DEFL = 0.005' @ 11'- 0.5' NOTE:Design assumes moisture content does I M-4x4 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 system and components and cladding criteria. 11444% Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, Truss designed for wind loads 1 in the plane of the truss only. Illi\A ,ii-1.5x3 4 Co 0 CO 0 co � ' M-1.5x3 M-3x8 M-3x4 • 2-09-04 8-08-12 y > y 11-06 1-06 ��9, 0 PROF6',S JOB NAME : POLYGON PLAN 3-B - D3 Scale: 0.3840 .� w*l�y� " 'o WARNINGS: GENERAL NOTES,unless otherwise noted: ' E/ i(/�/J q 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 r' '92`"P 1= -1-' Truss: D3 and Wamings before construction commences. building component.Applicability of design parameters and proper 2,204 compression web bracing must be installed where shown+_ incorporation of component is the responsibility of the building designer. O 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'on.and at 10'o.c.respectively unless braced throughout their length byc�ti po b continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ♦ OREGON f� DATE: 8/21/2014 the overall structure is Inc responsibility of Inc building designer. 3.2x Impact bridging or lateral bracing required where shown++ pL ', 4.No load should be apphed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q./ • SEQ. : 6035314 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 design loads be applied to any component. and are for"dry condition"of use. �0 �Y 1 4 ?- P} TRANS I D: 406433 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 c2 necessary. �'IR R 1 LL V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the hmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII III IIID VIII IIII III) TP WVECA in BCSI,copies of which will be furnished upon request lines coincide with joint center nche. I! 9. Digits dsize of plate in lines. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by 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=( 0) 76 2-4- 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-66) 15 ( ) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) 1'- 9.2° -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -20/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6.001/ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014' @ -1'- 6.0" Allowed = 0.200' MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1° Allowed = 0.050" MAX TC PANEL TL DEFL = 0.002' @ 1'- 0.2" Allowed = 0.148° MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2' MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, CD Truss designed for wind loads in the plane of the truss only. 0/-- 0 0 0 2 4 M-3x4 1 y >L y 1-06 2-00 !PROVIDE FULL BEARING;Jts:2,4.3) N f,G PN 'Alr. Q/0 Scale: 0.9632 eJOB NAME : POLYGON PLAN 3-B - El j�jJ1 WARNINGS: GENERAL NOTES,unless otherwise noted: . P/Y1. �„ '9 I."a 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 2 1 SPE Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Air - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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 y DATE 8/21/2014 responsibilitybuilding ig continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall C. J ` the overall structure is the res onsibilit of the designer. 3.2x Impact bridging or lateral bracing where shown++ ) f J�� 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 q"OREGON `CJ SEQ. : 6035315 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1... y 1� TRANS I D: 406433 design loads be applied to any component. and are for"dry condition"of use. 6. /t1!� Y 2.0 t S� 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at an supports shown.Shim or wedge if 1 4, necessary. 4f&-F4 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 1111111111101111110111 ILII IIII IIIITPUWrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. id 9.Digits indicate size of plate in inches. 10. M Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MTek) EXPIRES:12/31/2015