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Plans (75) 'MST> C��- k.A k\A Sotwda1z S-t- ©X CONFORMS TO DESIGN CONCEPT ❑REVIS ONS NOTEDSIGN CONCEPT WITH ® CONFORMS TO DESIGN CONCEPT 0 NON-CONFORMING-REVISE&RESUBMIT 0 CONFORMS TO DESIGN CONCEPT WITH H,..; VEVV RA `A"`" REVISIONS AS SHOWN .;0:".... ON AND DOE,' NOT e RSR 'R ,OF i 'MWW�WITH ' R'h �,O°� ,' E n �, v NON—CONFORMING—REVISE AND RESUBMIT . e 3T-0' By AlexiaF kui Date 9/22/14 THIS SHOP DRAWING HAS B-EN RES'IEStiED FOR GENERAL CONFORMANCE MILBRANDT ARCHITECTS WITH THE DESIGN CONCERT ON Y AND DOES NOT RELIEVE THE IFABRICATORIVENDOR OF RE PONSIBILITY FOR CONFORMANCE WITH THE _ 111-9. DESIGN DRAWINGS AND SPE IFICATIONS ALL OF WHICH HAVE PRIORITY OVER THI -HOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. (/AFt By: T R. on AR Date: September 19, 2014 i CI EN I ER `G INC T- pwl> J1 J1 CJ2 le CA J3 CJ4 Mr a Pr i J4 av at 12 CJ8 AI& J8 J7 " -/a J7 J8 J8 a - a 1? w��I11* Il1111.11(151111.11(1510:1i10.4(1510:ll . 14 4 A - A J8 " " _J8 / / J8— J8 a— 6r. —J5 J4 J4 13 / J3 J2 _ A J1 I /):12 /' 112 ► J1 ,M SJ3 ,f' r+"" $J3 ' 10 12 dm) !litx'12 6:12 QQ ** SA g? 1 AR a Ws" <4- ad ad a a 1r� 15=0. _� 1r0 GARAGE I ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-I: ENGINEERED STRUCTURALAWINGpa (� DRAW FOR ALL FURTHER ' . PLAN 3D INFORMATION.BUILDING DESIGNER/ENGINEER AL OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 3 / D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. GARAGE RIGHT 1/8"= 1. All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 37'0 r -r---,--- \ J J1 ,/---- r J1 J2 j ./ CJ2 A , CJ3 a CJel cq J5 CJs Js Js J9 A J9 KI -Eli 1151 I.11iY4 Aa _ A rc j a —J7 A _A a 0:'2 A J4 J4 a J3 J2 _ '� J2 A 10:12 AL, 10:'2 II J1 AM - -,-111 77M Lki III 1111 I ' El L SJ3 .O: , 10 12 l iii• !t. SJ3 .. 6-12 ... • d # -a5 25 -1r$,o. . ® -9N'1 M( 10 DESIGN CONCEPT_ GARAGE 1 I'I' I' I- 15'� _I t ORMS TO DESIGN CONCEPT WITH 37'x' REVISIONS AS SHOWN QX CONFORMS TO DESIGN CONCEPT ❑ NON-CONFORMI(KG-REVISE AND RESUBMIT CONFORMSTODESIGNCONCEPTWITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE REVISIONS NOTED WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE ©NONCONFORMING REVISE&RESUBMIT FARRICATORIVENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE T. OP DRAW. _WEE FOR GENE :M aki.OF DESIGN DRAWINGS AND SPEC._`ICATIONS ALL OF WHICH HAVE PRIORITY THE VV.OR On. .O," a S..s_i:::OR c v OaHarctiN RELIEVE OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. "CP .SEES.REL OF WHEE,AT. PB HOVER cSHOP DRAM. By Alexia F kui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS \\ CT ENGINEERING@&WightcompuTrusInc.loos BUILDER: ISSUE DATE: ABOVE PL V PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO =- TRUSS CALCULATIONS AND w ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER IAFORMRMATION.BUILDING PLAN 3D DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3 / D CHECKED BY: DESIGNER/ENGINEER OF REVIEW AND APPROVE OF RECORDRTO .0 TRUSS C O M P A N Y DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. GARAGE LEFT 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® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-339_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: R45630241 thru R45630251 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. 03 PROFF c;\ 4GI NFF�sib 444 87022PE T— O N tcN'ej OREGON ct? 41/ ' AMBER A. HECk / f EX' - : ./ I 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 R45630241 PL15-339_UPPER F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:59 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-y5nUNQI7tvhORapaB8X?HYOivnaYm59v4gEZPwyUBXY I 2-6-0 I 10-10-2 1 1 1-2-0 11 0-11-2 1 Scale=1:32.8 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 I 13x4 = 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e • N. o N / l'-‘. V - e 17 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 12-6-2 11-4-2 18-9-12 b707 11-4-2 6-3-10 Plate Offsets(X,Y)— 16:0-1-8,Edae1,17:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18&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=822/Mechanical,11=822/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=-3689/0,5-6=-3689/0,6-7=-3386/0,7-8=-2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 WEBS 2-17=-1913/0,2-16=0/1299,4-16=-660/0,4-15=-57/292,5-15=-281/0,6-15=-62/602,9-11=1916/0,9-12=0/1262, 7-12=756/0 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. � �Ep PROFFS 87022P; r' • i CV >N may �4?, OR GON r):;)O<t✓ 9O cctij1ER \\ OS A. NE# EXPIRES:06/30/2017 October 12,2015 1MT, ' A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE IMI-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 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 fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 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 PL15-339_UPPER F02 FLOOR 5 1 R45630242 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Oct 12 08:05:00 2015 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-QlLsbmJleCpF3kOmIs3EpmxwZB3PVeT3JUz6xMyUBXX I 2-6-0 1 1-9-8 1 1 1-2-0 1 1 1-6-0 IF 1-1-12 1 1 2-5-8 11 1-2-0 1 1 2-0.8 1 1 1-40 1 Scale=1:37.5 1.5x3 11 1.5x3 11 1.5x3 II 3x6= 1.5x3 11 3x6 FP= 1.5x3 11 1 2 3 :r* 8 7 8 9 10 11 12 13 • a a • N ° m am22 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 11 3x8= 3x6 = 12-7-4 I 8-8-12 11-5-4 12-0-4 17-4-12 21-5-12 8-8-12 I 2-8-8 b-7-0b-7-0 I 4-9-8 I 4-1-0 Plate Offsets(X,Y)— 14:0-1-8,Edael,(7:0-1-8,Edgel.(16:0.1-8,Edae1,(22:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 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/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)19=0-7-0,15=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. (lb)-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=0/468,17-18=0/468,16-17=0/468, 15-16=-22/297,1415=-286/61 WEBS 6-19=504/0,2-23=-705/0,4-20=540/0,7-19=-642/0,9-15=-821/0,12-14=66/308, 12-15=-457/0,6-20=0/535 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. � ,��0 PROpen �5 GIN NEF'V /0 1-4 87022PE 9t' 1 7 N ,Rr fi-tj, OREGON (y5 to 'AO AMBER .\ �-- On A. HE EXPIRES:06/30/2017 October 12,2015 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. IMIl. 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 Wok' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 1 Job Truss Truss Type Qty Ply POLYGON R45630243 PL15-339_UPPER F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:01 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-uUuFo6KNP Wx6gtzzJZaTMzU5SaQLE6VCY8jgToyUBXW I 2-5-4 1 1 1-2-0 I I 2-0.8 I 2-6-0 I I 1-4-4 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e e e o e ° o N II, ,, N e e e ' e 1 z 11 10 9 8 3x4= 1.5x3 I I 3x4= 3x8 = 3x4=- 3-11-12 3-11-12 I 2-8-4 13-3 1 30--170-:0-111 -10-4 II II 8-7-12 p.q 12-9-0 I 2-8-4 0-7-0 0-7-0 0-'1- 4-8-0 0-11 3-11-12 Plate Offsets(XV)— 12:0-1-8,Edae1,110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid 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=55/Mechanical,9=738/0-5-8 Max Uplift8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) FORCES. (lb)-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=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=444/0 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)12. 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,De neter0 tr ues-baekwardc. :N,I,Aa..........,847022PE `o,`' GPNEFS`�i9�"cn �y ATGREGN9BEFt11 EXPIRES:06/30/2017 October 12,2015 c 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1, Design valid for use only with MiTeke 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 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 R45630244 PL15-339_UPPER F04 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:01 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-uUuFo6KNP Wx6gtzzJZaTMzU6JaQkE72CY8jgToyUBXW 1-9-0 I I 1-6-4 I I 2-4-12 I I 1-2-0 I I 1-4-4 1 1-3-0 j Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x6 = 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 e O 14 o 3Iy krf N � o e o e e d c 666 13 11 10 9�(��66 3x4= 3x5= 3x6x6x6= 1.5x3 II 3x4= 3x4= I 5-2-0 I 12-0-12 I 5-2-0 6-10-12 Plate Offsets(X,Y)— 15:0-1-8,Edge),110:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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 0.19 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:57 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:12-13. REACTIONS. (lb/size) 14=200/Mechanical,12=588/0-5-8,9=262/Mechanical Max Gray 14=234(LC 8),12=588(LC 1),9=268(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=285/20,3-4=-285/20,5-6=-390/0,6-7=-390/0 BOT CHORD 13-14=0/285,11-12=0/390,10-11=0/390,9-10=0/275 WEBS 4-12=-387/0,2-14=-328/0,5-12=-541/0,4-13=0/368,7-9=-351/0 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. '<_coPROFeo c5 ' ,NGIN -F'Y /p 2 w y 870 2PE -7 • , OREGO ti Opti j EXPIRES:06/30/2017 October 12,2015 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MOI-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 I4 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/TPII Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630245 PL15-339_UPPER P05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Oct 12 08:05:02 2015 Page 1 ID:SygD?CTgSFZSjSNcSIttlDzR3Xv-MgSdOSKOAg3z11Y95H5ivBOC? gfzXzMnoSD?EyUBXV I 2-3-12 I I 1-2-0 l 1 1-0-0 1 2-6-0 1 Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e o a r 0 N - r e o- e 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x8= 3x4-- 1 I 12-7A 1 12-7-4 Plate Offsets(X,Y)— (2:0-1-8,Edgel.110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1 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=549/Mechanical,8=549/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=1646/0,5-6=-1646/0 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 WEBS 3-10=0/263,2-12=-1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 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. /— ..... Q P R OFFS' �c\� �NGtNEF44 /029 kc 87022PE r— / N 7 �Aj, OREGON et, Opti 9C, ‘/Ii 1� . �S A. HE# EXPIRES:06/30/2017 October 12,2015 i / ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MTel&connectors.This design is based only upon parameters shown,and is for an individual building component,not NI, 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 MTek' 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 PL15-339_UPPER F07 Floor 6 1 R45630246 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:02 2015 Page 1 ID:SygD?CTgSFZSISNcSIttIDzR3Xv-MgSdOSKOAg3z11Y9sH5ivBOGB_kSzZgMnoSD?EyUBXV 1 2-6-0 I 1-9-8 1 i 1-2-0 I I 1-3-4 I 1-6-0 I I 2-5-8 I I 1-2-0 I I 1-11-0 Scale=1:25.7 1.5x3 I I 1.5x3 I I 1.5x3 II 1.5x3 I I 1 2 3 4 5 6 7 8 y ® e e o p e e NNo r ' 1111.11.11111.111.11.11111.111 — p p is e 16 15 14 12 11 3x8= 1.5x3 II 1.5x3 I I 4-6-8 161-8 15-8-8 1 8-8-12 I 11-5-4 112-04 112-74 I 14-9-4 I 4-6-8 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)— r7:0-1-8,Edgel,r8:0-1-8,Edge1,114:0-1-8,Edgel,115:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:67 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Str(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=357/Mechanical,13=706/0-3-8,10=225/0-2-4 Max Gray 16=375(LC 10),13=706(LC 1),10=240(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-740/0,3-4=-740/0,4-5=-740/0,7-8=-324/0 BOT CHORD 15-16=0/675,14-15=0/740,13-14=0/449,12-13=0/324,11-12=0/324,10-11=0/324 WEBS 2-16=-729/0,5-13=-594/0,5-14=0/446,7-13=-499/0,8-10=-364/0 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. 444 4 870 2PE 9 tiyN cv� > -0j, OREG•N cy: �O'A� MBERI\ ��s` A. H E��P EXPIRES:06/30/2017 October 12,2015 e r WARNING-Verify design parameters and READ NOTES ON 77-IIS AND INCLUDED MITER REFERANCE PAGE BBI-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 component,not I(�9 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile Re is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630247 PL15-339_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MTek Industries,Inc.Mon Oct 12 08:05:03 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-qs0?DoLex7BgwB7LQ_cxROZOgOxGivyV?SCnYhyUBXU I 2-6-0 I 11-0-10 11 1-2-0 1 1 0-11-2 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 ` a ra aii ,?41 I \e � 2 ftce _ C 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 II 3x8= 3x4= p 12-8-10 I 11-6-10 lrai-0 10-7-0 I 69-10 1 11-6-10 Plate Offsets(X,Y)— 16:0-1-8,Edge1.17:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 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=831/0-2-8,11=831/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3020/0,3-4=-3020/0,4-5=-3781/0,5-6=-3781/0,6-7=-3451/0,7-8=-2988/0,8-9=-2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 WEBS 2-17=-1937/0,2-16=0/1323,4-16=-685/0,4-15=-28/296,5-15=266/0,6-15=-69/599,9-11=-1940/0,9-12=0/1285, 7-12=-786/0 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. .q,,, PR Ops 'F <<, c. � 44., y 870 2PE / r , Cc 'N N --y 'oj, OREGON (yam C.)4../ 9b AMBER 11 ps A. HE`�P EXPIRES:06/30/2017 October 12,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not is 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/TPIl Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630248 PL15-339_UPPER F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:04 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-13aNR8MGiRJhXLhY_i7A_c6ZPoHURLAfE6yK47yUBXT 1 2-6-0 I 1 1-0-14 I I 1-2-0 1 1 0-11-2 1 Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 • 8 _ ,= 1 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.5x3 II 1.5x3 II 3x8= 304= 12-8-14 I 11-6-14 12-1-14 1 19-0-0 I 11-6-14 0-7-0 0-7-0 6310 Plate Offsets(X,Y)— f6:0-1-8,Edgel,r7:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 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/TPI2007 (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=0/1326,4-16=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. �c;� �NG�NEF9 /02 ' 87022PE �r N N y NAj, OREG N ti�„it/ 9O �MBER \� r On A. HE¢�P EXPIRES:06/30/2017 1 October 12,2015 ®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 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630249 PL15-339_UPPER F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:04 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-13aNR8MGiRJhXLhY_i7A_c6cooQERNUfE6yK47yUBXT 1-2-4 I I 1-2-12 I 2-6-0 I I 1-2-0 I I 1-3-0 I 1-6-0 Scale=1:21.2 1.5x3 I I 3x6= 3x5= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 8 7 8 e ♦ .._i e o 7o 0, , N a o o ee 14 12 11 10 3x4= 3x6= 3x6 = 1.5x3 I I 3x4= 3x4= I 1-5-4 I 8-0-8 1 8-7-8 I 9-2-8 1 12-2-8 I 1-5-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y)— 15:0-1-8,Edgel.110:0-1-8,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 0.22 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Inc" YES WB 0.53 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 6-0-0 oc bracing. REACTIONS. (Ib/size) 14=-585/Mechanical,13=1259/0-5-8,9=388/0-3-4 Max Uplift 14=628(LC 4) Max Gray 13=1259(LC 1),9=388(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/824,3-4=647/0,4-5=-647/0,5-6=791/0,6-7=-791/0 BOT CHORD 13-14=-824/0,11-12=0/791,10-11=0/791,9-10=0/494 WEBS 2-13=-738/0,2-14=0/1034,3-12=0/892,3-13=-815/0,7-9=-594/0,7-10=0/389 , 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. QED PR Open 1 ���NG''41 N FR s/0* . 870 2PE r -7 �A), GREG N tis O 9L, cc IBER 1\ OS A. t-ieCk EXPIRES:06/30/2017 October 12,2015 i 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 MiTek&connectors.This design is based only upon parameters shown,and is for an individual building component,not IIIIx 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@k$ is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777Suite 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 R45630250 PL15-339_UPPER Eli Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:05 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-mFBIeUNuTIRX9VGkYPeP WpenRCoHAvUoTmhtcZyUBXS 2-5-4 I I 1-2-0 I I 2-0-8 I 2-6-0 I I 1-5-0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e 11,_ _ ® _ o I 'V o`4,.. a e e ep h. e ,/ 1 K 11 10 M 3x4= 1.5x3 I I 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 13-3-4 13 -10-4 II I 8-7-12 8 12-9-12 I 2-8-4 0-7-0 0-7-0 0-4-8 4-8-0 0-'I-8 4-0-8 Plate Offsets(X,Y)— 12:0-1-8,Edgel,110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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=0/533 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 9r N N IN-\'o), OREG N til � OQ./ 'AOn FM8 ER \,' OS A. H ERCP EXPIRES:06/30/2017 October 12,2015 ®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 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 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 MFre k` 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/TPIT 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 Oty Ply POLYGON R45630251 PL15-339_UPPER F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:05 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-mF8IeUNuTIRX9VGkYPePWpenoCm9AvvoTmhtcZyUBXS 1 2-6-0 I 1-9-8 I I 1-2-0 I I 1-3-4 1 1-6-0 { Scale=1:16.5 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 o- e e e 0 ....„..,,..„....,„ Z O ')1 a k---- ee e \n� 10 9 8 3x4= S� J 3x4= /X\ 3x4= 3x4 = I 4-6-8 1 5-1-8 •I 5-8-8 1 8-8-12 1 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y)— 18:0-1-8,Edgel.19:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >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=378/Mechanical,7=378/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-757/0,3-4=-757/0,4-5=-757/0 BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 WEBS 2-10=738/0,5-7=-572/0,5-8=0/382 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)7. 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. • �\`p N - - `S>O 2 c` r8 $ 2PE X91' yAj, OREGO tiz) w 9OBER .% O On A. Heck EXPIRES:06/30/2017 October 12,2015 ®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 MiTek4 connectors.This design is based only upon parameters shown,and is for an individual building component,not t9 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 properly 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 /q s " Center plate on joint unless x,y I (6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damageor Personal Injury offsets are indicated. rI� Dimensions are in ft-in-sixteenths. ligoi, 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 orX-bracing,is always required. See SCSI. 2. Truss bracing must be designed by an engineer.For Q 1/1 6' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. .Mil _ O OMAN" U Op� O 3. Neverckexceedatthe designadua loadingshownand never rL U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate a7-' .-z designer,erection supervisor,property owner and plates 0-'ma' 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. connectorplates. 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. Unleshall s otexcee 19%d, tot t bricati of.lumber shall not exceed 19%at time of fabrication. ' PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �� Trusses are designed for wind loads in the plane of the specified. i� Indicated by symbol shown and/or truss unless otherwise shown. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs 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 (supports) occur. Icons vary but NMI NM reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©20(2 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. lle 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. iis not sufficient. BCSI: Building Component Safety Information, Mle I( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 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 TPINVTCA 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 art 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). .)01/41 -454°, PM i, ti1' v ofi i �� � O 44 1 -t44 °f Jr 4, „0.. tt. lh,/iv 1 ,,,. low 6 OR' J .4 AP. , . b tkbrstrie 4 UMMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 21 0) 84 2-14.(-1640) 5491 14- 3=) 0) 200 2x6 KDDF #1&BTR T2, T3 2- 3=(-6334) 1973 14-15=(-1644) 5489 3-151 •306) 243 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6221) 2152 15.16=(-2605) 7338 15- 4=( .441) 1714 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 16-17=(-2821) 7853 15- 6=(-2321) 1071 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0° V 4- 6=(-5528) 1960 17.18=(-2605) 7338 6.16=( -70) 668 IC LATERAL SUPPORT <= 12"OC. UON. IC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 31'• 0.0" V 6- 7=(-7588 2804 18.19=(-1644 5489 16- 7=( -420) 325 BC LATERAL SUPPORT <= 12"0C. UON. TC UNI LL( 50.0)+DL( 14.D)= 64.0 PLF 31'- 0.D" TO 41'- 0.0" V 7- 8=(-7588) 2804 19-12=(-1640) 5491 7-17=( -420) 325 BC UNI LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.D" TO 41'- 0.0" V 8-10=(-5528) 1960 17- 81 •70) 668 9.10=( 0) 0 8-18=(-2321) 1070 NOTE: 2x4 BRACING AT 24'OC UON. FOR -C CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-11=(-6221) 2152 10-18=( -441) 1714 ALL FLAT TOP CHORD AREAS NOT SHEATHED 1C CONC LL( 416.73+DL( 116,7)= 533.3 LBS @ 31'• 0.0" 11.12=(-6334) 1973 18.11=( -307) 242 12-13=( 0) 84 11-19=( 0) 200 LIMITE STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 20.0" REQUIREIIENTS 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 BOT1OM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1049/ 3527V -117/ 117H 5.50" 5.64 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series 41'- 0.0" -1049/ 3527V 0/ OH 5.50" 5.64 KDDF ) 625) JT 2, 12: Heel to plate corner = 1.50" COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.436' @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.864" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022' @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.130" @ 40'- 6.5' MAX HORIZ. TL DEFL = 0.214" @ 40'- 6.5" 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 21-00-10 9-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-01-03 4-04 0-06 08 4-11-15 5-06-06 5-06-06 4-11-15 0-06-08 4-04 5-01-03 Truss designed for wind loads in the plane of the truss only. T T '533.30# f T ' 433.30# f T 12 12 6.001/ M-7x8(S) -16.00 M-5x12 M -5x12 6 N-6X8 70.25" M- x8 y 8 -,-;0" Ir. T3,,,. r NM-3x4 M-3x4 3 + 1 w.0 CD M-4x12 -' `-� M-4X12 m A411111 1 14 5 16 17 18 19 M-1.5x3 M-4x10 0"25" 0.25" M-4x10 M-1.5x3 3 0 M18HS-7x14(S) M18HS-7x14(S) y 4-11-07 4-04 7-06-�v 7-04-08 7-06-04 4-04 4-11-07 k -y 1-08 41-00 1-08 � y PR Open JOB NAME: POLYGON 3-D NH - Al Scale: 0.1587 � (j�q!/r/� WARNINGS: GENERAL NOTES,unless otherwise noted: 44 t`t^^rr'�^^yy�/�p T- 1.Builder and erection contractor tlould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual c J G•I f"E Truss: Al and Warnings before constructidr commences, building component.Applicability of design parameters and proper / 2.2x4 compression web bracing m t be installed where shown+, incorporation of component is the responsibility of the building designer. ! r 3.Additional temporary bracing to ure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: EE is the responsibility of the erect r 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). ./"t!1�0 DATE: 9/5/2014 the overall structure is the respo ibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ { ' 4.No bad should be applied to any mponent until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON `v SEQ. : 6051 164 fasteners are complete and at no ime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, li.. N. t, design loads be applied to any portent. and are for"dry condition'of use. I',+., 4}�' . r�t} -,1.. TRANS I D: 407533 5.CompuTms has no control over d assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �S!! 1fr S necessary. I �+. fabrication,handling,shipment a Installation of components. 7•Design assumes adequate drainage is provided. -'c„PARA' 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 HMI IIIII111111111 IIIIIII III III IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate in inches. EXPIRES: MiTek USA,Inc./CompuTrus software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 11 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 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) 84 2-14=(-1158) 2709 14- 3c( 0) 136 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" 0.C. 2- 3=(-3153) 1499 14-15=(-1160) 2708 3.15=( -151) 109 BC: 2x6 KDDF Al&BTR 3- 4=(-2923) 1500 15-16=(-1484) 3432 15- 4=( -326) 934 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 16.17=(-1575) 3699 15. 6=(-1122) 557 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2558) 1381 17-18=(-1566) 3432 6-16=( -13) 367 TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PSF 6- 7=(-3560) 1764 18.19=(-1264) 2708 16- 7=( -230) 137 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=)-3560) 1764 19-12=(-1262) 2709 7-17=) -230) 137 8-10=(-2558) 1381 17- 8=( -13) 367 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 8.18=(-1122) 557 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11={-2923 1500 10.18={ -326) 934 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(.3153) 1498 18-11=) -152 107 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=( 0) 84 11-19=( 0) 136 OVERHANGS: 20.0" 20.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES vertical members (uon). 0'- 0.0" -388/ 1912V -118/ 118H 5.50" 3.06 KDDF ( 6253 Connector plate prefix desi nators: 41'- 0.0" -388/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series bCOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.240" @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.413" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0' Allowed = 0.222" MAX HDRIZ. LL DEFL = -0.070" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.102" @ 40'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=5.0, ASCE 7-10, 13-03-11 14-04-10 13-03-11 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), f T f I' load duration factor=1.� 5-01-03 4-04 3-05-092-00-14 5-06-06 5-06-06 2-00-143.05-09 4-04 5-01-03 Truss designed for wind scads f 1' < 1' ' ,r f f i' in the plane of the truss only. 12 5 9 12 6.00 V M-7x8(S) '',.I6.00 M-4x6 M-3x4 0.P5"" M-3x4 M-4x6 6 7 fr8 r T. c•IM-3x4 M-3x4 0 3 + + 1 t• c� co 1/ 14 15 1c 'r '� )7 18 19 A�1 3 o M-3x8 M-1.5x3 M-3x8 0.25" 0.25' M-3x8 M-1.5x3 M-3x8 \ o M-7x8(S) M-7x8(S) y y 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 y > 1-08 a 41-00 1-08 JOB NAME : POLYGON 3-D NH - A2 P S Scale: 0.1582 C? /5//77 {1 WARNINGS: GENERAL NOTES,unless otherwise noted: -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual e X32• PE K- Truss: A2 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. > "07 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 460,00* • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „r•.* a DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v v d 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 f.(j SEQ. : 6051 165 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, -• 0. OSx �(,, design loads be applied to any component. and are for"dry condition"of use. �" �,. O -j TRANS I D: 407533 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 1.6 14 ��T fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 1, 't'f 1's.1 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 T'f IZ L- 111111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincideiitwith jointacenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 r 111111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 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) 84 2.14=(-928) 2668 3.14=(-164) 204 BC: 2x4 KDDF #1&BTR ' SPACED 24.0" O.C. 2- 3=(-3079) 1188 14-15=(-768) 2430 14- 4=( -43) 351 WEBS: 2x4 KDDF STAND 3- 4=(•2873) 1151 15-16=(-581) 2095 4.15=(-524) 366 LOADING - 4- 5=(-2321) 1029 16-17=(-818) 2383 15- 5=(-264 722 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) 0) 0 17.12=(-978) 2623 15- 7=(-226) 169 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2006) 1001 7-16=(-226) 169 TOTAL LOAD = 42.0 PSF 7- 9=(-2006) 1001 9.16=(-264) 722 8- 9= 0 0 16-10=(-524 366 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2321) 1029 10-17= •43� 351 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2873) 1151 17.11=(-164) 204 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3079) 1188 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=( 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'• 0.0" -303/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 625} 41'- 0.0" -303/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625} ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.171" @ 20'- 6.0" Allowed = 2.004" MAX TL CREEP DEFL = -0.333" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.074" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 40'- 6.5" 0-04-080-04-08 NOTE:Design assumes moisture content does 1 not exceed 19% at time of manufacture. 16-07-11 I 7-08-10 16-07-11 1' 'r - ' Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-1 3-10-05 3-10-05 5-05-11 5-02-03 5-07-06 system and components and cladding criteria. T T T TT T TT T T T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 4x6 M-4x6 \I6.00 load duration factor=l.6, 6 .001/ 5g M-3x4 8 Truss designed for wind loads M-5x6(S) o in the plane of the truss only. 0 4 1.1-5X6(S)0.25:10/0/.0.25" 0.25" 0 Li-) M-1.5x34\ +. •+ c 3 / i.5x3 01 • , �. 17 1�M-3x8 M-3x4' 14 \I 10.25" 0.25 1 s M-3x4 M-3x8 1-11441%3 0 M-5x8(S) M-5x8(S) ,L 1, 1 > ), y y y y 8-04-03 7-09-04 8-09-01 7-09-04 8-04-03 ) ) 1-08 41-00 1-08 I t0 PR 0,6-S JOB NAME: POLYGON 3-D NH - A3 Scale: 0.1587 ,�� �'yjy(J ` WARNINGS: GENERAL NOTES,unless otherwise noted: 4 v'cf-�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 s.721 9 t"E r Truss: A3 and Warnings before construction ommences. building component,Applicability of design parameters and proper 2.2x4 compression web bracing mus be installed where shown a. incorporation of component is the responsibility of the building designer. '°-1r' 3.Additional temporary bracing to ins are stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ••- DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)TC and/or d all BC. DATE: 9/5/2014 r gc s ( ) tr the overall structure is the respons bility 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. OREGON to SEQ. : 6051166 fasteners are complete and at no ime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ?.. 4-, \S r( design loads be applied to any cop ponent. and are for"dry condition"of use. ✓//••,, '��•"` 2,° ‘*,4 I D: 407533 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 J , necessary. /1/ ' .(?)i i fabrication,handling,shipment anc installation of components. 7.Design assumes adequate drainage is provided. R t t»;"' 6.This design is furnished subject to he limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 IIII II II I II 11111 VIII VIII IIII IIII 7PI N rCA in SCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. B. Digits indicatesize of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 ry f31 r2©1 J IIIIIIIOIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1235) 2645 3-13=(-165) 188 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3058) 1533 13-14=(-1090 2406 13- 4= -30) 351 WEBS: 2x4 KDDF STAND; 3- 4=(-2852) 1500 14.15=(-1004) 2070 4.14=(-524 ) 304 2x4 DF STAND A LOADING 4- 5=(-2299) 1405 15.16=(-1102) 2327 14- 5=(-356) 725 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-12=(-1243) 2498 14- 7=(-230) 289 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1986) 1311 7.15=(-250) 289 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1975) 1285 9-15=(-365) 720 8- 9= 0 0 15-10.(-492) 292 LL = 25 PSF Ground Snow (Pg) 9.10=(-2287 ) 1377 10-16=) -66) 313 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-2785) 1492 16-11=( -98) 231 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2969) 1541 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -426/ 1908V -179/ 189H 5.50" 3.05 KDDF625 vertical members (uon). 40'- 9.0" -356/ 1711V 0/ OH 5.50" 2.74 KDDF ) 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICDND. 2: Design checked for net( pof) Uplift at 24 "oc s ap�. 1 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.207" @ 20'- 6.0" Allowed = 1.992" MAX TL CREEP DEFL = -0.320" @ 20'- 6.0" Allowed = 2.656" 0-11-04 MAX HORIZ. LL DEFL = -0.085" @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.120" @ 40'- 3.5" 0-11-04 NOTE:Design assumes moisture content does f 'f not exceed 19% at time of manufacture. 19-11-11 1-00-10 19-08-11 Design conforms to main windforce-resisting 5-07-06 5-02-03 5-05-11 3-03-09 T T 3-03-09 5-05-11 5-02-03 5-04-06 system and components and cladding criteria. T T T T T T "f T T T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00E7' 4r3Y0 6.00 load duration factor=1.6 Truss designed for wind loads M-4x6 M-4x6 in the plane of the truss only. M-5x6(S) 7 ;s. M-5x6(S) 0.25" 0.25" r ow A0llik .... 0 T M-1.5x3If\ M-1.5x3 1 ssii\ • CO M-4x6 0 o 1� 13 1 ,f )5 16 A *12 M-3x8 M-3x4 0.25" 0.25M-3x4 0 M-5x8(S) M-5x8(S) y y ), ), y y y y 8-04-03 7-09-04 8-09-01 7-09-04 8-01-03 y 1-08 40-09 JOB NAME: POLYGON 3-D N H - A4 -4,,s, PR-�,s's Scale: 0.1594 c3 1�y/)/ /�j / WARNINGS: GENERAL NOTES,unless otherwise noted: 4"�" f I✓(.1 / -, 31 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 92s!P E r- Truss: A4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'c.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). ,/`„Ale * DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y{' SE/� 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 EGON W ld any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -A -r9 { A. design loads be applied to any component. and are for"dry condition"of use. �r TRANS I D: 407533 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 * fr 14, ® {�j, fabrication,handling,shipment and Installation of components. necessary. �},, p �T 6.This design is furnished subject to the limkatlons set forth by7.Designlaesassumes adequateatednbothdrhinace isprovided.tru , 'f'f "L:�p 11 �, V IIIIII II II II III III VIII I III VIII IIII IIII 9 1 8 Plates shall be located on faces of truss,and placed so their center f r7 L M/ TPIrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 0. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12 t/31/2015 IIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-969) 2760 3- 9=(-295) 291 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=(-3056) 1179 9-10=(-737 2328 9- 4=(-209 552 WEBS: 2x4 KDDF STAND; 3- 4=(-2909 1238 10-11=(-4083 1699 4-10=(-6793 516 2x4 DF STAND A LOADING 4- 5=(-2367 1159 11-12=(-706) 2169 10- 5=(-432 1059 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2357; 1171 12. 8=(-975; 2527 5.11=(-421; 1034 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2852) 1304 11- 6=(-652 507 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2991) 1237 6.12=(-2603 495 12- 7=(-243) 332 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF ( 625) Connco pla (or no prefix) = ormpuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) C,nn M,M20HS,M18HS,M16 = MiTek MT series ICOND 2' Design checked for ne_t( psft uplift at 24 "oc s aco ing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.179" @ 15'- 11.0" Allowed = 1.992" MAX TL CREEP DEFL = -0.333" @ 15'- 11.0" Allowed = 2.656" MAX HORIZ. LL DEFL = 0.070" @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.114" @ 40'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 20-03 Design conforms to main windforce-resisting 20 O6 system and components and cladding criteria. 7-01-07 6-08-04 6-08-04 6-08-04 6-08-04 6-10-07 Wind: 140 mph h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load Trussduration designedfforowind6loads 6.001/ M-4x6 6.00 in the plane of the truss only. 4.0" 5 M-5x8(5) ' . M 5x6(S) 0.25" �c 0.25" u 011 co in T 1 o i M-1"5x3 /. .,1,1-1.5x3 M-4x6 Li,r A o ,Iele p 1/-r- 9 j T w 12 **B o - M-3x8 M-3x4 8.25" 0"25 M-3x4 -5x8(S) M-5x8(S) y 8-05-08 7-05-08 9-02 7-05-08 8-02-08 y 1-08 40-09 WEDGE REQUIRED AT HEEL(S). JOB NAME: POLYGON 3-D NH - A5 (.� ° � � s Scale: 0.1594 �+� 5/! �f l' WARNINGS: �I GENERAL NOTES,unless otherwise noted: f/l�ry t- 11 1.Builder and erection contractor sry• Id be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual e.7,G+11 P I_ r. Truss: A5 and Warnings before constructioommences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mu$be installed where shown+. incorporation of component is the responsibility of the building designer. ,,,�dddlll' 2.Design assumes the top and bottom chords to be laterally braced at ate"" 3.Additional temporary bracing to i re stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -- DES. BY: EE is the responsibility of the erector: dditional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). / r y. DATE: 9/5/2014 the overall structure is the respon•billy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 r h fc, 4.No load should be applied to any'••mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON `+J SEQ. : 6051168 fasteners are complete and at no t e should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS � �h design loads be applied to any co ponent. and are for"dry condition"of use. 0,n, }" 2" �-Cs v TRANS I D: 407533 5.CompuTrus has no control over a •assumes no responsibility for the 6.necessary.DSignassumes full bearing at all supports shown.Shim or wedge if *J 14 fabrication,handling,shipment am installation of components. -. 1R11.-\- 11111111111111111111111111 :1 „� P P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to he limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII IIII VIII I III VIII IIII IIII TPI/WTCA in BCSI,copies of whi• will be famished upon request. git coincideiitwith jointcenter che. 9. Digitssindicate 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-19a8(MiTek) EXPIRES:12/31/2015 III 1111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" TC: 2x4 KDDF M1&BTR I84 2012 MAX MEMBER FORCES 4W-317E/C971.00 LOAD DURATION INCREASE = 1.15 1- 2= BC: 2x4 KDDF #1&BTR ( 0) 84 2.10=(-1445) 3939 10- 3=( -317)81970 5.18=(-242) 518 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 3=(-4577) 1807 11-11=(•1445) 3617 3.11=( -781) 457 15- 8=(-242) 332 2x4 DF STAND A 4- 4=(-3233) 1253 11-12=( -994) 2849 11- 4=( 0) 363 LOADING 5=(-2593) 1137 12.13=( -776) 2356 4-12-( 690 290 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2238) 1155 13.14=) -408) 1627 5-12=) -295) 967 TC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2245) 1139 14.15=( -708) 2143 5-13=(-12706667 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2821) 1303 15- 9=( -974258 13- 6=( -449) 883 8- 9=(-2992) 1236 6.14=) -385) 1024 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7= -650) 500 ** For hanger specs, - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LIVE LOAD AT LOCATIONSQ S) SPECIFIED BY IBC 2012, LOCATIONS REACTIONS REACTIONS SIZE .IN. (SPECIES) C,CN,C16,C 18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) ICOND. 2: Design checked for net(-5 asfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.234" @ 14'- 5.5" Allowed = 1.992" MAX TL CREEP DEFL = -0.427" @ 14'- 5.5" Allowed = 2.656" MAX HORIZ. LL DEFL = -0.107' @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.176" @ 40'- 3.5" 20-06 20-03 2-09 5-10-04 5-10-04 6-00-08 6-08-04 6-08-04 6-10-07 notEesiexxceedn19%s ats e timelre ofumanufacture. 12 12 Design conforms to main windforce-resisting 6.001/ M-4x6 system and components and cladding criteria. �I 6.00 4.0" Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 '1'4' (A11 Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), ,% load duration factor=l.6 M-5x6(S) Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(S) u, 0.25" o r P M-1.5x3 ,- M-3x5 xM-3x8akkhh M•4x6 r 0 ��r � as = as 1 ,Aro Aqo 13 15 *.g CD M-3x4 M-5x10 0.25' M-3x4 0- M-3x6+ M-3x6+M-5x6 M-5x8(5)2.75 2.75 o 12 aa-2xwedge 12 ,I, y y ,k ) y y y , -05-08> 5-10-04 6-01-12 , 2-00, 8-00-07 8-00-07 8-02-10 ,l- , i-06 -05-08 12-00 2-00 24-03-08 1-08 40-09 y citt) PR JOB NAME: POLYGON 3-D NH - A6 Scale: 0.1594 K Nax 0,0 WARNINGS: GENERAL NOTES,unless otherwise noted: R,{,. r5// 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Q ±921 PP E i`y Truss: A6 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: E E 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 plywooding(TCand/or drywall(BC). +,�iir .. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired shown where ++ ' ry. 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 /",,c�. SEQ. : 6051169 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 +J design loads be applied to any component, and are for"dry condition"of use. 1 NJ �,,. „ � '4^� TRANS I D: 407533 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O fabrication,handling,shipment and installation of components. necessary. 7.Designlaenassumes adequate ne dthi face iso trussed t'^L-y Dy i 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 �••'.z"!rl Lt` i 111111 VIII VIII VIII VIII VIII 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,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1853) 3909 14- 3=(-384) 963 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3- 4=(-3238; 1634 15.16=(-12862218 ; 2831 35815.14=( 760) 362 2) 437 WEBS: 2x4 KDDF STAND; 2x4 DF STAND A LONDIOG 4- 5=(-2585) 1496 16-17=(-1035) 2300 4-16=(-722) 339 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6.(-2171) 1427 17.18=(-1012) 2068 5-16.(-380) 979 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19.(-1105) 2328 5.17=(-993 465 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-1985) 1329 19.13=(-1245) 2497 6.17=(-404; 698 8-10=(-1980) 1287 17- 8=(-274) 276 LL = 25 PSF Ground Snow (Pg) 9-10= 0) 0 8-18= -202 300 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(•2291) 1379 10-18=(-365) 704 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 1l-12=(-2784) 1495 18-11=(-487) 293 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(•2968) 1544 11-19=( -68) 303 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 19.12=( -98) 231 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES) vertical members (uon). 0'- 0.0" -427/ 1908V -179/ 189H 5.50" 3.05 KDDF 625) 40'- 9.0" -356/ 1711V 0/ OH 5.50" 2.74 KDDF 625) ** For hanger specs. • See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,MiBHS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.258" @ 14'- 5.5" Allowed = 1.992" 19-11-11 1-00-10MAX TL CREEP DEFL = -0.412" @ 14'- 5,5" Allowed = 2.656" 'T MAX HORIZ. LL DEFL = -0.129" @ 40'- 3.5" 5-10-04 1-09- 19 08 11 18 0-11-04 3-03-12 5-02-02 MAX HORIZ. TL DEFL = 0.181" @ 40'- 3.5" 2-09 ' 5-10-04 '' 3-03-12 0 O 4 ' 5-05-10 '' 5-04-05 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 16-03-08 Design conforms to main windforce-resisting 16-06-08 f M-3x4 T f system and components and cladding criteria. 12 7 9 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4X-� M-4x6 6.00 load duration factor=l.� Truss designed for wind loads M 3x4 `� a in the plane of the truss only. 1. 0.25" M-5x6(S) 1 `- M-5x6(5)0.25" of r ` ..- 2 M-3x5,A111 1M-4x6 M M-3x8 1 /1\* 1.0o i- 4 3 14 as 15 aa 1--t,.r:; 19 *IT o - x17 6 0 ,o M-5x8 M M-5x10 0.251' M 3x4 M-3x6+ M-3x6+„ 15x10 M-5x8(S) 12 2.75 12 aa-2xwedge 2.75 , 1- 1' 1' ), y y y ) , 2-05-0$ 5-10-04 6-01-12 ,2-1 , 8-05-04 7-09-02 8-01-01 y1-082-05-088 12-00 2-ul 24-03-08 ) 1-08 40-09 � � PR�F,e , JOB NAME: POLYGON 3-D NH - A7 os Spate: 0.1460 /511 1= WARNINGS: GENERAL NOTES,unless otherwise noted. s 92!!p E lr 1.Builder and erection contractor s ukl be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G r and Warnings before constructio commences. building component.Applicability of design parameters and proper Truss: A7incorporation of component is the responsibility of the building designer. 2.204 compression web bracing mu t be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to i are stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1r �, x 4,i"" DES. BY: EE is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +"r n. DATE: 9/5/2014 the overall structure is the respon ibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON y+`+- 4.No load should be applied to any mponent until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 4/ SEQ. : 6051 170 fasteners are complete and at no ime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4 A,, 2. design loads be applied to any co ponent. and are for"dry condition"of use. 1'! 1 4, TRANS I D: 407533 5.CompuTrus has no control over e d assumes no responsibility for the 8'oesigna assumes full bearing at all supports shown.Shim or wedge if } � {�P fabrication,handling,shipment a installation of components. necessary. 4''R I:11 .- +. p P 7.Design assumes adequate drainage is provided. 4*r"'f rl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIII TPI WTCA in BCSI,copies of wl h will be furnished upon request. git coincideitwith jointain inches.9.Digitssndsize of plateeto ilines. n MiTek USA,Inc./CompuTrus software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 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) 84 2-15=(-1424) 3933 15- 3=(-286) 969 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(•4594) 1730 15-16=(-1321 3611 3.16=(-764) 392 WEBS: 2x4 KDDF STAND 3. 4=(-3262) 1247 16.17=( -935) 2852 16- 4=( 0) 362 LOADING 4- 5=(-2608 1110 17-18=( -671) 2321 4-17=(-722) 343 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2192) 1085 18.19=( -588) 2094 5-17=(-300) 984 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 19.20=( -821) 2384 5.18=(-996) 522 TOTAL LOAD = 42.0 PSF 6- 8=(•2005) 1012 20-13=) -982) 2622 6-18=(-337) 706 8.10=1-2010 1002 18- 8=(-271) 158 NOTE: 2x4 BRACING AT 24°0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 8- 19=(-179) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED 1D-11=(-2325) 1031 10.19=(-263 706 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2872) 1155 19-11=(-519) 367 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3078) 1192 11-20=) -45) 341 OVERHANGS: 20.0' 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13.14=( 0) 84 20-12=(-164) 203 Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS ,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -304/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 625) 41'- 0.0" -304/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) (GOND. 2' Design checked for net(-5p ) uplift at 24 "oc�gpacina I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.217" @ 14'- 5.5" Allowed = 2.004" MAX TL CREEP DEFL = -0.422" @ 14'- 5.5" Allowed = 2.672' MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" 16-07-11 7-08-10 16-07-11 MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" 5-10-04 1-09-08 3-10-05 0-04.11 5-02-02 MAX HORIZ, LL DEFL = 0.111' @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.185" @ 40'- 6.5" 2-09 5-10-04 0-0��4��-11 3-10-05 5-05-10 5-07-05 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1. 16-06-08 16-06-08 Design conforms to main windforce-resisting T f system and components and cladding criteria. 12 M-4x6 M-4x6 12 /- 6.00 1/ M-3x4 ®7 M-38 x4 9 p M-5x6(5) 6.00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) load duration factor=l.6 0.25" Truss designed for wind loads in the plane of the truss only. loo ,„ CV 0.25" o o + M 1.5x3 2 °' M-3x5 3 CO M-3x8 0- - % baa is aai ' 0 IN" 2 M-5x8 M-3x4 M-5x10 18 s 20 ��4 o 0 M-3x6+ 0.25}' M-3x4 M-3x8 0 0 2.75 aa-2xwedge M-3x6+ M-5x10 12 2.75 o M-5x8(S) 12 y 2-05-0$ 5-10-04 6-01-12 2-00 8-05-04 7-09-02 8-04-01 y 1-08?-05-08 12-00 2-00 24-06-08 1-08yy 1-08 41-00 1-08 t0 PROP JOB NAME: POLYGON 3-D NH - A8 Scale: 0.1450 r�.�i��yG)iyyN1/0/7([Ty`t',r WARNINGS: GENERAL NOTES,unless otherwise noted: 4.'P- 1 v/ /.✓J (r�fr- ..-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 -t 92 a!g E r Truss: A8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. +',,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: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / continuous sheathing such as plywooding(TC)and/or drywall(BC). ,.. all. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ 40 S �1 4.No toad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON t,� E Q. : 6051 171 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 TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. y 7 ��t �. 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 2- [- fabrication,handling,shipment and installation of components. necessary. �}I�'`n {,}, 7.Design assumes adequate drainage is provided. -"lF f.y i i A 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 R ILA' I IIIIII VIII VIII VIII VIII I III VIII IIII IIIITPI/WI-CA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide way joint center lines 9.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2.16=(-1841) 4309 16- 3=( -426) 1118 23.13=(-155) 93 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-4946) 2249 16-17=(-1633) 3778 3.17=( -653) 328 13.24=( 0) 148 BC: 2x6 KDDF #1&BTR 3. 4=(-3556) 1706 17.18=(-1318) 3139 17- 4=( -28) 230 WEBS: 2x4 KDDF STAND; LOADING 4- 5={-3206 1641 18-19=(-1435) 3304 4-18=( -339) 157 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1.2833; 1501 19-20=)-1466) 3423 18- 5=( -504) 1104 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=(-1438 3354 18- 6=( -921) 505 TO LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-3358 1775 21.22=(-1576) 3732 6.19=( -267 756 BC LATERAL SUPPORT <= 12"OC. UON. 1 8-9-10=1.3473) 1776 23.24=0 )- 1256)2707 20- 8=l -687) 363 114 LL = 25 PSF Ground Snow (Pg) 10-12=(-2556) 1384 24.14=(•1253) 2708 8-21=( -160) 469 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=) 0) 0 21- 9=( -171) 181 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-2917) 1504 9-22= -348) 128 13-14=)-3152) 1490 22-10=) -4) 363 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=( 0) 84 10.23=(-1147) 542 OVERHANGS: 20.0' 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12-23=( •330) 937 M•I.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -389/ 1912V -118/ 118H 5.50" 3.06 KDDF ( 625) M-3x4 where shown; Jts:4,6,10,13,17,21 41'- 0.0" -389/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.271" @ 20'- 1.8" Allowed = 2.004" MAX TL CREEP DEFL = -0.472" @ 20'• 1.8' Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8,0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.096" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.143" @ 40'- 6.5" 13-03.11 14-04-10 13-03-11 NOTE:Design assumes moisture content does 1' '' not exceed 19% at time of manufacture. 2-11 3-02 3-04 2-03-01, 1.0 6-00-01 5-10-05 2-01-01 3.05-12 4-02-03 5-02-13 1 T f f f f Design conforms to main windforce-resisting 1 T T T T -02- 4 system and components and cladding criteria. 9-10-089-10-08 7 t1 T . Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M-7x8(S) load duration factor=l.6, M-5x6 !, -4x6 12 Truss designed for wind loads 12 M �6 0.25" in the lane of the truss only. ° j/f 69_ y1310 6.00ps.oo� �. 12., N rn L + 3 M-3x5 ,- C -it .) M-3x10 `��' =' -6 as 17 1B as1-�1w ..+ � 1 2 M-6x8 M-3x8 M-7x8 2t 21 2 23 24 1' S M-3x6+ M 3x6+ _ 0.25 M-3x8 M-1.5x3 M-3x8 c M-61116 M-7x8(S) 2.75 aa-2xwedge 2.75 o i 12 12 I, > y y y 1, ), > y 1, y y -05-08y 3-04 3-05-12 2-08-12,2.00, 5-10-05 5-10-05 6-00-01 4-02-03 5.01-01 ,1 08, 05 08 9-06-08 2-00 27-00 11 8- 1-08 41-00 1-08 PR JOB NAME : POLYGON 3-D NH - A9 ``` � �F ss 1pScale: 0.1571 '. ', /a WARNINGS: GENERAL NOTES,unless otherwise noted: p'/5/1" r.- 1.Builder and erection contractor s64uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual i 9211 9 i"p E Truss: A9 and Warnings before construction Commences. building component.Applicability of design parameters and proper 2.204 compression web bracing mild 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 .,,or' Imo " DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/ fy DATE: 9/5/2014 the overall structure is the responAbility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON rt II'``"i" SEQ. 6051172 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p �`(fir',E!GC1Nl -a„r fasteners are complete and at no tkne should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, »�. -*7� S,,b` T� design loads be applied to any component. and are for"dry condition"of use. ,A14 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the s.Design assumes full bearing at all supports shown.Shim or wedge if /414 ,:a410"*. t�`� r fabrication,handling,shipment and Installation of components. necessary. -'r. +`,,,5.'CJ p P 7.Design assumes adequate drainage is provided. t 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 11101 11 01 VIII 11111 VIII I III gni IIII TPI WfCA in BCSI,copies of whldh will be furnished upon request. Digit coincide with joint in inches.9.Digits indicate size of tplate eto ilines. V ❑C 1 n MiTek USA,Inc./CompuTrus ofiware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) EXPIRES: P(ryE 1 27 311 W1 1111111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 41.00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-16=(-2436) 8575 16- 3=( -542) 2221 23-13=(-319) 231 2x6 KDDF #1&BTR T2, T3 2- 3=(-9812) 2867 16-17=(-2167) 7520 3-17=(•1063 208 13-24=( 0) 223 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-7287) 2329 17-18=(-1995) 6479 17- 4=( 0) 363 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6854) 2395 18.19=1-2441 7139 4.18=( -425) 213 2x6 KDDF #2 A IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=( 0) 0 19.20=(-2574) 7323 18- 5=( -664 2126 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 5- 7=(-6121) 2173 20-21=(-2524) 7176 18- 7=(-1991) 882 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 31'- 0.0" TO 41'- 0.0" V 7- 8=(•7245) 2658 21-22=(-2819) 7927 7-19=( -577) 1499 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 8- 9=(-7905) 2972 22-23=(-2601) 7385 19- 8=( 0) 250 9.10=(-7425 2780 23.24=(-1650 5500 20- 8=(-1480) 646 TC CONC LL( 416.7)+DL 116.7)= 533.3 LBS @ 10'- 0.0" 10.12=(-5523 1969 24.14=(-1646) 5503 8-21=( -366) 932 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 416.7)+DL( 116 .7)= 533.3 LBS @ 31'- 0.0" 11.12=( 0) 0 21 - 9=( -340) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12.13=(-6210) 2162 9-22=( -648) 299 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=(-6346) 1980 22-10=( -39 630 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 14.15=( 0) 84 10-23=(-2381) 1051 OVERHANGS: 20.0" 20.0" 12-23=( -448) 1717 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,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -1050/ 3527V -117/ 117H 5.50" 5.64 KDDF ( 625) JT 14: Heel to plate corner = 1.50" 41'- 0.0" -1050/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.020" 0 -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.487' @ 20'- 1.8" Allowed = 2.004" MAX TL CREEP DEFL = -0.967" @ 20'- 1.8" Allowed = 2.672" MAX LL DEFL = 0.022" 0 42'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 42'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.177" @ 40'- 6.5" 9-11-11 21-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.293" @ 40'- 6.5" 3-02 0-06-11 2-05-04 5-10-05 0-06-11 5-02-13 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 2-11 3-04 1-08-13 6-00-01 5-00-02 4-02-03 Design conforms to main windforce-resisting system and components and cladding criteria. 9-10-08 9-10-08 T g Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 4533$30# 4533.30# 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x8(S) 12 load duration factor=l.6 6.00 V M18HS65X16 M-3x8 11 M-5x12 \I 6.00 Truss designed for wind loads 5 7 8 9 0'25 M 10x8 2 in the plane of the truss only. M-3x4 T7,� y l 3.,., NN cm 4 M-3x4 M-3x10 + 3 tO t".) M18HS-3x18 i. Ns, �� � ill M- 4x12 'O iM o 1 �•aa 17 18 as 1• 01 Edi rmr a M18HS-7x14 M-3x4 M-4x8=M-10x10 20 21 22 23 24 5 o o M-3x6+ M 3x6+M18HS 7x14 M-3x4 0.25' M-4x10 M-1.5x3 0 a 2.75 aa-2xwedge 2.75( - M18HS-7x14(S) 12 12 y 1, J, ), ), ., ), J- 1, ), 1, , 2-05-0$ 3-04 3-05-12 2-08-1282-OO,, 5-10-05 5-10-05 6-00-01 4-02-03 5-01-01 y y 1-08 -05.088 9-06-08 2-00 27-00 , , ),1-08J, 1-08 41-00 1-08 JOB NAME: POLYGON 3-D NH - A10 �� �` GIPNE 0 Scale: 0.1498 '' '!5/1 t WARNINGS: GENERAL NOTES,unless otherwise noted: '4.58 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 4t. !92 2111 P E ^"' Truss: Al 0 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at P DES. BY: EE 2'o.c.and at 10'Sc.. respectively unless braced throughout their length by �itr" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y,,r+r�rrr .. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'et S /l 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON N '*1 E Q. : 6051173 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: 407533 design loads be applied to any component. and are for"dry condition"of use. 1 Q� 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 2. fabrication,handling,shipment and installation of components. necessary. ,1 7.Design assumes adequate drainage Is provided. 41 'R R I 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R LA- 1 IIIIII II II VIII I III VIII I III VIII IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 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) EXPIRES:12/31/2015 IMIIIMMIIIIIIM IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-00-00 HIP SETBACK 3-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 15-00-00 GIRDER SUPPORTING 40-09.00 1- 2=(-7762) 1944 1- 9=(-1274) 5136 9- 2=( -62) 384 6.13=(-936) 3872 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-7440) 1918 9.10=(-1272 5122 2-10=( -388) 1478 13- 7=(-390) 1474 BC: 2x6 KDDF #1&BTR 3- 4=(-5874 153 10-11=(-2262) 8812 10- 3=( -944) 3896 7-14=( -62) 388 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-9094) 2392 11-12=(-2296) 8954 10- 4=(-3922 1070 2x6 DF SS A LL = 25 PSF Ground Snow (Pg) 5- 6=(-5874) 1534 12-13=(.2296) 8954 4.11=( -506) 2412 TC UNIf� LL( 50.0 +DL 14.0)= 64.0 PLF 0'- 0.0' TO 3'- 6.0" V 6- 7=(-7438 1918 13-14=(-1272) 5122 11- 5=( -42) 188 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIf'LL68.8)+DL( 19.2)= 88.0 PLF 3'- 6.0" TO 11'- 6.0" V 7- 8=(.7762) 1944 14- 8=(-1274 5136 12- 5=( -472 2314 BC LATERAL SUPPORT <= 12"OC. UON. TC UNI, LL50.0)+DL( 14.0)= 64.0 PLF 11'- 6.0" TO 15'- 0.0" V 5.13=(-4024) 1092 BC UNIF LL( 0.0)+DL( 27.5)= 27.5 PLF 0'- 0.0" TO 15'- 0.0" V BC UNIT LL( 484.4)+DL( 329.4)= 813.8 PLF 0'- 0.0" TO 15'- 0.0" V BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"00 UON. FORLOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 'C CONC LL( 72.9)+DL( 20.4)= 93.3 LBS @ 3'- 6.0" 0'- 0.0" -1724/ 6979V -56/ 56H 5.50" 11.17 KDDF ( 625 -C CONC LL( 72.9)+DL( 20.4)= 93.3 LBS @ 11'- 6.0" 15'- 0.0" -1724/ 6979V 0/ OH 5.50" 11.17 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C OND 2 Deign checked far net( psf)�olift at 24 "oc s aco ina.l C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIR=LENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM 'HORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.069" @ 8'- 11.7" Allowed = 0.704" ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.140" @ 8'- 11.7" Allowed = 0.939" Join together 2 ply with 3"x.131 DIA GUN nails staggered at: MAX HORIZ. LL DEFL = 0.025" @ 14'- 6.5" 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. TL DEFL = 0.043" @ 14'- 6.5" 9" oc in 2 row(s) throughout 2x6 top chords, 5" oc in 2 rows throughout 2x6 bottom chords, NOTE:Design assumes moisture content does 9" oc in 1 row(s) throughout 2x4 webs. not exceed 19% at time of manufacture. 3-05-11 8-00-10 3-05-11 Design conforms to main win dforce-resisting T T system and components and cladding criteria. 1-10-08 1-07-03 2-04-14 3-01-02 2-06-10 1-07-03 1-10-08 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 93.3(# 93.30# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6 10.00 Truss designed for wind loads 10.00 M-4x8 M-4x8 in the plane of the truss only. M-3x6 M-3x10 -s- 401111,0 1 _d T2 4144 M-3x5 M-3x5 co 0 0 0 Co M-5x10 M-5x10 co AI- - I I , I I _ - - iGT A co ,r 110:4-,_ 1'1 :4_ _-_ . O/- i - 9 10 11 12 13 14 _8 ' 0 M-3x6 M-6x8 M-4x8 M-3x8 M-6x8 M-3x6 1, y 1, y y y 1-08-12 1-04-03 -01-02 2-09-10 2-11-06 1-04-03 1-08-12 15-00 WEDGE REQUIRED AT HEEL(S). PRop s, JOB NAME: POLYGON 3-D NH - B1 Scale: 0.3915 � ' ' ,��I� WARNINGS: GENERAL NOTES,unless otherwise noted /5// 4 s(� y r D I.Builder and erection contractor sh lull be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92 S 0 PE 1-- Truss: Truss: B 1 and Warnings before constructiop commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mdlt be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to I ure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,lr. e DES. BY: EE is the responsibility of the erectof.Wdtlitionel permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „..0" Y. DATE: 9/5/2014 the overall structure is the resporjl!ibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r� r ;v' 4.No load should be applied to any i omponent until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,,q_OR EGO t„, ^y. SEQ. : 6051175 fasteners are complete and at no lme should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .. -47 design loads be applied to any component. and are for"dry condition"of use. b �"" 14' TRANS I D: 407533 5.CompuTrus has no control over a assumes no responsibility for the 6.Design sssumes full bearing at all supports shown.Shim or wedge if rAy�" t fabrication,handling,shipment and installation of components. . `` 5+ 7.Design assumes adequate drainage is provided �R i L 6.This design is furnished subject tc the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111191 TPI VJfCA in BCSI,copies of whi"h will be furnished upon request. git coincideiitwith joincentertinliche. 9.Digits ndsize oftplate o Inches. EXPIRES: ryJJqq �!!nnn MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) 1 Gt dilCUi ._L G C 111 VIII!! This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-68) 41 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -54/ 292V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -61/ 60V 0/ OH 1.50' 0.10 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 6.0" 0/ 30V 0/ OH 5.50" 0.05 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.053" T f MAX BC PANEL LL DEFL = 0.004" @ 1'- 7.6" Allowed = 0.129" MAX BC PANEL TL DEFL = -0.004° @ 1'- 9.0" Allowed = 0.172" MAX BC PANEL TL DEFL = -0.004" @ 1'- 11.8" Allowed = 0.172" 12 10.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, V' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 o Truss designed for wind loads n the plane of the truss only. O No0 0 MA- N V O O� 11110- 114 -v M-3x4 y y y 1-00 3-06 !PROVIDE FULL BEARING:Jts:2.3.41 ¢ [} (}/C6' JOB NAME: POLYGON 3-D NH - BJ1 Scale: 0.6793 (N }/'yp7yy° `5% WARNINGS: GENERAL NOTES,unless otherwise noted: ' ,.n V5/` ` ' ° 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 92 0 9 P E r" Truss:: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,�,„/` , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 d all BC. *+ - DATE: 9/5/2014 responsibilitybuilding P bridging or q gR s m c ) Q,• the overall structure is the res onsibilit of the designer. 3.2z Impact bdd in lateral bracingrequired 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. - OREGON �J SEQ. : 6051176 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, A-, -'7.1 Q A. design loads be applied to any component. and are for"dry condition"of use. "*.A, .9s Z0 �.... TRANS I D: 407533 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, fabrication,handling,shipment and installation of components. neessary. n 7.Designlaesassumes adequateatedon dr "*.isprovided.limitations faces of truss,and placed so their center 111101111111111111 TPIM/fCA in SCSI,copies of which will be furnished upon request. Digit coincide with joint center lines. B.Digits indicate size of plate in inches. 11 nnCC�+ n 1 nnqq 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:16131IGU1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-110) 68 3.4=( -34) 0 TO LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 5.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -23/ 313V -43/ 139H 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 6.0" -97/ 132V 0/ OH 1.50" 0.17 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 net(-5 osf) uplift at 24 "oc spacing"I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCUR41ENTLY, MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" /- 12 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 10.00 MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.047" 3 MAX TL CREEP DEFL = -0.000" @ 3'- 11.7" Allowed = 0.063" MAX TO PANEL LL DEFL = 0.021" @ 2'- 2.0" Allowed = 0.264" MAX TC PANEL TL DEFL = 0.020' @ 2'- 2.0" Allowed = 0.396" ' MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" ' MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. II an Design conforms to main windforce-resisting I o system and components and cladding criteria. CO CD Wind: 140 mph, h=20.9ft, TOOL=4.2,BCDL=6.0, ASCE 7.10, U) co (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), co load duration Trussdesignedfforowind�loads v in the plane of the truss only. 2f- o - oV y%I 5iC M-3x4 y 1, J-- , 1-00 3-06 0-05-11 IPROVI E FULL BEARING;Jts:2,5.31 Q O PR C?F�C,� JOB NAME: POLYGON 3-D NH - BJ2 Scale: 0.6557 IN 1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4� t5/1 % 1.Builder and erection contractor shodld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct. a 92 41 11 r E r- Truss: BJ 2 and Warnings before construction t ommences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. "^wrio,A' 3.Additional temporary bracing to ins re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „ DES. BY: EE is the responsibility of the erector.`ddilional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or tl all BC. ' DATE: 9/5/2014 r cw e(r s ( ) '""_ the overall structure is the respons"pility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40r^t EGON No load should be applied to any y lmponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 0REGON SEQ. : 6051177 fasteners are complete and at no ri he should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y N. AN TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. /� - 1 9 ." 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 �P necessary. i t4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Fip n I L-1"". 6.This design is furnished subject to a limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II I IIII I III VIII I I VIII III IIII TPI VJfCA in BCSI,copies of whic t will be furnished upon request lines coincide with joint center nche. e. Digits oticde size of platein inns. I 4n CC MiTek USA,Inc./CompuTrus Spftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EnpIn ES':1/31i201J IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 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) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-224) 187 3-4=( -64) 38 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -16/ 304V -66/ 185H 5.50' 0.49 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 37V 0/ OH 5.50' 0.06 KDDF ) 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 5.2" -146/ 220V 0/ OH 1.50" 0.28 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -43/ 67V 0/ OH 1.50" 0.11 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 soacing.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURR NTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 A- -/ MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007' @ 1'- 8.7" Allowed = 0.264" Li MAX BC PANEL TL DEFL = •0.006" @ 1'- 10.4" Allowed = 0.172" 12 MAX HORIZ. LL DEFL = -0,002" @ 5'• 10.9" 10.00 7 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" NOTE:Design assumes moisture content does not exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. rn Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Lo fi load duration factor=l.6 0 o Truss designed for wind loads CV uo in the plane of the truss only. 0 CO M 0 o 5111.- 1 ►1 M-3x4 A- 1-00 3-06 2-05-11 !PROVIDE FULL BEARING:Jts:2,5,3,41 t3 PR Op JOB NAME: POLYGON 3-D NH - BJ3Sale: 0.5261 .('- �\�J(^JrIq/N/)1 `.S WARNINGS: GENERAL NOTES,unless otherwise noted: 444" / /✓/ ` '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 .92a•PE r Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,r/'i�mrr - DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' SEQ 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. .m} A_OREGON �j S E Q N�1+ TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. / ,t�. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 4`,� 14, 2- jr fabrication,handling,shipment and installation of components. necessary. 44 7.Design assumes adequate drainage is provided. '+,``h p 1 �,. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r-'f 1l l." I IIIA II II VIII 111111111111111111110 III IIII I I lIIIIIIII TPI/WfCA in BCSI,copies of which will be furnished upon lines coincide withJoint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 n IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 4.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-296) 256 3.4=( -94) 67 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12,0' 0.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -9/ 291V -82/ 221H 5.50" 0.47 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'• 3.2" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 5.2' -197/ 290V 0/ OH 1.50" 0.37 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 4.2" -72/ 110V 0/ OH 1.50" 0.18 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1,1 • I. rr ' , " . n AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 A -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'• 0.0" Allowed = 0,133' , MAX LL DEFL = 0.000" @ 0'• 0.0" Allowed = 0.006" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0° Allowed = 0.008" MAX TC PANEL LL DEFL = 0.006" @ 1'• 11.4" Allowed = 0.264" MAX BC PANEL TL DEFL = -0.006" @ 1'- 10.4" Allowed = 0.172" 12 MAX HORIZ. LL DEFL = -0.003" @ 7'- 3.4" 10.00 MAX HORIZ. TL DEFL = -0.003" @ 7'- 3.4" 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. 'n Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), to load duration factor=l.6, Truss designed for wind loads o m in the plane of the truss only. 11 r` co r/- v - it o/- - -/ Cr 5 y M-3x4 „,- .1., ), .1 1-00 3-06 3-10-15 1PROVIDE FULL BEARING:Jts:2,5,3,4] ck }PRQre JOB NAME: POLYGON 3-D NH - BJ4 Scale: 0.4597 ` �tr i - `s'" WARNINGS: GENERAL NOTES,unless otherwise noted: ,,� ((��rryylt Il7f,.. 1.Bulkier and erection contractor shp+ld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual :92,0 P E Truss: BJ 4 and Warnings before construction dommences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mut be installed where shown+• incorporation of component Is the responsibility of the building designer, 3.Additional temporary bracing to in re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: E E2'o.c,and at 10'o.c,respectively unless braced throughout their length by �+ f, " is the responsibility of the erector./dditional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). /'WM,' rv. DATE: 9/5/2014 the overall structure is the respon ioility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ +M /1et�- 4.No load should be applied to any mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - r OREGON ""d SEQ. : 6051179 fasteners are complete and at no ilte should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ;-- '.f ay /t, design loads be applied to any component. and ere for"dry condition"of use. �"U 'I' 14, 2-" ""%r TRANS I D: 407533 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. • l fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. c•,.R IR to k-•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 IIIIII IIII IIII IIII VIII I III VIII II IIII TPIM/rCA in BCSI,copies of which will be furnished upon request. git coincideiitwith joint center lines. 9. Digits dsize of tplate ein inches.. MiTek USA,Inc./CompuTrus Spffware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12l311201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 20121. MAX MEMBER FORCES 0WR6D5F(Cg0).14 BC: BC:2x4 KDDF #1&BTR SPACED2.3=( 0) 72 6.7=(-20) 50 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 24.0" O.C. 2-3=(-119) 0 6-7=( 0) 0 5-3=( 0) 52 3-4=( -24) 30 5-8=(-42) 69 3.8=(-71) 43 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -42/ 302V -28/ 92H 5.50" 0.48 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 4.1" -128/ 85V 0/ OH 1.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0,002" @ 1'- 4.4" Allowed = 0.091" MAX TL CREEP DEFL = -0.002" @ 1'- 3.7" Allowed = 0.121" MAX LL DEFL = 0.000' @ 5'- 3.8" Allowed = 0.157" MAX BC PANEL TL DEFL = -0.013" @ 3'- 2.0" Allowed = 0.211° 2-04-13 T T MAX HORIZ. LL DEFL = -0.002" @ 5'- 3.8" MAX HORIZ. TL DEFL = 0.002" @ 5'- 3.8" 12 NOTE:Design assumes moisture content does 10.00 V not exceed 19% at time of manufacture. Design conforms to main windforce-resisting -/ system and components and cladding criteria. M-4x6 0 uo Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o T in the plane of the truss only. N / 3x4 . A 8� ee M '7,- 8 �� 0� M63x4 7 oM-3x4 A - 1' y 1-03-12 4-08-04 1-00 1-05-08 4-06-08 2-05-081-00 3-06-08 ) y 6-00 (PROVIDE FULL BEARING:Jts:2.4.81 0 PROP JOB NAME: POLYGON 3-D NH - CJ2 Scale: 0.4656 col G1 1E'tt7�[`�>A WARNINGS: GENERAL NOTES,unless otherwise noted: C� ''''7/5//r .1''' /� r� 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 *92 f+p E 1"' Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r�►. is the responsibility of the erector.Additional iltf permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,...,,,, DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ NINO' SEQ. : 60511814.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 {h `V design loads be applied to any component, end are for"dry condition"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`4., TRANS I D: 407533 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 -,e6 ' )'' 1 2 1y{ fabrication,handling,shipment and installation of components. necessary. .!44 e - 7.Platesassumes adequate otdrainage is provided. '`�' 'i-y ryi �,. 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 .. .'ii rl it .-V.IIII IIIA VIII VIII I III VIII IIII IIIITPI/WICA in BCS(,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E lines coincide withjoint center lines. 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 MillElli IIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(-53) 90 6.5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-172) 21 5-7=(-70) 116 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -25) 34 3.7=(-128) 78 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 50.IN. (SPECIES) OVERHANGS: 12.0° 0.0" 0'- 0.0" -40/ 344V -411 123H 5.50" 0,55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.5" -99/ 70V 0/ OH 1.50" 0.11 KDDF 625) Connector plate prefix designators: 6'- 0.0" 0/ 92V 0/ OH 5.50" 0.15 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. III . I• S.1 I , I. - .5 .ac't. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-07-04 MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.201" T MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.097" MAX TC PANEL LL DEFL = 0.005" @ 1'- 1.1" Allowed = 0.159" 12MAX BC PANEL IL DEFL = -0.009" @ 3'- 7.4" Allowed = 0.186" 10.00 7 MAX HORIZ. LL DEFL = •0.004" @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5" M-4x6 V' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, Design conforms to main windforce-resisting no system and components and cladding criteria. 0 10 ,- Wind: 140 mph, h=20.7ft, TCDL=4.2,BCOL=6.0, ASCE 7.101 (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dlr), o Nload Trussduration designedffor owind�loads in the plane of the truss only. N O O 5 � /- /� X7 ooco I'I o M-1.5x3 / o - Mi-3x4 0 M-3x4 M-3x4 y y y 2-03 2 3-08-04 y > ) ) 1-00 1 2-0 •08 3-06-08 y (PROVIDE FULL : ARING;Jts:2,4,7I 6-00 JOB NAME: POLYGON 3-D NH - CJ3 Scale: 0.5755 �' ' ' a WARNINGS: GENERAL NOTES,unless otherwise noted: *J7'l5/Pp 1- � 1.Builder and erection contractor sh.uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - 1.:JG 0,t"I� r" Truss: CJ 3 and Warnings before construction .mmences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing m be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to ir+ re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE responsibility of the erector dditional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length bytes* is the res y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r- 11 LiC r,_ DATE: 9/5/2014 the overall structure is the respor� bialy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � � (�� S Elot. : 6051 182 4.No load should be applied to any..mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t„ `+.+ fasteners are complete and at no/ e should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A. design loads be applied to any co portent. and are for"dry condition"of use. �'' '1 i 2"4 i-'"'. TRANS I D: 407533 5.CompuTras has no control over a .assumes no responsibility for the 6.Design ace Bary,assumes full bearing at all supports shown.Shim or wedge if ��y/"�+ t fabrication,handling,shipment an installation of components. 7.Design assumes adequate drainage is provided. "C P R I1:--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 11111011111111111111 TPIftNfCA in BCSI,copies of whi. will be famished upon request. git coincideiitwithzjoint ain inches.9.Digits ndsize of plateeto inns. EXPIRES: ry1b rt MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1e88(MiTek) Cn (RGJ:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012) MAX MEMBER FORCES130 46.5=) 0) 18 BC: 2x4 KDDF #I&BTR .3=( 0) 72 5.7=( -95) 5.3=( 0) 51 SPACED 24.0" O.C. 2-3=(-215) ( ) ( 0) WEBS: 2x4 KDDF STAND 3-4=( -59 46 5.7= -123 167 3.7=(-185) 137 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -30/ 375V -53/ 154H 5.50" 0.60 KDDF 625 LL = 25 PSF Ground Snow (Pg) 4'- 8.9" -84/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -2/ 116V 0/ OH 5.50" 0.19 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 osf) uplift at 24 "oc soacing.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 = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-09-1 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.211" T MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.281" MAX LL DEFL = 0.000" @ 0'- 0.D" Allowed = 0.037" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.049" 12 MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5" 10.007 0 MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-4x6 ul system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCOL=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 ir o in the plane of the truss only. II o� � �® M-3x4 `r' M 1.5x3 '7 0 o 6 0 M-3x4 M-3x4 y ), y 2-03-12 3-08-04 y y y 1-00 y 2-05-08 3-06-08 y [PROVIDE FULL BEARING;Jts:2,4,71 6-00 JOB NAME : POLYGON 3-D NH - CJ4 , t� s, Scale: 0.5138 ej ` 5//f ft's' WARNINGS: GENERAL NOTES,unless otherwise noted: '/y )SJJJJ '(�t-y .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 l''', 92!.•P E 5`~ Truss: CJ 4 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: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / . ''�! DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeedwhere shown++ Lt. 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON I",,c,�. SEQ. : 6051183 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, +.r As TRANS I D: 407533 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 /6 }'" 14 2.° tom' fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided. 44'. 'R n 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 centerr'f rl 1. I IIIIII VIII VIII VIII VIII I III VIII III IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 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) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR I LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(-150) 175 6.5=( 0) 18 SPACED 24.0" 0.C. 2-3=(-257) 55 5.7=(-195) 225 5.3=( 0) 51 BC: 2x4 KDDF #1&BTR I 3-4=( -88) 66 3-7=(-250) 217 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 2.0 PSF TOTAL LOAD = 42.0 PSF LBEARINGS MAXCVIRTS REACTIONSHORZSIZE RE UI. (SPECIES)AREA OVERHANGS: 12.0" 0.0" 0'- 0.0" -34/ 398V -661 185H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -21/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.7" -69/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LI TED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series RE(a1IREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339" 5-11-11 .' MAX HORIZ. TL DEFL = 0.010' @ 5'- 7.5" notEexxceedn19%s atetimeof s lure content does manufacture. �M Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 P7 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=l.6, Truss designed for wind loads E. in the plane of the truss only. ul M-4x6 o cp A v 40N co CJ Co 5 / ><co .----/N� M-3 ._,o M-1.5x3 ',- N 6CD O M-3x4 M-3x4 * * ,J' 2-03-12 i 3-08-04 !PROVIDE FULL BEARING:Jts:2,7,41 ) * ) - * 1-00 , 2-05-08 3-06-08 y 6-0( elt0 PR Opt JOB NAME: POLYGON 3-D NH - CJ5 Scale: 0.420, �<CP �" l 4 ``9 WARNINGS: GENERAL NOTES,unless otherwise noted: ' 25/f } 1.Builder and erection contractor s uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ( = 2PE (-- Truss: CJ 5 and Warnings before constructs commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing m t be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto i pre stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at p ry Y 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `. DES. BY: E E is the responsibility of the erect Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). fY. DATE: 9/5/2014 the overall structure is the respo ibitity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ / A``� 4.No load should be applied to an Component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ,q� `v SEQ. : 6051 184 fasteners are complete and at ne ime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1, '9 OREGON design loads be applied to any coMponent. and are for"dry condition"of use. {� 1 rp' 6.Design assumes full bearing at all supports shown.Shim or wedge if AII TRANS I D: 407533 5.CompuTrus has no control over nd assumes no responsibility for the necessary. �I �jl� V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r-I Il t L 6.This design is furnished subject la the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11110111111111111111 TPI k U Ain nc./ copies of wh ch w 11 be furnished upon request. 9. nes. lines indicate cate sizincide withe ofnplate inriliiches. MiTek USA,Inc./CompuTrus EoftWBre+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.7=(-115) 173 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-257) 55 6-8=(-150) 223 6-3= 0) 51 WEBS: 2x4 KDDF STAND 3.4=(-177) ( )84 3.8= (-248 167 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -85) 0 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 OVERHANGS: 12.0" 14.1" 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" -34/ 384V -74/ 233H 5.50° 0.61 KDDF( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 7.5' -15/ 140V 0/ OH 5.50' 0.22 KDDF ( 625) C,CN,C1 ,CN18,(or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -172/ 271V 0/ OH 1.50" 0.35 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2' Design h k d for n ( p�f)�plift at 24 "oc s au cina AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX IL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.006° @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.005" @ 7'- 2.1' Allowed = 0.117" 7-02-01 MAX TL CREEP DEFL = -0.006" @ 7'- 2.1" Allowed = 0.157' 1' 1' 5 MAX HORIZ. TL DEFL = 0.0100" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10,00 7 j1 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), load duration factor=1.6, c Truss designed for wind loads o in the plane of the truss only. cu M-4x6 in r- r� 11111 ;0 -v o� M�I1m c 8=� M-1.5x3 M-3x4 " Mr3x4 0 M-3x4 A- 2-03-12 3-08-04 > y 1, l 1-00; 2-05-08 4-08-09 1 y 6-00 1-02-01 [PROVIDE FULL BEARING;Jts:2,8,41 JOB NAME: POLYGON 3-D NH - CJ6 << 14o °'`ass Scale: 0.3552 ej11/y /+jp� WARNINGS: GENERAL NOTES,unless otherwise noted: '(.(„r - ”r^r ry✓/( ( -�,r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual !7G"f•?E t"R Truss: CJ 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: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 49210000* continuous sheathing such as plywooding(TC)and/or drywall(BC). ,,,r0r e' - DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed 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. QR EGON S E QA_ `V design loads be applied to any component, and are for"dry condition"of use. "`7 t.. S_ TRANS I D: 407533 5.CompuTms has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if %0 '1 4 20 T' fabrication,handling,shipment and installation of components, necessary. i�{j i- n es 7.Design assumes adequate drainage is provided. '-.. 7:4 fl .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 11 L 6 I VIII[VIII VIII I III VIII I III VIII IIII IIIITPINVTGA in BCSI,copies of which will be furnished upon request. lines coincide wjoint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTRLOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.7=(-102) 168 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-304) 55 6-8=(-132) 215 6-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=(-297) 141 3-8=(-239) 147 LOADING 4.5=(-173) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 28.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -34/ 340V -81/ 282H 5.50" 0.54 KDDF ( 625 Connector plate prefix designators: 5'- 7.5" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -318/ 497V 0/ OH 1.50' 0.64 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 GOND 2 Design checked for net(�psf) plift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.079" @ B'- 4.5" Allowed = 0.237" MAX TL CREEP DEFL = -0.096" @ 8'- 4.5" Allowed = 0.317" MAX TC PANEL LL DEFL = 0.030" @ 4'- 8,0" Allowed = 0.283" 8-04-08 L MAX TC PANEL TL DEFL = -0.022" @ 4'- 8.0" Allowed = 0.425" T < MAX HORIZ. LL DEFL = 0.008" @ 5'- 7.5" /- -/ MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.00/ (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), / load duration factor=1.6 Truss designed for wind loads E, in the plane of the truss only. u'f 0 Co N 006 M-4x6 p 0 C," co 61-=1 is co 8 o " II /� M-1.5x3 M M�3x4 0 -3x4 M-3x4 y y - ) 2-03-12 3-08-04 y ), , ), 1-00, 2-05-08 5-11 y y 6-00 2-04-08 'PROVIDE FULL BEARING:Jts:2,8.41 H 40 PR QFC., JOB NAME: POLYGON 3-D NH - CJ7 6gale: 0.3,75 ` IN .S WARNINGS: GENERAL NOTES,unless otherwise noted: x7-1ry15/ii /� 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 92.0 F E Truss: CJ 7 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,more stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,, / P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the resport bility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^. f��t �`i SEQ. : 6051 186 4.No load should be applied to any torment until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '7}� OREGON 4/ fasteners are complete end at no a should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, v- design loads be applied to any component. end are for"dry condition"of use. TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8'Design e signa assumes full bearing at all supports shown.Shim or wedge if r 1 , fabrication,handling,shipment and installation of components. ry icy f A i t„\.. 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 111111111 VIII PIN 1111111 TPIM?CA in SCSI,copies of which will be furnished upon request git coincide with joint center nche. 8. Digitssodcde size of tplate in,lines. / ! n 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:12f 11 ViJ IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2.3-(68)88 2- 4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 304V -15/ 62H 5.50" 0.49 KDDF ( 625) 1'- 1.7" -64/ 126V 0/ OH 1.50" 0.20 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF 625$ C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS ,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Destgn h k d for n f p ) upldit at 24 "ox s an Gina BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'• 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.9' Allowed = 0.063" MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.9" Allowed = 0.094" MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" 1-02-07 MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.7" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.7" 12 10.00 NOTE:Design assumes moisture content does not exceed 19`b at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load/- -" Trussduration designedffor owind6loads in the plane of the truss only. ' M V O O O o" /-- T N O PAITALIMMIIMIMIMIMIMMIE N O 0 4 M-3x4 1, y y 1-00 [PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : POLYGON 3-D NH - J1 ',;(c- °'` sts, Scale: 0.6702 CJ GIIN tiilQ WARNINGS: GENERAL NOTES,unless otherwise noted: <{,r"� '7/5//r -yrr 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 t92.!P E r" Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � i�... DES. BY: E E is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o.c.respectively unless braced throughout their length by �"ii " !1,.• continuous sheathing such as plywood in ere and/or drywall(BC). ;, "Mfr - '"c. DATE: 9/5/2014 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. .. { 4_OREGON� 44, SEQ. : 6051187 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, b design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407533 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 142 T fabrication,handling,shipment and installation of components. necessary. I 7.Design assumes adequate drainage is provided. 61 0" RIO't 1 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center . ii 1l l.• I IIIIII VIII VIII VIII VIII I III VIII IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 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-1968(MiTek) EXPIRES:12/31/2015 11E 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-61) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 304V -28/ 92H 5.50" 0.49 KDDF ( 625) 2'- 4.1" -125/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND 2 Design checked for net(• o f1 plift at 24 "oc s acp inn. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.7" Allowed = 0.168" 2-04-13 MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.8" Allowed = 0.252" '( f MAX BC PANEL LL DEFL = 0.008" @ 2'- 8,6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.024" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = 0.000" @ 2'- 4.1" 10.00 7 MAX HORIZ. TL DEFL = 0.000" @ 2'- 4.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. f- -/ 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, f, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.f co Truss designed for wind loads in the plane of the truss only. v 0 co 0 N N 0 cO M .:1- - 0 - -/ o x,I >`;4 M 8x4 A- y y y 1-00 IAOVIdFt FULL_BFARING;Jts:2,3,41 6-00 ,0 PR OpS- JOB NAME: POLYGON 3-D NH - J2 `9 Scale: 0.6505 *., !%'`Jy(j�J 0 GENERAL NOTES,unless otherwise noted: w v' )/ WARNINGS: fff]]] p J2 1.Builder and erection contractor sht old be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual � OPE Truss: J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to in re stability during construction 2.Design assumes the top and bosom chords to dbt laterally braced at *W �u 2'o.c,and at 10'o.c.respectively unless braced throughout their length by '` DES. BY: E E is the responsibility of the erector.gtltlitional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „,„00 r! r ' �Y. DATE: 9/5/2014 the overall structure is the respon bilay of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n r n yv. SEQ. : 6051 188 4.No load should be applied to anydomponent until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. '7."r OREGON kr 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 loads be applied to any component. and are for"dry conddion"of use. .4,-- .1}" .� 4 TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if L 11,1E. -(1' .' fabrication,handling,shipment anp installation of components. ry. r'1 R 11.- PP 7.Design assumes adequate drainage is provided. 8.This design is furnished subject tolthe limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPIM?CA in BCSI,copies of whi will be furnished upon request. git coincide with jointacenter lines. 9.Digitssoini ide size of plateein Inches. EXPIRES: r�tb�1 n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) '�GI J I/2Q1 5 VIII IIIA This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2.3=(-83) 76 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 HDRZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -28/ 336V -40/ 123H 5.50" 0.54 KDDF ( 625) 3'- 6.5" -126/ 129V 0/ OH 1.50" 0.21 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.097" 3-07-04 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" 1. MAX TC PANEL LL DEFL = 0.018" @ 1'- 12.0" Allowed = 0.273" MAX BC PANEL TL DEFL = -0.032' @ 3'- 1.4" Allowed = 0.339" 12 MAX HDRIZ. LL DEFL = -0.000' @ 3'- 6.5" 10.00 7 1 _, MAX HORIZ. TL DEFL = -0.000" @ 3'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), v load duration factor=l.� Truss designed for wind loads v in the plane of the truss only. 0 0 N CO O V M rA- 0PAIITIIIIM 00 � ►/ ►�4 M-3x4 A-- ,t' ), y 1-00 'PROVIDE FULL BEARING:Jts:2,3,4' 6-00 JOB NAME : POLYGON 3-D NH - J3 IN - 6 Scale: 0.6005 ��r WARNINGS: GENERAL NOTES,unless otherwise noted: �C? v ✓// ( '. 'Trus1.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 92 Ike P E t-- Truss: s: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. +,,+" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,....-+fir - DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'Cr SI1 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 ki E Qtrussesses are to be used in a non-corrosive environment, ,- ..7(^ \ As TRANS I D: 407533 ts 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 8.Design assumes full bearing at all supports shown.Shim or wedge if 'S J f" 1 d, 2.° nfabrication,handling,shipment and installation of components. ecessary. p I (y 7.Designassumes adequate ne dthi ace iso truss, 'r''1, Cs A i 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 �'f Y I IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPI/VYTCA in BCSI,copies of which*II be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 1110 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0" 0.0" I TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 370V -53/ 154H 5.50" 0.59 KDDF ( 625) 4'- 8.9" -118/ 149V 0/ OH 1.50" 0.24 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 01 OH 5.50" 0.10 KDDF 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16= MiTek MT series I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.037" 4-09-10 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.049" MAX TC PANEL LL DEFL = 0.056" @ 2'- 9.1" Allowed = 0.377" T MAX TO PANEL TL DEFL = -0.053" @ 2'- 7.2" Allowed = 0.566" /- -/ MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.9" 12 MAX HORIZ. TL DEFL = -0.001° @ 4'- 8.9" 10.00 7 �j NOTE:Design assumes moisture content does not exceed 19'1 at time of manufacture. 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), C.) load duration factor=l.6 Truss designed for wind loads v in the plane of the truss only. rn 0 0 v N c U) CO r/- 7 O/ -/ 0 ...><-...4 1 M-3x4 ), y y 1-00 (PROVIDE FULL BEA ING;Jts:2.3,41 6-00 11 5c0 PROp JOB NAME: POLYGON 3-D NH - J4GI1 s, Scale: 0.5446 ���� ����/� ��� WARNINGS: GENERAL NOTES,unless otherwise noted: f� ^^�� 1.Builder and erection contractor s Id be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .92 e•{"pt-G v Truss: J4 and Warnings before constructio mmences. building component.Applicability of design parameters and proper 2.204 compression web bracing mu be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to i re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at *.4e4 �r 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous DES. BY: E E Is the responsibility of the erector dditionel permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �Ilm�!" �y DATE: 9/5/2014 the overall structure is the respon ilay of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • mac, 4.No load should be applied to any mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -37 OREGON ti.,, SEQ. : 6051190 fasteners are complete and at no line should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,,- '7 N� A, design loads be applied to any cohlponenl. and are for"dry full b on"of use. /,�+, '�}r riQ �` - TRANS I D: 407533 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. (dye" ii fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R IRy„1.. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II II II I 1111111 II(IIII III 111 (III(III TPI WfCA in BCS(,copies of whirl will be furnished upon request. Digs coincideictwith jointacenter lines. 9.lines indicate size of plate in inches. b1 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 11111 1I1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-138) 116 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 403V -66/ 185H 5.50' 0.65 KDDF ( 625) 5'- 9.2" 0/ 77V 0/ OH 5.50' 0.12 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -106/ 169V 0/ OH 1,50" 0.27 KDDF ( 625 ) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r r • 11. r. t, t REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" /- -/ MAX TC PANEL LL DEFL = 0.164" @ 3'- 7.4" Allowed = 0.481' MAX TC PANEL TL DEFL = -0.147" @ 3'- 5.0" Allowed = 0.722° 0 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" 10.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. 01 CrCDCD inN O co CO) r/- V o� 4 gemm M-3x4 f- y y y 1-00 6-00 is 1 .. 1 • • JOB NAME : POLYGON 3-D NH - J5 `�` 0 PROFes� Scale: 0.5235 C? 1511p 0 WARNINGS: GENERAL NOTES,unless otherwise noted: J7 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 't 9241!PE E S"� Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, 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• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. *tea DATE: 9/5/2014 responsibilitybuilding designer. Impactbridging or Pcq g(r s mO . i• the overall structure is the res onsibilit of the 3.2x bdd in lateral bracingrequired where shown++ � S /1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractors! OREGON .14,,,TRANS I D: 407533 tJ E Q ;G.- \� ,Cdesign 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 14, V� fabrication,handling,shipment and installation of components. necessary. ' 7.Designassumes adequate ne dthi face iso sed �,,,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I 11 IIII(IIII VIII(IIII 1111111 III IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide ech joint center linea 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS I TRUSS SPAN 7'• 2.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR I. LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(•218 193 3-4=(-113) 63 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -24/ 377V -80/ 217H 5.50" 0.60 KDDF625 Connector plate prefix designators: i LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -240/ 394V 0/ OH 1.50" 0.50 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.4" -101/ 55V 0/ OH 1.50" 0.09 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP LCOND, 2: Design checked for net( pof) uplift at 24 "oc spacing,] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 / -/ MAX LL DEFL = -0.002" @ -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.075" @ 2'- 9.2" Allowed = 0.481" If MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 12 � 10.00 , NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), - load duration factor=l.6 Truss designed for wind loads Cr) o in the plane of the truss only. ct to O N- co) V ooh 55< 1 M 3x4 A- ,[, ), y I 1-00 6-00 1-02-07 ;r I 1_ JOB NAME: POLYGON 3-D NH - J6 Scale: 0.4676 ”/5//r p�,GINE s/ WARNINGS: GENERAL NOTES,unless otherwise noted: .1~ u' r ,a P E cy 1.Builder and erection contractor shp Id be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual w K"^ Truss: J6 and Warnings before construction' mmences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mu be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to in re 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 � e' DES. BY: EE is the responsibility of the erector. dditionel permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. 'w" DATE: 9/5/2014 r cin eR ) yw ( ) '' �1�. the overall structure Is the respon'il8y of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0 r +�� �^c. 4.No load should be applied to any mponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. •,r! OREGON 44/ SEQ. : 6051192 fasteners are complete and at no i e should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, G- ,© design loads be applied to any co onent, and ere for"tlry condition"of use. /' "Q'r ,� 2a .-, TRANS I D: 407533 5.CompuTrus has no control over an assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �P necessary. fabrication,handling,shipment an installation of components. 7.Design assumes adequate drainage is provided. Ri 1 Ll"' 6.This design Is furnished subject to e limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI WTCA In BCSI,copies of which will be furnished upon request. git coincide withzjoint ate in inches.9.Digits indicate size of plate in inches. MiTek USA,Ina/CompuTrus SOflware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C4=1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-267) 238 ( ) TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -90) 38 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -93/ 250H 5.50" 0.61 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ) 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -226/ 355V 0/ OH 1,50" 0.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.8" -15/ 23V 0/ OH 1.50" 0.04 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( psf) uplif at 4 'o pa ine I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX IC PANEL LL DEFL = 0.119" @ 2'- 11.7" Allowed = 0.481" 0 MAX IC PANEL TL DEFL = 0.105" @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'- 4.1" MAX HORIZ. TL DEFL = -0.003" @ 8'- 4.1" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. rr Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c,› load duration factor=1.6 -- Truss designed for wind loads o a in the plane of the truss only. O N I,- 0 CO CO 7A- 7PriAMEIMINIMINIMINIMINI O''-- 0 5=I M-3x4 ,k ) y ), 1-00 6-00 2-04-13 (PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME: POLYGON 3-D NH - J7 ` PRO' , Scale: 0.4230 C-, t17(''"�JK«+1 /"" WARNINGS: GENERAL NOTES,unless otherwise noted: yd y� f I�3✓/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 .4 ' 9G,10PE {' 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,. +i- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON S E Q /+„ .7 S} design loads be applied to any component. and are for"dry condition"of use. / -7 Q TRANS I D: 407533 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 ,/J /+ tb..,T' fabrication,handling,shipment and installation of components. necessary. �`�nT 7.Design assumes adequate drainage is provided. f'T w1'v 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 �"F Ft 1 4- (VIII VIII(III)VIII(III III I VIII(III(IIITPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center linea 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(Welt) EXPIRES:12/31/2015 11111111111 IIAIIIIII 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-320) 288 3-4=(-103) 46 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 BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I 0'- 0.0" -23/ 376V -107/ 285H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: I LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc I 5'- 11.2" -250/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 7.3" -54/ 78V 0/ OH 1.50" 0.12 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 asfLup ift at 24 "oc saucing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" h MAX TC PANEL TL DEFL = •0.075' @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 6.5" MAX HORIZ. TL DEFL = -0.005" @ 9'- 6.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 y system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �( load duration factor=l.6 Truss designed for wind I0 loads cr in the plane of the truss only. o v 0 N CO O M o� 5- ... 0 /3x4 y ) 1, 1, 1-00 6-00 3-07-04 (PROVIDE FULL BEARING'Jts:2 5.3.41 0PROp0 JOB NAME: POLYGON 3-D NH - J8 Scale: 0.3820 `o, ,1/4(;f(,JOCNj/ -S,0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4J 'ryry" ` /p9 1.Builder and erection contractor st uld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '� .92 t 11t�E r Truss: J8 and Warnings before constructio ommences. building component.Applicability of design parameters and proper - 2.2x4 compression web bracing mai be installed where shown v. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to i re stability during construction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: EE is the responsibility of the erecta2'o.c.and at 10'o.c.respectively unless braced throughout their length by dditional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „...04111/000,0," 42.111 �•y. DATE: 9/5/2014 the overall structure is the respon bility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ + OREGON 1.. 4.No load should be applied to any'..mponent until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. •37 +OREGON ij/ SEQ. : 6051194 fasteners are complete and at no e should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, . '2j ave ,4 design loads be applied to any co ponent. and are for"dry condition"of use. /'v� _'�}' r10 ^. TRANS I D: 407533 5.Compuladrus has no control over a .assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if J 14, necessary. . fabrication,handling,shipment an Installation of components. 7.Design assumes adequate drainage is provided. RAIL ly\.,.. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I HIM II II111111111111111 IIIIIIVIII(IIII IIII IIII TPI/WfCA in BCSI,copies of whl r will be furnished upon request. git coincide with joint center lines. 9.Digitssitsize of tplate ein inches. 1f�CLC� r1�o CC MiTek USA,InC./CompuTrus�oflware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,E5R-1568(MiTek) EXpIRC7:12/31/ ©1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&8TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-375) 304 3.4=(-145) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -58) 0 BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 9.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 332H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN10 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 60V 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" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -131/ 196V 0/ OH 1.50" 0.25 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I ---/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- O,D" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.6" Allowed = 0.080" MAX TL CREEP DEFL = -0.001' @ 10'- 9.6" Allowed = 0.107" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0,006" @ 9'- 11.2" 12 NOTE:Design assumes moisture content does 10.00 not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M Wind: 140 mph, h=23.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 4r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O 1( load duration factor=1 N o Truss designed for wind loads o in the plane of the truss only. CD M VPAIIIIIIIIIIIII 17 o� 6►_� y 0 7,- M-3x4 y y ), y 1-00 6-00 4-09-10 (PROVIDE FULL BEARING:Jts:2,6,3.41 JOB NAME: POLYGON 3-D NH - J9 ° 6 Scale: 0.3563 CaitV WARNINGS: GENERAL NOTES,unless otherwise noted: . /5// r.- -Ss 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 !t921 I 1 E yr" Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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/ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r40a' - DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON N 44 S E Q .� A. TRANS I D: 407533 design loads be applied to any component. and are for"dry condition"of use. �,rr�, ,f/.},,.. (‘-'s.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 14 2- necessary. fabrication,handling,shipment and Installation of components. T- 7.Design assumes adequate drainage is provided. 'f'f, [:a'r-5�y �, II VIII 11111 Ill VIII Hill VIII(III(III 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center f f 1l 1 TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS i TRUSS SPAN 12'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR ILOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF H1&BTRSPACED 24.0" O.C. 2.3=(-412) 382 3.4=(-193) 141 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -55) 30 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: 12.0" 0.0" 1 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 357H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -138/ 195V 0/ OH 1.50" 0.25 KDDF ( 625) 12'- 0.0" -31/ 50V 0/ OH 1.50" 0.08 KDDF ( 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND 2 Design checked for np�( nsfl uplift at 24 "oc s acn ina•I / -v VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" , MAX HORIZ. LL DEFL = -0.007" @ 11'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 11'- 11.2" 1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 10.00 Wind: 140 mpht h=24.2ft, TCDL=4.2,BCDL=6.0 ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=1.6 Truss designed for wind loads ca in the plane of the truss only. 0 0 N i O O .- M O O M-3x41-1 A- > y > y 1-00 6-00 6-00 PROVIDE FULL BEARING;Jts:2,6,3,4,5I JOB NAME : POLYGON 3-D NH - J10 " 0 PROP ` Scale: 0.3223 ��*., `��l5//` '�(��� WARNINGS: GENERAL NOTES,unless otherwise noted: (��1 '�a 1.Bulkier 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 '1921 11" v Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing most be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Irjyure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector,4dditionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p /`�mr p y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l' n. DATE: 9/5/2014 the overall structure is the respo,1 bility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^�OREGON 5`c' SEQ 4.No load should be applied to any'.Qomponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '�+f ",.,rRE GON „, *y SE Q. : 6051196 fasteners are complete and at no One should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L design loads be applied to any component. and are for"dryfullb condition"of use. 1*.‹.) '9 fr 1'4, TRANS I D: 407533 5.CompuTrus has no control over and assumes no responsibility for the 8'Design assumes full bearing at all supports shown.Shim or wedge if (Af�`�+ t fabrication,handling,shipment and Installation of components. ry. iiiii i'A I Ly.. P P 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI/WTCA in BCSI,copies of whiQh will be furnished upon request. lines coincide with joint center nche. 9.Digits ndsize of tplate in inches. V 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 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX ME1-2= FO 0) 84 2 2-4/4-(0)(0) 0q=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-74) 28 0 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 OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -91/ 441V -12/ 79H 5.50" 0.71 KDDF ( 625) Connector plate prefix designators: 3'- 3.2" -7/ 40V 0/ OH 5.50" 0.06 KDDF 625 C,CN,C18,CN18 or no prefix) = ormpuTrusLL 25 PSF Ground Snow (Pg) 3'- 6.0" 37/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) ( p , 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. QOND. 2 Design checked for net( p�f)�plfft at 24 "oc s a 'nc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MCX LL DEFL 0.019"21 @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL -0.021" @ -1'- 8.D" Allowed = 0.222" 12 MAX BC PANEL LL DEFL = 0.009" @ 1'- 7.6" Allowed = 0.129" 6.00 12 MAX BC PANEL TL DEFL = -0.008" @ 1'- 9.0" Allowed = 0.172° MAX HORIZ. LL DEFL = -0.000" @ 3'- 5.2° MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.2" NOTE: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. 0 Wind: 140 mph, h=15ft, TCDL=4.2 BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. in o O N N Chi st0 st Iimi 8/- 211111.--_.. 11 4� M-3x4 y y 1-08 3-06 (PROVIDE FI B ARING;Jts'2 4 314 31 JOB NAME: POLYGON 3-D NH - P1 ,. PROF, Scale: 0.7235 .7�$�� 7 -.. WARNINGS: GENERAL NOTES,unless otherwise noted: ry 7J� 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 .9G 4 PE Y"` Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Y � DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �Imr"' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/jr in, DATE: 9/5/2014 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. ( REDO 41/ S E Q ld any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,! y� 1} TRANS I D: 407533 design loads be applied to any component, and are for"dry condition"of use. {� A.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 14 2. 4 fabrication,handling,shipment and installation of components. necessary. - qI (y p 7.Design assumes adequate drainage is provided. 'V! 'l'F Il i 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 rt RIO- 6. III III 1111111 IIIVIIII III VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. MiTek USA,Ir1C./CompuTrus Software 7.6.6(1 L)-E 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) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 3'- 3.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR ILOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR I SPACED 24.0" O.C. 2.3=(-69) 26 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 0 +DL 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL 25. ( BC LATERAL SUPPORT 12SPECIES DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. OVERHANGS: 20.0" 0.0" I TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 478V -12/ 82H 5.50" 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.7" -36/ 77V 0/ OH 1.50° 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix)) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT seriesLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 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 = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.204" 12 MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.3" Allowed = 0.306" 6.00 I/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 2.9" NOTE: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. I Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 Truss designed for wind loads in the plane of the truss only. 0 0 cu N O) O cm M.,_ ' - - O - - 0` 2> 4 M-3x4 A- ) y y ) 1-08 2-00 1-03-11 (PROVIDE FULL BEARING;Jts:2,4,31 �.0 PR pry. JOB NAME: POLYGON 3-D NH - SJ1 spate: 0.7307 ,4, � " etc WARNINGS: GENERAL NOTES,unless otherwise noted. i:t . 1.Builder and erection contractor shiuld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =921 t t"E r" and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: SJ 1 incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing mu t be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �F. 3.Additional temporary bracing to in are stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 411010 DES. BY: EE is the responsibility of the erects'Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fY. DATE: 9/5/2014 the overall structure Is the respon ibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tZ SEQ. 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. ki S EQ. : 6051 198 fasteners are complete and at nit lime should any loads greater than 5.Design endere assufor"mescontrusseson"ereof to beuse. /r--used in a non-corrosive environment, .1, N tis 4, design loads be applied to any component. dry dilli" 1 TRANS I D: 407533 5.CompuTas has no control over and assumes no responsibility for the 8'De signary.umes full bearing at all supports shown.Shim or wedge if ff�,}y/. �y 1 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r-}r1 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 Ili EN VIII VIII 11111 VIII Ell (III TPI/WI-CA In SCSI,copies of which will be furnished upon request. Digs coincideitwith jointacenter lines. a.Digits iasize oplate in inches. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) nPI p E';12/31/2015 IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7,7° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2.5=(0) 0 BC: 2x4 KDOF M1&BTR SPACED 24.0" O.C. 2-3=(-137) 59 3.4=( -56) 26 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) 0'- 0.0" -97/ 466V -25/ 134H 5.50" 0.75 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -98/ 51V 0/ OH 5.50" 0.08 KDDF 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc 3'- 2.9" -108/ 233V 0/ OH 1.50" 0,30 KDDF ( 625) = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 7.7" -43/ 95V 0/ OH 1.50" 0.15 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 "ox s acD lntlg) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019' @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021° @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.003° @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'. 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 6'- 6.9" MAX HORIZ. TL DEFL = -0.001" @ 6'- 6.9° 12 6.00 / NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, 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 3 o in the plane of the truss only. N co O V7 /' M O V M r/- V 61111111111111 O O� 2►� 5�� 1 M-3x4 f- 1-08 2-00 4-07-11 'PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME: POLYGON 3-D NH - SJ2 `�n PRt1,cs� Scale: 0.5609 {�'/5// '0, WARNINGS: GENERAL NOTES,unless otherwise noted: /4,, 1�y r�.- jr 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 92 41 O P G 'T"F Truss: SJ 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. 4411,7' /}' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. now,- DATE: 9/5/2014 r gRs ( ) the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � !x' /� 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 /, ,� design loads be applied to any component. and are for"dry condition"of use. /,r� '1 2n -,., TRANS I D: 407533 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! 7 �1<i necessary. 41. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '+; P RIO- 6. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II III VIII 111 Hill VIII'III'III TPI/WTCA in BCS',copies of which will be furnished upon request. git coincideiictwith joint ate inrnche. B. Digits size of plate in inches. vv n n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EnP(RES:1 t1/c®15 r 1111 IIIIII This design prepared from computer input by 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) 84 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-194) 91 3.4=(-133) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -58) 27 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: 20.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA I LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 471V -38/ 186H 5.50" 0.75 KDDF( 625$ C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 1'- 9.2" -93/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 2.9" -91/ 196V 0/ OH 1.50" 0.25 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 6.9" -117/ 252V 0/ OH 1.50" 0.32 KDDF625 9'• 11.7" -41/ 88V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I, r t• t- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.204" MAX TC PANEL TL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.306" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 5 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" NOTE:Design assumes moisture content does f not exceed 19% at time of manufacture. 12 Design conforms to main windforce•resisting 6.00(-" 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=l.6 Truss designed for wind loads 0 O in the plane of the truss only. N 4 O Lr) O co I) a 0 2 6>< 1 M-3x4 A- y y y > 1-08 2-00 7-11-11 (PROVIDE FULL BEARING:Jts:2,6,3,4,51 t.C) PROF JOB NAME: POLYGON 3-D NH - SJ3 ( °Y Scale: 0.4335 ��� ���?���lY �� WARNINGS: GENERAL NOTES,unless otherwise noted: '4J /f -57 "'Tru1.Builder and erection contractor shit Id be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ?921 S P E 'r- Truss: ss: SJ 3 and Warnings before construction opmmences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing mustbe installed where shown+, incorporation of component is the responsibility of the building designer. ,. 3.Additional temporary bracing to In<,t re stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.end at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector..Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. *a!r • DATE: 9/5/2014 p gR s ryw the overall structure is the respond lil8y 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. -37 A_OREGON `KI SEQ. : 6051200 fasteners are complete and at no tlrhe should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -- 'I � s design loads be applied to any component. and are for"dry condition"of use. lb if 1,r 2.0 ""1(,- TRANS I D: 407533 5.CompuTws has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if s/ 14, necessary. f" fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 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 II II VIII 1111 VIII I III III III)(III TPI/WfCA in BCS(,copies of whirr will be furnished upon request. Digits dciat with jof anrnche. 9.Digits indicate size of plate in inches. Er❑❑ pp qq q�}/ ny MiTek USA,Inc./CompuTru3 S$tware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) }t PI nE J,1 G/d I/2U 1 CJ