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Plans (114)
k\< .- aC:t - LO kou 40'-0' r GARAGE LEFT _11 11 r . 1 • c:, itst., -1.p, L-.. elq4RR4nRgs4nk)ASJi ASJ1 H ASJ2 /77 ASJ2AH1 (2) 6:12 AH2Av AH3 - ,•r , v / AHSC AH6 AH7 \ Z? Al (4) AH7 6:12 6:12 AH4 BH3 BH2 13111 (2) I :12 \ _ ,`02 (2) 9 Dl 6:12 X8.12 E (3 _ , 6:11 — :12 ■ ■ ®CONFORMS TO DESIGN CONCEPT 12 :1 ( Ta OUCH 8 In 10 C Fli_ JFORMS TO DESIGN CONCEPT WITH _ L. REVISIONS AS SHOWN 20'.41 ' 6E� ❑X CONFORMS TO DESIGN CONCEPT ElNON CONFORMIPn REVISE AND RESUBMIT ar ❑CONFOREVISIONS RMSNOTTODED ESIGN CONCEPT WITH � THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 4 _ ❑NON-CONFORMING—REVISE&RESUBMIT WITH THE DESIGN CONCEPT OLY AND DOES NOT RELIEVE THE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE wlrH DESIcry coucEPr oNLv Auo NOES NOT au.IEVE THE FABRICATOR/VENDOR OF RESPCNSIBILITY FOR CONFORMANCE WITH THE FABRanToanyNwaoFaesaoNSIBiurvFoacoyFOaruNCFwyHOES-eU . DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 40'-0' DRAWINGSSPECIFICATIONS,AND APPLICABLE CODES ALL OF WHICH HAVE PRIM OVERTHISSHOP DRAWING, OVER THIS SHOP DRAWING. ClOTPATTTO CHAII IIFDTFV AIL f1TISIJCTr1UC By Alexia Fukui Date 9/22/14 MILBRANDT ARCHITECT By: Todd R. Eaton Date: September 19, 2014 5 CT ENGINEERING INC ©Copyright CompuTruS Inc.2006 EL n_158 l. IooUE DATE: ABOVE PLAN PROVIDED FOR TRUSS ' PLACEMENT ONLY.REFER TO POLYGON NW 03/31/14 ENGINEERED CALCULATIONS STRUCTURAL AND PROJECT TITLE: REVISION-1: DRAWINGSNDFOR ESIGNER/ENGINEER ALL FURTHERi.,..,,, umber INFORMATION.BUILDINGar PLAN 5-B COFFER DESIONSIBLEF FOR OF RECORD , RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 5 / B CHECKED BY: REVIEW AND APPROVE OF ALL ,TRUSS COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. Q 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. 401-0' 11 GARAGE RIGHT =2g, 54R4R514qq ASH Al ASJ2 A • ( AS12 011 6 12 1(2) 1 Aft AH3 A I I AH4C AHSC AH6 AH7 .� Al (4) AH7 AH6 6:12 6:12 Ar BH3 BH2 :1e 14141 / •A .. (2) ' O R•12 Il• 6:12 D1 3 C 6:12 4` bpi `trip op c�7J..- Z CONFORMS TO DESIGN CONCEPT to to cy G7le, ❑ CONFORMS TO DESIGN CONCEjWITF C7 '1 6• REVISIONS AS SHOWN NON-CONFORMING-REVISE AND ESQBMIT ❑X CONFORMS TO DESIGN CONCEPT87 ❑CONFORMS TO DESIGN CONCEPT WITH 1 SHOP DRAWING HAS BEEN R VIEWED FOR GENERAL CONFORP,IANCE REVISIONS NOTED PiT!H THE DESIGN CONCEPT ONL AND DOES NOT RELIEVE THE o NON-CONFORMING—REVISE&RESUBMIT 'r 943° FABRICATOR VENDOR OF RESPONS BILITY FOR CONFORMANCE WITH THE TM`s SHOP DRAWING Ho BEEN REOEWEo FOR GENERAL CONFORMANCE _ DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY WITH RICATOFINENDOROFRESPONSSIDmFORCONFORMANCEWIERDESIGN OVER THIS SHOP DRAWING. CON1RACTOR SHALL VERIFY ALL DIMENSIONS. DRAWINGS,SPECIFICATIONS.AND APPLICABLE CODES.ALL OF WHICH EASE M M PRIORITY OVER THISSHOP lexlo FAwING. (//40 O By: Todd R. Eaton Date: September 19, 2014 By Alexia Fukui Date 9/22/14 MILBRANDT ARCHITECTS CT ENGINEERIIJG© H(�lghtcompuTruslnc.2oo6 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/1 TRUSSPLACEMENT O CALCULATIONS AND PROJECT TITLE: ENGINEERED STRUCTURAL BM REVISION-1: DRAWINGS R/E GIN ALL FURTHER paafi umber PLAN 5-B COFFER INFORMATION.BUILDING DESONSIBLE FOR AL NON-TRUSSORECORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FO CTIO BUILDI TO TRUSS CONNECTIONS.BUILDING CHECKED BY: DESIGNER/ENGINEER OF RECORD TO & TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. NMI NM MI I MiTek° MiTek USA, Inc, 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Verytruly s, avid Baxter, P.E., S.E. Sr. Structural Engineerg,EO PROP? MiTek USA �� �yGINEFg(g%2 DB (t :9200PE r .4111111. 6. yG OREGON � „c4t, i0 qyy4 2p 12/06/2017 _4/- v EXPIRES: 12-31-2019 NM Ell mit MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��Eo PROFL-, "c <4, �NGINE�R l* Q s 2PE ( i , 4)j, OREGON q, QN. AMBER 1' SSA HEN- EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. lot MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Re: PL14-9OUP Fax 916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. lzyTONIO 49639 4- •cis April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 5B R41832522 PL14-90UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Mitek Industries,Inc. Mon Apr 21 15:39:21 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-cHTKdJc1YpmObb_IRPgo7B0ohg07S71HOPDhOfzOQTa 1 2-6-0 I I 2-2-9 H I 1-2-0 1 1 2-4-11 Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 00 N 44000404N O - D D 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 10111 1 1113-1 1 1 16-4-12 1 9-11-9 0-i- oa-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,111:0-1-8,Edge} LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. o'ONIO TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 GOoj�OV WAS141, 4 WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 �' rr, Cly d NOTES 0� Cri 1)Unbalanced floor live loads have been considered for this design. 1;1- 2) 2)Refer to girder(s)for truss to truss connections. to 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to d be attached to walls at their outer ends or restrained by other means. p 4) .49639 Q, LOAD CASE(S) Standard �S'SI0IVALSII'" ���Ep PR()Fe. �� �NiNEFR /�2 Q 87022PE r 6(6461.44 N AV y Aj, OF EGO tf'Azi OS 4. HET- .IBES:(16/30/2015 April 22,2014 t t AWARNIM3-Verity design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENPAGE NII-1473 rev.1/29/1014WORE USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �W Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/SP11 Qualtly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP}lumber is specified,the design values are those effective 05/01/2013 by ALSC Job Truss Truss Type Qty Ply 5B R41832523 PL14-90UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:22 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-4U1 igfdfJ7uFCIZU_7B2f0Y183g0BcGRF3yEw5zOQTZ 1 1-6-0 1 1-3-4 1 1 0-8-3 1 1 2-3-0 I 1 1-2-0 1 1 1-0-5 1 2-6-0 I Scale=1:27.7 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 34x6= 4 5 6 7 8 9 10 -X.' — 0 0 01 04 a o 0 17 15 14 13 12 11 3x4= 3x6 — 4x5— 3x5= 1.5x3 II 3x4 = 3x4= I 3-0-4 I15-10-12 I 3-0-4 12-10-8 Plate Offsets(X,Y): 17:0-1-8,Edoel,r12:0-1-8,Edciel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 16=1266/0-5-8 (min.0-1-8),17=-335/Mechanical,11=456/Mechanical Max Uplift 17=-426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) _trtONIO T' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. d' Qi,WAS YY TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=-1002/0,6-7=-1002/0,7-8=-1099/0, �� • 8-9=-1099/0 �" __6ir ' �n0 d (i BOT CHORD 16-17=-664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 fij : 1, i WEBS 3-16=-718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=1177/0,9-11=-960/0, 9-12=0/379,3-15=0/856 r NOTES r0 49639 :k. 1)Unbalanced floor live loads have been considered for this design. Off, �4btSTER� 2)Refer to girder(s)for truss to truss connections. �} 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. .5.'s G 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. RE) PR,(Fe ss LOAD CASES) Standard c.e`5 <N I NEF,Q >02Y 870 2PE N cti ,N N -7 '0j, OREGON q, O� 8ER11 R9 A- HE�A4P EXPIRES:06/30/201'5 April 22,2014 f I AWARNING-Verify design parameters and READ NOTES ONTHIS AND IN2_WEDWHEN REFEREI PAGEMII-7473 rev.1/29/2014BEFOREUME , Mi Design void for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 'W Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP)lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5B R41832524 PL14-90UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:23 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-Ygb42?eH4R06gv8gYgiHCc57kT4Ew0FaTjinSYzOQTY I 2-6-0 I I 2-5-1 I I 1-2-0 I I 2-4-11 Scale=1:28.9 1.5x3 I I 3x5= 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 No • / _ � o 0110.1...........— \ O tr � N 9 e e p _ c9� 1 12 11 10 3x4= 308= 3x4= 3x5= 3x4= 10-10-9 11-7-1 1 10-2-1 103(9 1111319 I 16-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edae1.111:0-1-8,Edae1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0'ONIo 74 TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 6..i. BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 GI.3 �o WAS 1A WEBS 6-10=-324/0,2-13=1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 NOTES cO . x tTi 1)Unbalanced floor live loads have been considered for this design. N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to /44 /ir be attached to walls at their outer ends or restrained by other means. rt:1 49639� 1`,�UW� LOAD CASE(S) Standard ��- ��QrsisR ��, PROpe, �,\ ,,N(''INEFR X04.'"... .876 2PE � 1-- % cn „v 7 �Aj, OREG N ti�O4�J 08 . HE ‘P A. EXPIRES:a6130/2015 April 22,2014 I r A WARMING-Verify design parameters and READ!MESON THIS AND INaUDED MITER REFEREMJ PAGE MII-7473 rem 1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 'p Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 N Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 58 R41832525 PL14-90UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:24 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-0s9SFLfvrk8yS3it6YDWIpeEXtNnfT6kiNRL?_zOQTX 2-3-0 1 1-4-11 II 1-2-0 II 1-0-9 1 2-6-0 Scale=1:31.6 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 I I 304= 1.5x3 I I 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 o a N ' 15 14 13 12 11 16— 3x4= 3x8 = 3x5= 3x4 = 4x4 = 3x4= 14-3-11 I 13-1-11 o-7-00110-7.01 18-1-4- Plate Offsets(X,Y): f12:0-1-8,Edgel,f13:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NIo TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=-2477/0,8-9=-2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 d3 df:WAS.k WEBS 7-13=0/354,8-12=-569/0,2-16=1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, G ,s 6-13=-860/0 CO4" �l Cd NOTES N 1)Unbalanced floor live loads have been considered for this design. t 2)Refer to girder(s)for truss to truss connections. r 4'`'r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4963cri • 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 Q� 43ISTEg� be attached to walls at their outer ends or restrained by other means. SSIO1kFAL�G LOAD CASE(S) Standard In P Rop ..<<,'R1/4-- ss.<r„ i— <. , FR cif 87O22PE '2 9 CP N� , N "0 OEG 1Uy O -A0 �M$ER '\1 Os, 4. He �''\P .EXPIRES:06/30/2015 April 22,2014 A WARNING-Verify design parameters and READ PATES ON 7111S AND IhC2UDED MIIEK REFERENCE PAGE 1,1I1-1413 rec 1/19/2016 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. �W Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M iTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 9150i/them Pine ISP)lumber is specified,the design values are those effective 06/01/2013 by AISC Job Truss Truss Type Qty Ply 5B R41832526 PL14-90UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn4OsHnThlyaLlAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjdrh4P7Ju1 AhwS3tzOQTV 1 1-3-0 1 11-1-1 11-2 1-2-0 I I 2-4-15 1 2-6-0 I Scale=1:35.4 4x5— 3x4— 3x4= 3x4 — 3x4= 4x4= 3x6 FP— 3x8— 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e • TIII _/ Ji O • a 9" 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5= 3x5 WB- 15-7-9 1 14b95-0-9II I 20-9-8 I 14-5-9 7-0 b-7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edge},118:0-1-8,Edge} LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress lncr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ". ONIO 44, TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=3413/0,6-7=-4247/0,7-8=-4247/0, •y"N 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=-4230/0,12-13=-3519/0, GoC SOV WASIttitA 13-14=-3519/0,14-15=-3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, Q� It' C� TY-. ' 19-20=0/3519,18-19=0/3519,17-18=0/1990 co v A^ �' , tri WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, N 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, �J 12-20=0/1057 f . NOTES "P 49639 kri 1)Unbalanced floor live loads have been considered for this design. 0�� T �~ 2)All plates are 1.5x3 MT20 unless otherwise indicated. �St — .QCs 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��E) P R()Fess LOAD CASE(S) Standard Co' GIN F Q 870 2PE r y02 t o SAT GREG S N ti: �ti %1. �M$ER11 O EXPIRES:f16i30/2015 April 22,2014 1 A WARNING-Verify design parameters and READ?CIES ON THIS AND INCLUDED MIIEK REFERENCE PAGE NII-7473 ma 1/29/2014 BEFORE USE MINIM Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M iTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 58 R41832527 PL14-90UP F06 Floor 1 1 Job Reference(optional)y Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjkKhEo7WEIAhwS3tzOQTV 1-4-0 I 2-6-0 l 1 1.5x3 I I 2 3x4= 3 1.5x3 II Scale=1:8.7 II II II spill II 0 N lir% ME MIL 14U 5 U 4 3x4= 3x4= 9-181 4-1-0 I 1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0ONIO p NOTES 1)Refer to girder(s) OdWfor truss to truss connections.2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5.3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIPI 1. i,o T i ?' d 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Gd(0.131"X 3")nails. Strongbacks to co F . �� i be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard r0 � � �+ t9639 4/� S-10NALV�G ���Ep P R QFFss ��s�g �tJCa1 NEF� /�7/ 87022P; i CV N y �Aj, OR GON rye <U �0• F' BERAl �O Os . HEc EXPIRES: 0/2015 April 22,2014 B i A WARNING-Verify design parame lrs and READ WITS ON THIS AND INCLUDED AMEX REFERENCE PAGE MII.1413 res.1/29/2018 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. �k Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MITP,IC" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/BPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 , ft Southern Pine ISP)lumber is specified,the design values are those effective 06/01/2913 by ALSC Job Truss Truss Type Qty Ply 5B R41832528 PL14-90UP F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwgoeLOlSvfozjUmsbG8Jd?PY81zOQTT 1 1-7-12 I I 1-8-15 1 1 1-2-0 i 1 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 H 3x4 = 1.5x3 II 3x5= 1.5x3 II : <3x3: 8 91si —t-- : -.. " -11. 1111.11: O e B B ��p(p 19 8 17 16 15 14 13 `12 3x4 I I 3x6= 3x8= 3x5 = 3x5= 1.5x3 II 3x4 = 3x4= 1 1-10-12 2-0.4 17-5-4 1 1-10-12 0-128 15-5-0 Plate Offsets(X,Y): 12:0-3-0,Edge1,18:0-1-8,Edge1,113:0-1-8,Edgel,119:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .�A� TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5=-2192/0,5-6=-2192/0,6-7=-2379/0, G0%�Q+�!�VA$ YY 7-8=2379/0,8-9=-1741/0,9-10=-1741/0 BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, Q,s,'({ S %r; �' d 12-13=0/909 c 4', O1, tri WEBS 9-13=-408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, N 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 0,.., / N TES 11. • 1)Unbalancedfloor live loads have been considered for this design. �O 49639 47 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. x:49,, .16 IS � 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. s°IONA",. , 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 of and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. (0" 0 P R OF The design/selection of such connection device(s)is the responsibility of others. Q` F 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). j ANG(,NI NE&,d's'o 1 444 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 87122PE Uniform Loads(plf) i. Vert:12-19=-8,1-11=80 Concentrated Loads(Ib) Vert:1=-304(F) 5 :...;;;GT:)KfIN N�N A. HES EXPIRES:X0/2015 April 22,2014 t , A WARNING,-Verify design parameters and READ ROTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MII-1473 nem 1/29/291.1 BEFOREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 H Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 56 R41832529 PL14-90UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwg0eLOlSvfo4nUv9bNVJd?PY81zOQTT I 2-6-0 10-5-10 I I 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 a e I♦- o R N N A-- \I 1C1 9 e 8e3x4= � / 3x4= /X\ 3x4= 3x4= I 3-1-2 31-110 3-9-10 1 44-10 416- 8-6-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edge1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except • BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0ONIo , TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 1�� BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 OC'. diWAS �Y WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 I �.< NOTES rAT 7 ti; 0� [n 1)Unbalanced floor live loads have been considered for this design. • 1 N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 144../ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. <. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "di .4 49639 <{r� be attached to walls at their outer ends or restrained by other means. Oet, 44/ � ]S,PEg� LOAD CASE(S) Standard vs,ONALti cs <C\EO PROFFsC5' _1/4 <Na1NEFR X09 .87A 2PE • CV -7��Aj,.OREGO ti O�� 'l)0 AMBERO1 \-' OS 4. HST- EXPIRES: 0/2015 April 22,2014 t t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERENCE PAGE NII-1473 re r.1/29/201d BEFOREUSE d Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 M Southern Pine(SP)tut-ober is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 5B R41832530 PL14-90UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:29 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-NgyLI2j2fHmFYgbqv5phStLFYuG7KsvTsf96gCzOQTS I 2-6-0 I 0-5-6 I I 1-2-0 I I 1-7-2 Scale:1"=1' 11.5x3 II 2 3x4= 31.553 II 4 3x4= 51.5x3 II TT 0 e 0 ..----\ 0 N 9 N e /`- 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 3r2-8 3-9-6 I 4-4-6 1 6-2-8 I 3-0-14 d-1-$ 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edgel,18:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/rP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01t0NIO TOP CHORD 2-3=-362/0,3-4=-362/0 , ' BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 Gos -ov WAS W WEBS 2-9=456/0,4-6=424/0 Wy, QS w C.'",,d NOTES 1 c '4,., of M 1)Unbalanced floor live loads have been considered for this design. N i 2)Refer to girder(s)for truss to truss connections. -\ 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. i of 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 'W� 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to o 4,0 be attached to walls at their outer ends or restrained by other means. ISTV- LOAD CASE(S) Standard �SIONA1 Co���EO PR DFFss 2 870 2PE •p' cn ,04 - �Aj, OREG N c �N -Yo 4MBER �\ O �k9 HEp`�P EXPIRES:C030/2015 . April 22,2014 t , AWARNDI-Verify design parameters and READ 11.07ESON IBIS AND INCLUDED 11I7EKREFEREMI PAGE 1411-7413 toL 1/29/2014 BEFORE USE Design valid for use only with Wel(connectors.This design is based only upon parameters shown,and is for an individual building component. �Po Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI]Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISM lumber is specified,the design values are those effective 06/01/2013 by Al-SC Job Truss Truss Type Qty Ply 5B R41832531 PL14-90UP F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-r0 IWOjgQau6A_AOSoKw_4uKNIS83Cjc4JufCezOQTR 2-3-0 I1 1-7-11 I I 1-2-0 I I 1-4-9 1-6-0 Scale=1:26.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 O44444.4 _ O N A O B 1 14 13 12 11 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= 12-3-11 I 11-1-11 }f-8-111 I15-5-4 I 11-1-11 0-7-0 0-7-0 3-1-9 Plate Offsets(X,Y): f6:0-1-8,Edgel,r11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=673/0-4-4 (min.0-1-8),10=673/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ortONIo TOP CHORD 2-3=-2121/0,3-4=-2121/0,4-5=-2434/0,5-6=-2434/0,6-7=-1775/0,7-8=-1775/0 BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 O% �+�,WAS 4y, WEBS 7-11=-417/0,2-15=-1416/0,2-14=0/910,4-14=-380/0,5-13=-274/0,6-13=0/820,8-10=-1112/0,8-11=0/1049 G '$ 4-1!'' ° %G NOTES c, '::, 0''t It 1)Unbalanced floor live loads have been considered for this design. N .1 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 "�r�} 4639 wa be attached to walls at their outer ends or restrained by other means. Ok-.J.45,„••Gisi-Egg LOAD CASE(S) Standard j.0VAL `4 O PR.Op, •��r/ 1 <v 02144 9 ° 87$ 2PE • cv y��Aj,.OREGO rL 041/ -A siii OS A. HEY` EXPIRES:116130/2015 April 22,2014 • t __ l A WARNIAG-Verify design parameters and READ MIES ON THIS AND IMK1USED MIIEKREFEREMF PAGE MII-7473 rev.1/29/2014 BEFORE USE M1 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7811 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP}lumbar is spec if-ied,the design values are these effective 06/0112013 by ALSC Job Truss Truss Type Qty Ply 5B R41832532 PL14-90UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-rOWIWOjgQau6A_AOSoKw_4uPzIbT3Hwc4JufCezOQTR 2-6-0 10-5-10 I I 1-2-0 I I 1-6-14 Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 e- e e 0 O N N s De p e e 3x4= 1/ 9 8 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 I 4-4-10 416-2 8-8-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1-h 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edgel,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. e 1ONIo ,, TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 GOc?�a+�WAS WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 �Ij`� 4" C' ''Cry isi. NOTES I. `' Ox C� 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "16 4639 w� ,,,......ir • be attached to walls at their outer ends or restrained by other means. Ok-..:„.9,4131ST '. LOAD CASE(S) Standard SjON,A.1.,.' '\(`',RkEO P ROp - < 0AGlNEB,.`96)02 83022PE N SAT OREGO cl.Qki 9O :ilk BER 1\OH5?%\ EXPIRES: 0/2015 April 22,2014 f f A WARNING-Verify design parame ten and READ MC IES ON 71115 AND INCLUDED MIIEK REFERENCE PAGE NII-7473 rex 1/29/2018 BEFORE USE Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and is for an individual building component. ,w Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 H Southern Pine(SPI lumber is specified,the design values are those effective 06/01/2013 by AISC Job Truss Truss Type Qty Ply 5B R41832533 PL14-90UP F12 Floor 6 1 Job ReferenceJoptionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:31 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-JD46jkklBuOzn71DOWr9XIQW2ipMofRmJzeDk4zOQTQ 2-6-0 I 2-3-5 1 1 1-2-0 I I 2-4-11 I Scale=1:28.7 1.5x3 I I 3x5= 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 6 ii N I-/ o \ 6 e / N a B ^ O A CuXxYJ 19 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-11113 11-3-131 I 16-5-8 10-0-5 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X.Y): f10:0-1-8,Edgel,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0,t0NIO TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 OC7 O1 WAS WEBS 6-10=-319/0,2-13=1648/0,2-12=0/1025,4-12=-379/0,4-11=466/163,7-9=-1643/0,7-10=0/1116 G ,sQ rG 4 d NOTES tq ` �� M 1)Unbalanced floor live loads have been considered for this design. 1 N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. i+ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. rr 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4 49639 4r, be attached to walls at their outer ends or restrained by other means. Q)8 4atsTER� LOAD CASE(S) Standard sSjGNALti�G ��8ED PR,OF'SS �� NGINEFR /0 kc 27022PE •1- / cn (Ni N. y �Aj OREGO ti ,O Os A. HE.' .E .IRES:X0/2015 April 22,2014 II A WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED MIIEK REFERENCE PAGE MIT-1413 reit 1/29/1014 BEFORE USE m...... Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1111 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 H Southern Pine(SPE lumber is specified,the design values are those effective 06/O1f2913 by ALSC Job Truss Truss Type Qty Ply 5B R41832534 PL14-90UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:32 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-nPeUx4lxyC8gPHKPaDNO3Vzcx55RX5zvYcNmHWzOQTP I 2-3-0 I 1 1-4-11 ii 1-2-0 ii 1-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 0 N e N 0 o e 0 Ik 1 15 14 13 12 3x4= 3x8= 3x5= 3x4= 4x4= 3x4= 14-0-11 I 13-1-11 13-0-111 I 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): 112:0-1-8,Edge),113:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010NIO 4v�A� TOP CHORD 2-3=-2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=-2556/0,7-8=2556/0,8-9=-2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 0% 011.WAS YY WEBS 7-13=0/349,8-12=-534/0,2-16=-1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=-1869/0,9-12=0/1118, C) ,SS{, "yG 6-13=853/0 AT -.' �9 d NOTES I -• i x N 1)Unbalanced floor live loads have been considered for this design. t 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. t( , 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,ed, 49639 � • 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 0 �.6>6I I be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard sSIc0NALti -. ���ti�PROFFsS ,, N !NER �0, 87022PE •r y �Aj• OREGO tis�4� 9O k`44 13 E R \\ EXPIRES:X0/2015 April 22,2014 t f A WARNING-Verify design parame bra and READ M77ES ON MIS AND INCLUDED MI7EK REFERENCE PAGE MII-7473 rex I/23/2014 BEFORE USE �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ��p Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the Welk*erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 5B R41832535 PL14-90UP F14 Floor 6 1 Job Reference(ootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-FbBs8QmZjVHhlRub8xudcjWsmVXEGcZ3nG7JpzzOQTO I 2-0-0 1-10-1 1-2-0 I I 2-5-3 i Scale=1:21.0 1.5x3 H 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 63x4= 7 o o e o o N A, 9/ e a e 1 11 10® 9 8 ' 304= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 19-4-9 I 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): f6:0-1-8,Edgel,f10:0-1-8,Edcie] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Ina YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. olONIO+l_ + TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=-1183/0 tiV gip, BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 �S 01.WAS `� WEBS 2-12=-994/0,2-11=0/571,4-10=443/3,6-8=-1277/0 C1 ,s‘5, NOTES ba ''" 9� N 1)Unbalanced floor live loads have been considered for this design. I 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. ; 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d 4 49639 k� be attached to walls at their outer ends or restrained by other means. % �'QtsT� LOAD CASE(S) Standard SSf r�&Lti�e� L4c`5 ANO,NEFR /02Y 8 • 2PE to N -y Aj OREGO c OWN �O c°tij$ER \\ EXPIRES:X0/2015 April 22,2014 tt A WARNING-Verify design gamma teaand READ NOTES ON THIS AND INCLUDED MIUEK REFERENCE PAGE MII-7473 reit 2/29/2024 BEFORE USE _ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery.erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine 1SPf lumber is specified,the design values are those effective 06/01/201.3 by AtSC Job Truss Truss Type Qty Ply 5B R41832536 PL14-90UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:34 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXlUY-kolEMlnBUpPYebTohePsew26nvzq?7vC?wstLPzOQTN I 1-4-12 I 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 0 ' I J 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 p„1,4T9pNIq NOTES & ()V WASIa,_ 1)Refer to girder(s)for truss to truss connections. w 0 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q� r:; d 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to . 0,� N be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. kik / The design/selection of such connection device(s)is the responsibility of others. 'Fr 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 'd 4 � 49639 LOAD CASE(S) Standard 9+0l, ZER�~ 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 "kV"- 11+�'�ES Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F). co•��E) PR.Qp �,` ,r., FR RC2 87022PE p' cv -y Aj,.OF EGOY �N 9O AMBER 1'' �� EXPIRES:06/30/2015 April 22,2014 t 1 A WARNING-Verity design parameters and READ?MESON THIS AND INCLUDED MITER REFEREM:f PAGE MII.7473 rev.1/29/2014 87FOREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. '* Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 5B R41832537 PL14-90UP FG Floor Girder 2 1 Job Reference(ootionall Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Mrrek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-FbBs8QmZjVHh1 Rub8xudcjVW GVbcGeL3nG7JpzzOQTO 1-6-0 I 1-5-10 I I 1-2-0 1 I.. 1-4-14 1 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4 = 11 3 4 53x4= 6 0 4 e 777 JN XXe e b IC 9 a Se3x4= 3x4= LX 3x4= 3x4= I 3-2-10 1 3-9-10 1 4-410 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(KV): 18:0-1-8,Edoel,f9:0-1-8,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 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) . FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONIo. TOP CHORD 2-11=-926/0,3-11=-926/0,3-4=-926/0,4-5=-926/0 p, BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 0% 0v;W�AS 4`N WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 G T�� - r 'G) NOTES t� � 0, -tiM 1)Unbalanced floor live loads have been considered for this design. i N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 417 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. �O g639�w 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. �V aISTER The design/selection of such connection device(s)is the responsibility of others. 4, Sj4N�ti� 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ����Q PR Oress Uniform Loads(plf) Vert:7-10=-8,1-6=-80 �c . Nay l NEF/9 /�2p Concentrated Loads(Ib) Vert:11=-169(B) CC. 870 2 P E • r 0 eV y �Aj, COREG N ti�OCH 9, AMBER \\ Ot9 A. HE 0 EXPIRES:30/2015 April 22,2014 f f AWARNIMI-Verify design parameters sad READ WJIESQN 3115 AND INUJJDED MI'JEKREFEREM and READ?MESON ma AND INCLUDED MEIER REFEREKE RAGE14II.7413 tax1/29/21114Bff0REUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. » Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSII-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 N Southern Pine(SP}Lumber is specified,the design values are those effective 06/0112013 by ALSC Symbols Numbering System 4 General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 I (Drawings not to scale) Damage or Personal Injury offsets are indicated. I g 1 rY MEDimensions are in ft-in-sixteenths. 111%46. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See SCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For U-14 6„ 111111,a164 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I pbracing should be considered. ■_� 3. Never exceed the design loadingshownandnever stack materials on inadequately braced trusses. 11114. Provide copies of this truss design p y to the building c�s cea cs-s designer,erection supervisor,pro ert owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested prties. plates 0-1/0 from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of theby AWC in the 200proNDS SF' represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 1 b.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■=• reaction section indicates joint 111111111111 mit number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MEM 18.Use of green or treated lumber may pose unacceptable _� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCS(: Building Component Safety Information, � l F\,1 e 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek Mao* USA, Inc 7777 Greenback Lane,Suite 109 Citrus Heights,CA 95610 Telephone 916476-1900 Fax 916676-1909 February 22,2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: I, Marcos Hernandez and MiTek USA,Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels_ora for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, GtN,4 :40 67022PE , ORECION 14 1.'4, 1/44r. coe- vakv A HL- EXPIRES:64019 Marcos Hernandez, P.E. Senior Engineer Western Engineering Operations MiTek USA, Inc. I 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. Compulrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). * O• �. rC 1 ;A V 0,:, .i. a*laN tb cbeA o " ,, OP EXPIRES 6/3411 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-10=(-958) 2635 3-10=(-318) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3001) 1231 10-11=(-697) 2186 10- 4=(-120) 564 WEBS: 2x4 KDDF STAND 3- 4=(-2717) 1165 11-12=(-716) 2136 4-11=(-785) 486 LOADING 4. 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6-12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0" 10.0" 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -276/ 1775V -226/ 226H 5.50' 2.84 KDDF ( 625) 40'- 0.0" -276/ 1775V 0/ OH 5.50° 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.178' @ 20'- 0.0° Allowed = 1.954" MAX TL CREEP DEFL = -0.330" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111° MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 20-00 20-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T f '( Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 / M-4x6 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 'TXin the plane of the truss only. M 5x6(S) M-5x6(5) 3°1 0.25" 0.25" ao. °o th 0 o +I M-1.5x4 M-1.5x4 A + AIlkiiiiiih ...iiiik,\ , M M p a 11 a O 0 o M-3x8 M-3x4 10.25" M-3x4 M-3x8 0 M-5x8(S) y y ), , y 10-03-04 9-08-12 9-08-12 10-03-04 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - Al Scale: 0.1552 �<0• 1AGINxj. sow WARNINGS: GENERAL NOTES,unless otherwise noted: �� (/;/ C 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 9Ch PP L Truss: Aland Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �' P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'�! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr SEQ. : 5992791 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7, OREGON t,, �4,/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for°dry condition"of use. '9}� rLQ�A-l- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O cp1 4 fabrication,handling,shipment and installation of components. ry. �`rl R I O- 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 III 1111111111 IIIIII 1111 TIM VIII III ill TPIMIfCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointcenterche. 9.Digits indsize of platein inches.li . MiTek USA,IDC./CompuTruo Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPI RES:12/31/2015 11111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-12=(-1420) 2608 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-3048) 1745 12-13=(-1422) 2605 3-13=(-547) 259 WEBS: 2x4 KDDF STAND 3- 4=(-2505) 1688 13-14=(-1231) 2235 13- 4=(-102) 534 LOADING 4- 5=( -597) 766 14-15=(-1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15-16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 778 16-10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8-15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"00 UON. FOR $ LL = 25 PSF Ground Snow (Pg) 8- 9=(-2505) 1688 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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° -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) 40'- 0.0° -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) Unbalanced live loads have been considered for this design. 1COND. 2: Design checked for net(-5 osf) uplift at 24 "o0 spacing.) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.235" @ 22' 7.4" Allowed = 1.954" MAX TL CREEP DEFL = -0.334" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5" 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES T f f 1' NOT EXCEED 19H AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 a�"D0-05 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting f ,r2-03-013 T f f f system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=1.6, 6.00 I/ 5 M-3x8$ 7 0 6.00 inTruss thedplaAeed foroffthewtrussooind ds nly. M-4x6 _ M-4x6 M-5x6(S) $ N M-5x6(S) 0 0.25" 0.25" rn 3 9 co co 012 13 14 '� 15 16 0 f_ .a. 1 e p .« Ti "sr p tt,1 �o o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH7 Scale: 0.1547 ��,��' G N °�tF�ss�o WARNINGS: GENERAL NOTES,unless otherwise noted: (/ ,T �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 l,�� .(3�;, E Truss: AH 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 insure stability during constmction 2.Design assumes the top and bosom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC) ryw ( ) �'• DATE: 7/11/2014 responsibilitybuilding designer. Impactbridging gre ownord all BC. `°�.- the overall structure is the res onsibili of the 3. brie in or lateral bracing required where shown r d 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. : 5992792 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G Nt' A• design loads be applied to any component, and are for°dry condition'of use. / .9y- c..., y �� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 14, P fabrication,handling,shipment and installation of components. 4 necessary. /y 7.Design assumes adequate drainage is provided. ` R'l.A.- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII IIII IIII IIII IIII III II IIIITPI/WrCA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(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'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 42 2-12=(-1076) 2619 12- 3=) 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-3057) 1363 12-13=(-1078) 2616 3-13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4=1-2492) 1266 13-14=) -957) 2433 13- 4=1-267) 706 LOADING 4- 5=( 0) 0 14-15=) -957) 2433 13- 6=(-540) 250 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15-16=(-1130) 2616 14- 6=) 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16.10=)-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3057) 1363 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -319/ 1775V -156/ 156H 5.50' 2.84 KDDF ( 625) C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc 40'- 0.0" -319/ 1775V 0/ OH 5.50° 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.209" @ 26'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.356" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0,127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 f ( T Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03-0S 4-00-05 4-00-05 -03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. 12 M-4x6 5 7 M-4x6 12 4 M-3x8 �I6.00 M-5x8(S) 1.11006.00 I/ . M-5x8(S) v 0.25" 0.25" 0 co CJ O O 1 0 . I ... t 1 •o o '� w. 12 13 14 T 15 16 -� o M-3x8 M-1.5x4 • M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) I I I I I y I I y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH6 Scale: 0.1547 ��c,'��cNAG' F q si0� WARNINGS: GENERAL NOTES,unless otherwise noted: -q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q� !(�� e E r- Truss: AH6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �_e is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..,,,'. "- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '9 A.OREGON Co SEQ. : 5992793 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G , , \ design loads be applied to any component. and are for"dry condition"of use. / ,4 y 2° -�- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifnQ 1 4, P fabrication,handling,shipment and installation of components. Decessary. M .R1:111..\- 6. P P 7.Design assumes adequate drainage is provided. R R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII IIII VIII IIII I I VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincideitwithizjoint ate nr che. 9.Digits idsize 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 111111III This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-10=(-931) 2619 10- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1165 10-11=(-933) 2616 3-11=(-534) 368 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1038 11-12=(-698) 2433 11- 4=(-241) 708 LOADING 4- 5=(-2136) 1015 12-13=(-698) 2433 11- 5=(-527) 203 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) 1015 13-14=(-957) 2616 12- 5=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 1038 14- 8=(-955) 2619 5-13=(-527) 203 TOTAL LOAD = 42.0 PSF 7- B=(-3057) 1164 6-13=(-241) 708 8- 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0° -247/ 1775V -155/ 155H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -247/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 osf uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series 9 ) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.179" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11.11 load duration factor=1.6, Truss designed for wind loads 'l '' '1 1' in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 6.00 M-4x6 M-3x8 M-4x6 1 6.00 M-5x8(S) M-5x8(5) 0.25" 0.25" NI. 0 0 10 11 1 13 14 ` o o M-3x8 M-1.5x4 M-3x8 6.25° M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) 1, y y 1, J' ,1 1, J, y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547 c'��cF`NGPNEFFSs-. WARNINGS: GENERAL NOTES,unless otherwise noted: / 2-9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC .�h;, E r Truss: AH5 and Warnings before construction commences. building component.Applicability of design parameters and proper f r 2.204 compression web bracing must be installed where shown+- incorporation of component is the responsibility of the building designer. Agiffff 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'0.0.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •/�- A- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 Cr /� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -7L 47 OREGON �(/ S E Q �� � design loads be applied to any component, and are for"dry condition"of use. / '11'. y ZQ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, P necessary. /14c fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `iiR I I.A' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII VIII III I I I IIII IIII III IIITPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(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'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-14=(-1134) 2587 3-14=(-135) 235 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1414 14-15=(-1211) 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1314 15-16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16-17=(-1264) 3183 6-15=( -32) 304 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17-12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7-16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=(-3285) 1508 16- 8=( -32) 304 8-10=(-2455) 1236 8-17=(-976) 443 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10.17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2812) 1314 17-11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 42 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.273" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606° MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.094" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146° @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10-09 5-01-12 5-01-12 2-10-09 4-07 5-01-08 load duration factor=l.6, T f -03-03 f T T 2-03- 0 T 1' Truss designed for wind loads in the plane of the truss only. 10-00 10-00 /- 12 M-4x6A/\5 M-5x6(S) ) e 9 ._. 12M-4x6 M-3x4 0.25" M-3x4 � I 6.00.00s.00 f/M-1.5x3M-1.5x40M V 1 ' 17 M-3x8 M-3x8 0.25" 0.25 M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) y > ), y y 1, y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4 scale: 0.1547 �`�<<�NGPN� ��i� WARNINGS: GENERAL NOTES,unless otherwise noted: --Tru1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC •��/�. E 9I-- Truss: ss: AH4 and Warnings before construction commences. bincorporation o component component is lity r design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / chods 3.Additional temporary bracing to insure stabilhy during construction DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2.Design assumes the top and bottom bracedunless throughout their length by 4,01111..continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „.44",411/11.,DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 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. '9 OREGON toSEQ. : 5992795 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L 2/ 1� /` design loads be applied to any component. and are for"dry condition"of use. -9y 20 Me.TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, necessary. M RR11. fabrication,handling,shipment and installation of components. 7.Designa 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 1111111111111111111111 TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincideitwith jointcenter nche. 9.Digits idsize of tplate in clines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 42 2-13=(-1012) 2587 3-13=(-136) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1237 13-14=) -974) 3183 13- 4=(-275) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1094 14-15=(-1050) 3398 13- 5=(-976) 397 LOADING 4- 5=(-2455) 1044 15.16=(-1012) 3183 5-14=( -43) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7=( -35) 304 8- 9=( 0) 0 7-16=(-976) 3B9 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2812) 1112 9-16=(-269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3022) 1247 16-10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M,M20HS,MI8HS,M16 = MiTek MT series 40'- 0.0" -245/ 1775V 0/ OH 5.50° 2.84 KDDF ( 625) !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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606° MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 t1 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 � 4-07 5-01-08 Truss designed for wind loads f in the plane of the truss only. 10-00 T T 12 M-5x6(S) 12 /- 6.00 M 4x6 M-3x4 6 0 .25" M 3x4 B M 4x6 6.00 M-1.5x3 NIIIII0M-1.5x4 o o Lc; CO O O OO o 1`M 3x8 M 13x8 b4 25" 0.251'' M 3x8 M-3x8 0 M-5x6(S) M-5x6(S) y 1, y y y > y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 .- Scale: 0.1461 t�FtiNG N�FFWARNINGS: GENERAL NOTES,unless otherwise noted: j/ •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 (. .r5 c;, E �c- Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 77/LLL 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Ade 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by dia.' DATE 7/11/2014 pbuilding designer. continuouspsheathinggsuch as plywood sheathing(TC)and/or drywall(BC). `.�� - the overall structure is the responsibility of the 3.2x Impact bridging or lateral bracingrequired where shown++ -10 C 7t1 tr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON `I. SEQ. : 5992/96 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G er �`V design loads be applied to any component and are for"dry condition"of use. '1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 4 k 14, 2Q�Q't- fabrication,handling,shipment and installation of components. necessary. f- 7.Design assumes adequate drainage is provided. n 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�,'� AIM VIII III I VIII VIII VIII IIII Ill TPI WTCA in BCSI,copies of which will be furnished upon request lines coincideindatwith jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=) 0) 42 2-13=(-1214) 2654 3-13=( -13) 272 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-3102) 1424 13-14=(-2120) 5340 13- 4=) -309) 975 BC: 2x6 KDDF #1&BTR 3- 4=(-3143) 1441 14-15=(-2516) 6278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4. 5=) 0) 0 15-16=(-2516) 6278 6-14=) -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16-17=(-2432) 5740 14- 7=) -945) 423 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17-18=(-1207) 2684 15- 7=) 0) 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = .42,0 PSF 7- 8=(-5741) 2555 1B-11=(-1204) 2686 7-16=( -596) 200 8- 9=(-2744) 1321 16- 8=) -11) 311 LL = 25 PSF Ground Snow (Pg) 9-10=(-2748) 1332 B-17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3111) 1425 17- 9=) -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=) 0) 42 17-10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10.18=) 0) 180 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -289/ 1775V -118/ 118H 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -250/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 1COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.536' @ 19'- 6.0' Allowed = 1.954" MAX TL CREEP DEFL = -0.975° @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL= -0.001" @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �3-00-1205-03 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1,6, T / T inuss thedplannead offor thewind trussoads onnly. 2-05-1 6-00 12 12 M-4x6 12 6.00 I/ 6.001/ 4.0" X16.00 9 44' 5 4044111 O M-5x6 M-36 x8 M-3x8 M-5x1 s M-3x4 d- M-1.5x4 T2 -_- 0 0 3 + N O F� 9 O f- /- o 1% 13 is 15 tis 17 18 ....w2 0 o M-3x8 M-4x12 =M-8x8(S)0.25" M-1.5x4 0.25 I ) M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) J. - y ), y y 1, y y y 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH2 ����NGNF-, " 0 Scale: 0.1481 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' •( s. E 9t' Truss: BH2 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+- incorporation of component is the responsibility of the building designer. / 011. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or tl wall BC. . i9(r s ry ( ) CC- DAT E' 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -0 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �A"�OREGON SEQ. : 5992797 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, 711% 4400 N �/� design loads be applied to any component. and are for"dry condition"of use. Q y 1 4, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Dneessignaassumes full bearing at all supports shown.Shim or wedge if ,yP fabrication,handling,shipment and installation of components. ry. �`R R I I-�^ V 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 111111111111111111 TPI/WrCA in BCSI,copies of which will be furnished upon request. git coincideiatwithizjointcenter liche. 9.Digitssdsize oftplate o 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 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-12=( -958) 5580 3-12=( -120) 766 9-17=(0) 138 2x6 KDDF #1&BTR T2 2- 3=( -6484) 1158 12.13=(-2356) 12824 12- 4=( -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -6788) 1218 13-14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14-15=(-2778) 15096 5-13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=(-13056) 2488 15-16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-12140) 2210 16-17=) -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12°0C. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 12'- 0.0° TO 19'- 0.0" V 7- 8=( -5222) 946 17-10=( -752) 4772 6-15=(-3278) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.D PLF 19'- 0.0' TO 40'- 0.0" V 8- 9=( -5218) 952 15- 7=( -258) 1390 9-10=( -5482) 926 7-16=(-8536) 1596 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 10-11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0" 16- 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0° 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0" -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series 'CORD, 2: Design checked for net(-5 osf uplift at 24 "oc spacing.' �,_ ( 2 ) complete trusses required. g ) g. Join together 2 ply with 16d Common nails staggered at ** HANGER BY OTHERS TO APPLY CONC. 9° oc in 1 row(s) throughout 2x4 top chords, MAXTLLADEFLL FLEC0.000"TION @ITSO --10!040 AAllowed80 0.083" LOAD(S) EQUALLY TO ALL MEMBERS. xx 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401" @ 19'- 6.0" Allowed = 1.954" + Laterally brace to roof diaphragm. 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.000° @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads T f -1 '( -r in the plane of the truss only. /I3-00-122-10-15 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12 12 5.00 I/ 6.00I/ M 4x6 6.00 4.0" /- 8 c M-5x6 M-3x10 M-3x10 M-5x1 611M-3x4 6 M-1.5x4 5 T2 ... -r. o v 3 4. �1 0 + + M o M-3x6 0 1` 12 13 �1 14 15 16 1IN '7 :1 o o 1M-3x8 M-5x12 0.25" M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) ly841# 1384# yy y y y > y yy 0/71,9 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 9,1p JOB NAME :° rOLYGGN PLAN 5-B NH - BH1 40-00 Scale: D.14810 10 \c���PGPNELF�u•-• WARNINGS: GENERAL NOTES,unless otherwise noted: -T "V 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� .�;, C 9� Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 77/LLL 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/. DATE: 7/11/2014 responsibilitybuilding designer. continuouspsheathing such as plywood sheathing(TC)rand/or drywall(BC). `.��-, the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracingrequired where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "9G OREGON ��j/ SEQ. : 5992798 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, N� design loads be applied to any component. and are for"dry condition"of use. / .9 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 2 Q E necessary. /�A fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '`-pp n 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �l `' IIII MI VIII VIII I I(IIII IIII IIII IIITPI WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111E 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(-1678) 3991 15. 3=(-353) 977 12.23=(0) 242 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1974 15-16=(-1549) 3653 3.16=(-721) 416 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1493 16.17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17-18=(-1056) 2757 4-17=(-519) 279 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.20=) 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18-20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21=(-1031) 2727 7.18=(-153) 492 8- 9=(-2797) 1389 21.22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-2288) 1229 22-23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 0 23-13=(-1134) 2638 R-21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3077) 1361 9-22=(-710) 315 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 11-22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REDUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.j VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.260° @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2° Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5" 2-09 4-05-12 4-05-12 -05-04 6-01-04 -03-0 6-03-04 MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" -03-0 3-04-13 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19N AT TIME OF MANUFACTURE. ,r f '1 T Design conforms to main windforce-resisting 12 M-3X410 12 system and components and cladding criteria. /- 6.00[7, M-4x65 M- x8 M- x4 1M-4x6 \I 6.00 Wind: 140 mph, h=22.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 M-3X4 Truss designed for wind loads 0 v 4 (.2-- ,,,,,,,Ny %M-443 \gMij.,,Allikti1-3x8 M w c,,, M 3x6 0 /-00 -o 1 `R15 M 3x4 M-3x7 18,9 20 2I 22 23 ...,440 0 o M-5x8 M �x6 0.25' M-3x8 M-1.5x4 0 M-3x4+ M-4x10 M-3x4+ 1.89 M-5x6(S) -2.75 12 12 ,1 y ,1 ,f-09-1i y y y y y -05-0$ 4-05-12 4-07-08 1y08-02 6-03-06 6-01-04 5-05-04 6-01-08 , , 0-1y0 2-05-08y 11-11 y2-00 23-07-08 0-10 y y 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5C �\����'NG NF 9„9„, Scale: 0.1332 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct •!�� 0 E 91.- Truss: .- Truss: AH5 C and Warnings before construction commences. incorporation component.mponen is th design parameters and proper Alej 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by e' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. .- Pc`N her s ryw ( ) Cr DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3. Impact bridging or lateral bracing required where shown++ SEQ. : 5992799 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 40R 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, A �]�]A design loads be applied to any component. and are for"dry condition"of use. �L,��'9Y 1 4 Z�� n"F� TRANS I D: A 03334 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 M fabrication,handling,shipment and installation of components. "- necessary. -iR R I_\ V p P 7.Design assumes adequate drainage is provided. �l 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII III IIII TPIM?CA in BCSI copies of which will be famished upon request. Digit coincide with jointpate in che. 9.Digits inidsize of plateininches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 1111 lII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1439) 3991 13- 3=(-298) 977 9-20=(-264) 807 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1712 13-14=(-1329) 3653 3-14=(-721) 386 20-10=(-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1292 14-15=(-1028) 2930 14- 4=( -14) 289 10.21=( 0) 242 LOADING 4- 5=(-2840) 1155 15.16=( -815) 2757 4-15=(-519) 342 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17-18=( 0) 0 15- 5=(-337) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785) 1177 16-18=( -812) 2776 15- 6=(-640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 1159 18-19=( -802) 2727 6-16=(-161) 492 8- 9=(-2288) 1038 19-20=( -834) 2794 16- 7=(-104) 312 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2643) 1076 20-21=( -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3077) 1172 21-11=( -970) 2638 7-19=( -55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 19- 8=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-20=(-710) 275 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -242/ 1775V -133/ 133H 5.50° 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -242/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.232" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2° Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 11-11-11 16-00-10 11-11-11 NOT EXCEED 1995 AT TIME OF MANUFACTURE. T T T f Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-05 9 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 2-05-0i' -05 04 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 L---- 5 M-Rx4 M-3x8 M-3x4 y 6.00 load duration factor=1.6, ,5 . == \ . in the plane of the truss only. M-3x4 4M-3x4 `O %M-4x4 3 CO M M-3x8 _ • o CV p '111111111111111-_ OM /- ooh 1 18. M-5x8 M-3x4 M-3x8 3 14 1 1617 18M 0.25''p 20 21 •�t�2o M-3x4+ M-5x6 69 M-4x10 M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) M-3x4+ -- 2.75 12 y y 112 y 12-09-121, ), y y y y , y-05-0$ 4-05-12 4-07-08 1708-02 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-1,0 2-05-08711-11 ,,2-00 23-07-08 0,-10 y y 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: 0.1499 ��� Ro NGP EFF°- WARNINGS: GENERAL NOTES,unless otherwise noted: (/I Nr V -[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 �� .VG:, 9r- Truss: AH4C and Wamings before construction commences. building component.Applicability of design parameters and proper77/CELL 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by '/ DATE' 7/11/2014 responsibilitybuilding designer. continuous sheathinggsuch as plywood sheathing(TC)rand/or drywall(BC). ,....,4014/".; the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracingrequired where shown++ 1 SC/� 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 ', E Q. : 5992800 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ' R �V design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q y 1[� Z0 (�� fabrication,handling,shipment and installation of components. necessary. V 7.Design assumes adequate drainage is provided. MFP R'L� 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 VIII VIII VIII IIII 111 VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wick) - EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF H1&BTR SPACED 24.0° O.C. 2- 3=(-4158) 1779 17.18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 18-19=(-1439) 3656 4-18=( -191) 182 LOADING 4- 5=(-3215) 1467 20.21=) 0) 0 18- 5=( -402) 1134 IC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846) 1359 21-22=(-1559) 4171 7-19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22-23=(-1449) 3686 8-19=( -85) 46 8- 9=(-4282) 1836 23-15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24°0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3994) 1670 21-10=) -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515) 1227 10-22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=( 0) 0 22-11=( -80) 536 OVERHANGS: 10.0° 10.0" 13-14=(-2863) 1308 11-23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14-15=(-2908) 1337 13-23=) -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-16=) 0) 42 23-14=) -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -300/ 1775V -89/ 89H 5.50' 2.84 KDDF ( 625) 40'- 0.0° -301/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001" @ 0'--10.0° Allowed = 0.111" MAX LL DEFL = 0.381" @ 21'- 6.B° Allowed = 1.954" T MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" 2-08-08 2�-03-0-�3 3-01-04 5-07-13 3-01-02 �( 3-10 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" 2-01-1'2 1'2-10-0,t--(T- 8' 2-10-04 0- 8'05 2�-01-1�2 ' 5-04-05 ' 2'-03-03 '3-10-08 MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" ' f f 1' 1( f f °' f 1 f T 1' MAX HORIZ. LL DEFL = -0.131" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" 8-00 8-00 M-5x6(S) 12 NOTIGN EXCEEDUMES 19%ATITIMEEOFONTENT MANUFACTTURE. ES 12 ( ) X16.00 Design conforms to main windforce-resisting 6.00/ -3x4 M-3x4 12 system and components and cladding criteria. M-5x6 M-1 5x4 0.25" =M-4x4 M-4x6 5 7 g g Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3x4 \°//\ 6 (All Heights), EnclosedCat.2, Exp.B, MWFRS(Dir), qM-1.5x4load durationfactor=l. , M5X4Truss designed for wind loads n 3/ in the plane of the truss only. M3o cv o 1 fi7 o o M 5x10 M-3x8 20 21 23 ~"1 0 o M-3x4+ M-6x10 0.2 � M-3x8 M-3x8 0 M-3x4+ M-4x12 - 2.75 1.89r� M-5x8(S) 12 12 2-00 5-06-12 6-04-04 1-00-1 2 9-03-04 8-02-04 7-06-12 J, yy yy 0-1J0 2-00 11-11 y2-00 24-01 0-10 13-11 26-01 yy yy 0-10 40-00 0-10 ' JOB NAME : POLYGON PLAN 5-B NH - AH3 Scale: 0.1400 ��'����G n,E{ycc9(5) WARNINGS: GENERAL NOTES,unless otherwise noted: �� I§ /;,(C -< 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual (�`h FFF???L Truss: AH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / _ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .` /' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,..... 4".. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. � A-OREGON Co SEQ. : 5992801 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. G/ "meq y 20N "!� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 14, �Q. necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /31:1 411 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII IIII VIII VIII VIII IIII IIII TPINVTCA in SCSI,copies of which will be furnished upon request. git co incide with jointcenterche. 9.Digitssi int ide size of platein inches.li . MiTek USA,IDC./Com Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 42 2-15=(-1267) 3488 15- 3=) -161) 663 21-12=(0) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1554 15-16=(-1096) 3045 15- 4=( -173) 353 WEBS: 2x4 KDDF STAND 3. 4=(-3725) 1463 16-17=(-1145) 3656 4-16=) -192) 25B LOADING 4- 5=(-3215) 1216 18-19=( 0) 0 16- 5=( -358) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17-19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19-20=(-1292) 4171 6.17=( -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20-21=(-1162) 3686 7-17=) -85) 56 8- 9=(-4019) 1481 21-13=( -978) 2440 17- 8=) -184) 596 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2863) 1085 9-20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-2908) 1176 20-10=( -84) 536 OVERHANGS: 10.0" 10.0" 13-14=) 0) 42 10-21=(-1427) 518 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11-21=( -266) 91B Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18 CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -235/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) JT 13: Heel to plate corner = 2.00" 40'• 0.0' -236/ 1775V 0/ OH 5.50° 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.354" @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'• 6.8" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.124" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 2-01-12 1,3-01-07i 3-01-04 5-07-13 5-04-05 5-01-024-01-03 3-10-08 T T Design conforms to main windforce-resisting system and components and cladding criteria. 2-08-08 12-08-05 01-1 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5x6(S) (All Heights), Enclosed, Cat.2, Exp. , MWFRS(Dir), M-5x6 M-4x6 -16.00 load duration factor=1.6, 6.00 / 5 M- x4 M-1.75x4 0�5" =M-4x4 /- 1 Truss designed for wind loads M 3x4 k” in the plane of the truss only. 4 M-1.5x4 o M 1.5x4 _�2 v c" M-3x8 ��^. r- o 0� o 1 'J- 15 M-5x10 16 17�a" 6e 4 o 0 0 M-3x4+ M-3x8 18 19 0 21 "1 M-3x4+ M-6x10 0.25' M-3x8 M-3x8 0 1.89 v M-4x12 M-5x8(S) a 2.75 12 ) ) 12 ), y ), y y y -00 5-06-12 6-04-04 1 y00 -12, 9-03-04 8-02-04 7-06-12 y , 2 , , , 0-1,p 2-00 11-11 ,2-00 24-01 0-10 13-11 26-01 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 Scale: 0.1550 ��co<<F`\.1G N7," `P,O�1 WARNINGS: GENERAL NOTES,unless otherwise noted: 2.9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Cr l'�G, E Truss: AH 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 77/LLL 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• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `•��- 0_. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 0 I. 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -7G OREGON �� SEQ. : 59928 02 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, � design loads be applied to any component. and are for"dry condition"of use. / .9 y TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, V\�P'E' fabrication,handling,shipment and installation of components. necessary. V 7.Designlaesassumesadequateon eoth drainage is trus,provided. �PR'�` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII III I II I III)VIII III II IIII TPI/WiCA in BCSI,copies of which will be furnished upon request. git coincide withizjoint ate in che. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES:12/31/2015 1E 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( 0) 42 2-14=(-3052) 8834 14- 3=( -652) 2126 10-20=(-562) 1884 2x6 KDDF #1&BTR T2, T3 2- 3=(-10036) 3504 14-15=(-2800) 8048 3-15=( -842) 308 20-11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7926) 2942 15-16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16-17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-11444) 4480 17-18=(-5048) 12796 5-16=( -398) 1412 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0' TO 34'- 0.0" V 6- 7=(-14240) 5666 18-19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"00. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0° TO 40'- 0.0" V 7- 8=(-12464) 5012 19-20=(-4110) 10414 6-17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V B- 9=(-11704) 4500 20.12=(-1888) 5362 17- 7=( -946) 2576 9-10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24"00 UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0° 10.11=( -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11-12=( -6230) 2234 8-19=(-1142) 820 12-13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-20=(-4962) 2222 OVERHANGS: 10.0" 10.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -1152/ 3391V 0/ OH 5.50° 5.43 KDDF ( 625) _^ ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 9° oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.) 9" oc in 2 row(s) throughout 2x6 top chords,XX VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000° @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.565" @ 16'- 4.5° Allowed = 1.954" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074" @ 16'- 4.5" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ, LL DEFL = -0.137" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.220° @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11-11 28-00-10 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2-09 �3-02-11� 3-08-05 4-05 2-03- 08 6-02-11 5-11-03 5-06 �320#2-10-153-00-12� Truss designed for wind loads in the plane of the truss only. 12 320# 12 M-7x8 S 6.00 1/ M-4x10 M-3x8 =M-44x4 M-4x4 0°�5" M-3x10 0-5x6 -‘1111 6.00 ✓e' II�tl< 1., M-1.5x4 %M 4x4 -/�� �_' 1 CD 0 3 CO c 20 o M-3x10 - o o 1 IIIIIIIIII-14 15 161� i9 20ii 3 o M-6x8 M-4x10 =M-4x4 =M-10x10 18 0.25 M-4x10 M-3x8 0 0 o M-3x4+ a 2.75 M-3x4+ M18HS-7x14 =M-8x8(S) M-3x4+ 12 2.75 o M-3x4+ y 2-11-04L y 12 1 y y y , y-05-06 4-06-12 4-05 ,2-001. 9-02-04 9-00-08 5-04-12 y y Q-1 2-05-08 11-11 2-00 23-07-08 03- 0 -10yy40-00 0-10y JOB NAME : POLYGON PLAN 5-B NH - AH1 Scale: •0.1548 c�G'���NGNE PRO1. F WARNINGS: GENERAL NOTES,unless otherwise noted: �1 .��;, E 97 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 pp C Truss: AH 1 and Warnings before construction commences. buiog ompof component is lity design parameters and proper j 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by �' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / ' ! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -0 ir 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. : 5992803 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1G 4i NK A. design loads be applied to any component. and are for"dry condition"of use. / '9 y2°�A# TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, fabrication,handling,shipment and installation of components. ry. c P P 7.Design assumes adequate drainage is provided. `R 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 VIII VIII it IIII 111111111 II IIII TPI/VVI-CA 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 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0' 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. T 12 12 6.00 f/ 6.00 IIM-4x4 / 3 I I OD N M 2 4 0,,,,--- M —/O 0 o� 1 ////////////////////////////////////////////////////////////////////////// 5 0 0 M-3x4 M-3x4 y y y ,1- 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5—B NH — C1Spate: 0.6187 ,c`(,‘NG NEFFsso WARNINGS: GENERAL NOTES,unless otherwise noted: " 61Z. "!� Cl1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual 1-C 41,,, 9cTruss: l and Warnings before construction commences. building component.Applicability of design parameters and properE 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/ DATE 7/11/2014 responsibilitybuilding designer. continuous bridginghing such as plywood quirething(TC)and/or drywall(BC). `'�C, the overall structure is the res onsibilit of the 3.2x Impact or lateral bracing required where shown++ C/� 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 /I. S E tri. : 5992804 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '3 D< ,4/ design loads be applied to any component. and are for"dry condition"of use. q Q� �{ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 y 14, 2 �P-E fabrication,handling,shipment and installation of components. necessary. /�,� :Piii Design assumes adequate drainage is provided. 44 P R 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 III VIII II II II I VIII II II VIII IIII IIII TPI WTCA in BCSI copies of which will be furnished upon request. git coincide with jointacenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7=(-252) 1166 3- 7=(-283) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(-1216) 326 8- 6=(-246) 1169 4- 8=(-101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0° 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) onnector late no ix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50" 1.38 KDDF ( 625) C Cnn,coCpla (oP xrdesig = orspuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0° Allowed = 0.111" MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.075" @ 13'- 5.8" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.5° MAX HORIZ. TL DEFL = 0.026" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03 T ' . Design conforms to main windforce-resisting 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. T "( T .1 T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 \I 6.00 load duration factor=1.6, 6.00 I/ Truss designed for wind loads 44t+44t+f in the plane of the truss only. II t M-1.5x9yM1•5x4 0 m; o, CD CD 0 98 o M-3x4 0.25° M-3x4 M-3x4 0 M-5x6(S) y y y y 7-00-03 6-05-11 7-00-03 y y 0-10 20-06 pen JOB NAME : POLYGON PLAN 5-6 NH - D2 Scale: 0.2933 C3*SAG NE,, so, CO- WARNINGS: GENERAL NOTES,unless otherwise noted: �� .��;• /C 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 pp L Truss: D2 and Warnings before construction commences. incorporation component. is ty design parameters and proper j 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/ P Y P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ _. Q 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -yL �/OREGON /.(I SEQ. : 5992805 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, design loads be applied to any component. and are for"dry condition"of use. < '9 Y 2C�A� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4, ee-- necessary. McL� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. <r7 R 8.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. git coincideiatwith jointcenterche. 9.Digits dsize of platein inches.Fin . 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 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-522) 168 1-5=(-127) 422 3-5=(0) 214 2x6 KDDF#1&BTR T1 SPACED 24.0" O.C. 2-3=( 0) 0 5-4=(-123) 424 BC: 2x4 KDDF#1&BTR 3-4=(-539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -382/ 424V -32/ 34H 137.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0" -68/ 417V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.] M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MCX LL DEFL = 0.000" @ 11'- 0.0" Allowed = 0.083" vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000" @ 11'- 0.0" Allowed = 0.111111" MAX TL CREEP DEFL = -0.012" @ 15'- 9.0" Allowed = 0.572" Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.007" @ 13'- 2.0" Allowed = 0.291" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard M,M2OHS,M18HS,M16 = MiTek MT series gable end detail for complete MAX HORIZ. LL DEFL = 0.003" @ 20'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T I T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 loadduration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 =M-4x4+ 12 A- 6.00 / J 6.0o M-4x6- U 3 04400, U, + + M-3x4+ 1 M 0 0 o ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,m,,,,,,,,,...„„,,,,,,,, ,,,Q i a o 54 y M-3x6(S) y M/3x6 M-1.5x4 r M-3x4 11-05-08 y y y 15-09 4-09 ), J. y 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 `�t�F�NGNFFnFOn Wo WARNINGS: GENERAL NOTES,unless otherwise noted: // •, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� !I h,, E 9< Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7y/GGG 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by '/. DATE: 7/11/2014 responsibility9 continuouspsheathingghisuch as plywood sheathing(TC)and/or drywall(BC). ,,....04•111.,, the overall structure is the res onsibili of the building designer. 3.20 Impact bridging orr lateral bracin required where shown++ -10 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 ,' SEQ. : 5992806 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, �L R �`V design loads be applied to any component. and are for"dry condition"of use. .9 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1' 14 20 N. /�,�c ,‘>,7"- necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 41,, R R I L- 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 (I1111111111111111111111 11111 IIII IIITPI/VVrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(-40) 429 5-3=(0) 265 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4=(-573)2-3=( ) 113 5-4=(-40) 429 WEBS: 2x4 KDDF STAND 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 SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0" -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625) ** For hanger specs. - See approved plans Connectorplate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.] 9 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026" @ 8'- 6.3" Allowed = 0.383" MAX TC PANEL TL DEFL = 0.075" @ 8'- 6.3° Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006° @ 11'- 2.5" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19't AT TIME OF MANUFACTURE. 6.00 G . I i M-4x4 \1 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. / 3�� Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, \ oad Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, 0 C,) O Co C7 C") cf•zr Mig1111111111111111111111111111111111111111111111111111111111111111@di Cz 1 it.--7.7. 115 4 ** O M-3x4 M-1.5x4 M-3x4 J., y 1- 5-10 5-10 > 1, y 0-10 11-08 JOB NAME : POLYGON PLAN 5-6 NH - E2 ����NG N 9ss/o2 Scale: 0.4999 1 WARNINGS: GENERAL NOTES,unless otherwise noted: ��/ 1�/ "" C 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual 9 el E Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at P ry 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / '�! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact badging or lateral bracing required where shown++ • ir 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. : 5992807 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, design loads be applied to any component. and are for"dry condition"of use. �G/Q�.4 14 `4° o.,4 A+� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if A- �` necessary. 'v/Cbp'1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl n 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 111111111111111 1111 1101 11111 11111 IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. Digit indicate nd cae with joint in che. 9.Digits i coincide size of tplate eto inches.li . MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12°0C. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ror equal typical at stud verticals. Refer to CompuTrus fable end detail for 5-10 5-10 complete specifications. '1 T T 12 12 6.00 I/ 114-4x4 \I 6.00 / 3 CO CO 0 CO co 2 4 o/— —/0 cl 0 0 M-3x4 M-3x4 y y y y 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 S_�1NGN�x-E„.7FFssi WARNINGS: GENERAL NOTES,unless otherwise noted: ���\ •�/;,r c." 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J[� Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/ DATE: 7/11/2014 designer. continuouspsheathinggsuch as plywood sheathing(TC)and/or drywall(BC). `.��, , the overall structure is the responsibilityof the building 3.2x Impact bridging or lateral bracingrequired where shown++ Q 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON `I. SEQ. : 5992808 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, ' _ /� �to V design loads be applied to any component. and are for"dry condition"of use. .9 s TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if Q j" 4-1 , 2--�PF- fabrication,handling,shipment and installation of components. necessary. 'W [- 7.Design assumes adequate drainage is provided. ""�P R'4- 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 VIII VIII VIII IIII IIII VIII VIII IIII IIII TPIIWrCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1-4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF #1&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0° TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG•AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 231.2)+DL( 177.2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1451V -41/ 104H 5,50" 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc s0acing.I ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M20HS,M18HS,M16 = MiTek MT series 5-08-04 0-0 3-f 2 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" T MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 i.---- NOT EXCEED 19% AT TIME OF MANUFACTURE. M-1.5x4 g Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. CO O Cr O C7 1OD g 1111 O„,_ r c, �� ** 4 M-5x16 M-3x10 y > / 5-08-04 0-03-12 /, y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F1 -GIRD Sale: 0.5462 ����`NGNFyr�9s0 WARNINGS: GENERAL NOTES,unless otherwise noted: 14j . (�! C -S7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual g S O PP L Truss: Fl -GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, iof component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 14011..continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _' - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown I. �!+ 4 SEQ. : 5 9928 09 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. 1 OREGON D< � C (/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 2/ design loads be applied to any component and are for"dry condition"of use. '9 y 2-°�A-l- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4, necessary. rhh fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R 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 Bill 11111 II VIII IIII VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincideitwith jointche. 9.Digits i dsize of tplate in inches.li , MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1-4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF #1&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0° V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacin ** For hanger specs. - See approvedplans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP g 9• g p pp AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" T T T MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 1 - NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5X4 Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M O V O M o/- crt 4 M-5x16 M-3x10 ** y y y 5-08-04 0-03-12 y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 ���QNGPN�FFSSi WARNINGS: GENERAL NOTES,unless otherwise noted: 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� .1 , C O Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 77/LLLL 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/► DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood quirething(TC)and/or drywall(BC). •/fir , the overall structure is the of the 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. '9G ,�OREGON �c(/ SEQ. : 5992810 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �k design loads be applied to any component. and are for"dry condition"of use. / .9 Q TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, 2 �P'E fabrication,handling,shipment and installation of components. necessary. /14c C� 7.Design assumes adequate drainage is provided. `R R I O- 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 1111 IIIII 11111 IIII IIII VIII 11111111 IITPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12°OC. UON. LOADING Design conforms to main windforce-resisting 10 DL ON BOTTOM CHORD = 10,0 PSF BC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M16HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. T T T 12 12 6.00 \I 6.00 II M-4x4 3 I I 0 (0O N 4 CO VO f �f 1 /?///./////////////////////////_////////////////////////////////////// O O M-3x4 M-3x4 1, y 0-10 8-08-15 JOB NAME : POLYGON PLAN 5-B NH - G1 ,..ss. NGN,r gsi02 Scale: 0.6079 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ki •(1� . E 9r Truss: G1 and Warnings before construction commences. buioing component.fcomponent is lity responsibility spoign parameters uild proper �/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the mchordtoof the building designer. 3.Additional temporary bracingto insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at P ry DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/410011Pcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ — ,Ct. 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A_OREGON C fasteners are complete and at no time should any loads greater than a.Design assumes trusses are to be used in a non-corrosive environment, �G ��` SEQ. : 5992811 P g and are for"dry condition"of use. 2 A� A. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if /Q )' 14 QINL TRANS I D: 403334 a.CompuT us has no control over and assumes no responsibility for the necessary. ip o V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �`rT n I L� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of torss,and placed so their center VIII 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 co inches. MiTek USA,Inc./CompuT us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 51- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2-3.(-63) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 14.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) 5'- 0.2" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -58/ 140V 0/ OH 1.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 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 = 0.005° @ -1'- 2.2" Allowed = 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005° @ -1'- 2.2" Allowed = 0.150" MAX TC PANEL LL DEFL = 0.037° @ 3'- 2.1" Allowed = 0.303° MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0" Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2" 4.00 i" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. lr 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, ,n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. M-3x4 N coin 0 0 1 2T 4-= J' )" y 1-02-04 (PROVIDE FULL BEARING;Jts:2,4,31 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 �S<‹.NG NF FLF�s'Sj0�J WARNINGS: GENERAL NOTES,unless otherwise noted. // .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 - �� .r{h,II E Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4I DATE: 7/11/2014 p designer. continuouspsheathing such as plywood sheathing(TC)and/or drywall(BC). ......."ram!., the overall structure is the responsibility of the building 3.2x Impact bridging or lateral bracingrequired where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992812 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ' _ A 1� �� design loads be applied to any component. and are for"dry condition"of use. 41.- ,....., 9 y 0 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, 2 �Q�- fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. Fa R 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 1011111111111111 TPIM/rCA in BCSI,copies of which will be furnished upon request. git coincideictwith jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 5sf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc M,M20HS,M16HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud tailifors, Refer to CompuTrus gable end detail for complete specifications. 12 4.00 V 3 to co 0 N 2 000„ jrdrdllMIMIMIIIIIM 4 M-3x4 ) ) > 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-6 NH - G2 Scale: 0.7726 �c,'e��N�,NF sio WARNINGS: GENERAL NOTES,unless otherwise noted: 1/ 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual kc !�G.. E �r Truss: G2 and Warnings before construction commences. buiincorporation component.componen is the responsibility spopaoft e s uild proper j 2.20 compression web bracing must be installed where shown+, Design assn of component is mchorof the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �'� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `'� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 0 CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -37 OREGON 4,/ SEQ. : 5992813 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L ,7 A. design loads be applied to any component. and are for"dry condition"of use. / '9 y 20....,A),1-- necessary.I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 fabrication,handling,shipment and installation of components. necessary, c P P 7.Design assumes adequate drainage is provided. Fi At 1.` 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII II 1111111111111111011111 VIIIVIII(IIIIIIIIIIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in che. 9.Digits indicate size of plate tino inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-7988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-94) 79 1-4=(-44) 58 2-4=(-233) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-10) 4 WEBS: 2x4 KDDF STAND LOADING TO LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0° -34/ 292V -30/ 80H 4.00" 0.47 KDDF ( 625) Connector plate prefix designators: 7'- 1.5° -37/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.[ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TO PANEL LL DEFL = 0.152" @ 3'- 5.5" Allowed = 0.408" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202" @ 3'- 5.7" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7" 6-07-12 -05-1r2 MAX HORIZ, TL DEFL = 0.000" @ 6'- 7.7" 12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 4.00 V Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x43 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, risi Truss designed for wind loads in the plane of the truss only. Co O N ti 0,- Cl. ,V AM II Opp 1IIM �4 M-3x4 M-1.5x4 ) ) ) 6-07-12 0-05-12 ), 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588 \5<C.S3N GNF FLF�sd���1 WARNINGS: GENERAL NOTES,unless otherwise noted: •7 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:::214111111P , cr Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper2.2x4 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 construction2 Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !!-DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v u Q4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '9� ,� GON �(/ SEQ. : 5992814 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �to design loads be applied to any component. and are for"dry condition"of use. / '1).- 10 9 y Q S TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 2 �AT nfabrication,handling,shipment and installation of components. Decessary. `_ 7.Design assumes adequate drainage is provided. MFR RI O- 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 11111 VIII 11 II1 IIII 1E01 III I I IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" 'COND. 2: Design checked for net(-5 5sf) uplift at 24 "oc spacing.' TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19% AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M16HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 2 —/ 4.00 L L0 0 11111111 0 N 1 •i- PAIIMIIMMIIIIMMI.11.1111E c, 3 M-3x4 1, y 5-01-08 JOB NAME : POLYGON PLAN 5-B NH - G5 <<5'�D PN OFFxs, Scale: 0.8258 WARNINGS: GENERAL NOTES,unless otherwise noted: C(�\ `_��J � C O_v-9 �± 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual • ` r Truss: G5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, iof component is the responsibility of the building designer. / 01111 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i.,..#00!- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 CC SEQ. : 5992815 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 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, 9476'741' �/ � � design loads be applied to any component and are for"dry condition"of use. '9 y '1°.‘�A-l- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 74. necessary. c 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `R R I 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII IIII VIII VIII VIII IIII IIII TPIANlCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterches 9.Digitssindicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-8=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-366) 181 3-4=(-259) 116 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=(-189) 85 BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -42) 19 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -23/ 377V -78/ 340H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -169/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -118/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -134/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -107/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) (COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-09-12 12-01-03 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 = -0.031" @ 2'- 11.9" Allowed = 0.397" 6 :i MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.007" @ 19'- 10.2" MAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.00 L system and components and cladding criteria. i, Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, O (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads Mo in the plane of the truss only. M-3x6(S) %' 0 MEMMMMINMEMMEMEM 3 co O CD 1 a B. O M-3x4 > y y y 0-10 6-00 13-10-15 IPROVTDE_EULL_BFARING;Jts:2,8,3,4,5,6,71 JOB NAME : POLYGON PLAN 5-B NH - J10 Scale: 0.2814 \c����NGNFFLF�SS2o�1- WARNINGS: GENERAL NOTES,unless otherwise noted: r((/h// 9 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC .7L•, E '9r- Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d di_ PcA' 9R s rywall(BC), fr�r - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact budging or lateral bracing required where shown++ -4 CC 4. Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1G 4,OREGON moi(/ SEQ. : 5992816 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, \t) design loads be applied to any component and are for"dry condition"of use. / .9 y 1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 2 Al- fabrication,handling,shipment and installation of components. necessary. /14 fabrication, 7.Designlaesassumes adequate ne dthi Page isprovided.truss, -Y/FR RI��' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I III II II VIII VIII IIII VIII III IIITPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 42 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' D.C. 2-3=(-327) 162 3-4=(-220) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-154) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 352V -69/ 301H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MnTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -168/ 347V 0/ OH 1.50° 0.44 KDDF ( 625) 9'- 11.2" -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.[ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TO PANEL LL DEFL = 0.030° @ 3'- 7.4" Allowed = 0.397" -/ MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" N MAX HORIZ. LL DEFL = -0.005" 8 17'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 :t system and components and cladding criteria. 6.00 V Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x6(S) %t O 0) 8# 3 It M O V 1 011llle��� - 7..-._-_-. o M-3x4 1' ) 1' y 0-10 6-00 11-11-11 [PROVIDE FULL BFARING;Jts:2.7,3,4,5,6I JOB NAME : POLYGON PLAN 5-B NH - J9 scale: 0.3077 �S��,NGPR �O/�� WARNINGS: GENERAL NOTES,unless otherwise noted: �� - (/;, C -1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual gLh PP 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: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/� p ny continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'�..- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 'Cr 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y A_OREGON p, 1.4/ SEQ. : 5 992817 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- "meq �0N �A. design loads be applied to any component. and are for"dry condeion"of use. y TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if tO 14, e)Q- necessary. 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. A R 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 11111111111111111111 TPIM rCA in BCS[copies of which will be furnished upon request. git coincide with jointcenterche. 9.Digitssindicate size of plate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-287) 142 3-4=(-184) 79 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-108) 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0° 0.0" • TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 353V -61/ 265H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" 162/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11,7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 6 MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" -f MAX TC PANEL TL DIV= -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00Il;7- system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads 'd- 0 in the plane of the truss only. 0 m • 3 0 co O V 1 _ 7►� O M-3x4 ), y y y 0-10 6-00 9-11-11 'PROVIDE FUIL BEARING;Jts:2,7,3,4,5,6I PRo JOB NAME : POLYGON PLAN 5-6 NH - J8 Scale: 0.3315 �S���NG N�FFssj� WARNINGS: GENERAL NOTES,unless otherwise noted: 29 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual LX .1;• E r- Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. - 41000r/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d A/ races her s rywall(BC). `•!r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 - 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 OREGON 4,/ SEQ. : 5992818 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L 2j N� design loads be applied to any component. and are for"dry condition"of use. / y 2� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 1 4, AP necessary. /�L V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -•`R R+�'- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIII 11 111 IIIII 1111 VIII 11111 IIII III IIII TPINVECA in BCSI,copies of which will be furnished upon request. Digitsgit coincide with joint ate in che. 9. livesindicate 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-1 988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(D) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-246) 122 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -67) 31 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -53/ 231H 5.50" 0.57 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -155/ 338V 0/ OH 1.50' 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -129/ 265V 0/ OH 1.50' 0.34 KDDF ( 625) 13'- 11.7" -51/ 109V 0/ OH 1.50' 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc soaring.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX IC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397' 5 MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 6.001/12 4 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. 0 3 ti c+0 0 Cr 1MI 0E170 6►-4" -/ M-3x4 y y y y 0-10 6-00 7-11-11 [PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : POLYGON PLAN 5-B NH - J7 Scale: 0.3795 �<c3 IAG NS s/02 WARNINGS: GENERAL NOTES,unless otherwise noted: {1l/� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual g: !(7L•I E r- Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown n, incorporation of component is the responsibility of the building designer. _ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at t0'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 CC /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 9 OREGON i.(/ S E Q " . : 5992819 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 4, \- A. design loads be applied to any component. and are for"dry condition"of use. / "he 20 �- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4, P fabrication,handling,shipment and installation of components. necessary. c P P 7.Design assumes adequate drainage is provided. �`R R I Ir`' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center VIII I I VIII[III I II [III VIII II IIITPI/WrCA in BCS[,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:12/31/201 5 11111III • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR -LOAD DURATION INCREASE = 1.15 1-2=) 0) 42 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-208) 105 3-4=(-102) 46 TC LATERAL SUPPORT <= 12"0C, UON. LOADING 4-5=( -38) 18 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 352V -45/ 1988 5.50" 0.56 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2° 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2° -159/ 354V 0/ OH 1.50' 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50' 0.24 KDDF ( 625) 11'- 11.7° -19/ 46V 0/ OH 1.50' 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18o MAX LL DEFL = 0.001" @ 0'--10.0° Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX IC PANEL LL DEFL = -0.030' @ 2'- 11.9" Allowed = 0.397" 5 -/ MAX IC PANEL TL DEFL = -0.050° @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.002' @ 11'• 10.9' MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9° 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES 6,00 Iv NOT EXCEED 19%AT TIME OF MANUFACTURE. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 v Truss designed for wind loads o in the plane of the truss only. _ co o/- a cv 1 61"1"11. -/ 0 M-3x4 y )- y J. 0-10 6-00 5-11-11 ]PROVIDE FULL BEARING;Jts:2.6.3,4.51 JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 �c,0,0‘AGpN FFnFss/O�1 WARNINGS: GENERAL NOTES,unless otherwise noted: h// ,T "!� G 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� . 0, E "9� Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper /LLLL 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `•��- �I, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ elIt r� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -yG "i OREGON A.SEQQ � TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 6. / "I},5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if 14, 2P} fabrication,handling,shipment and installation of components. necessary. 1 7.Design assumes adequate drainage is provided. /1 .R'/ [] 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of twos,and placed so their center I I II II II I VIII II I VIII VIII III IIII IIIITPIM/rCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(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 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 99 3-4=( -76) 34 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0° 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 350V -37/ 166H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 ssf) uplift at 24 Hoc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX IC PANEL LL DEFL = 0.028" @ 3'- 4.9" Allowed = 0.397" 4MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ, LL DEFL = -0.002" @ 9'- 10.9" 12 0 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 6.00'/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, v Truss designed for wind loads C) in the plane of the truss only. rf) co o/- v o� 1 5►/ 0 M-3x4 ), ) J, y 0-10 6-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,5,3,4I JOB NAME: POLYGON PLAN 5-B NH - J5 Scale: 0.4887 �,C ? GPNF 9s/O'L WARNINGS: GENERAL NOTES,unless otherwise noted: {(/ -9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 41� !(.7�•, E r- 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 bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �'� p ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ���!- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `'Q 4.Na 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. : 5992821 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, 47,0'9:1).' 2/ N� /` design loads be applied to any component. and are for"dry condition"of use. / '9 y ZQ A-�- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, !�`_ fabrication,handling,shipment and installation of components. ne Design cessary. ML Rp 1 V P P 7. assumes adequate drainage is provided. `P R�` 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111111113111111 TPINVECA in BCS',copies of which will be furnished upon request git coincide with joint ate in che. 9.Digitssindicate size of plate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-126) 92 3-4=( -64) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ DV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" 4MAX TC PANEL LL DEFL = 0.047° @ 2'- 9.3" Allowed = 0.397" 12 MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9° Allowed = 0.596" 6.00 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting r) system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), o load duration factor=1.6, d. Truss designed for wind loads in the plane of the truss only. • P') o,,_ ci- ill ooh 1 51► M-3x4 0-10 6-00 'PROVIDE FULL BEARING;Jts:2,5,3,41 1-11-11 r_O PROF JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 ��c<' GNE qs/O WARNINGS: GENERAL NOTES,unless otherwise noted: 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �f'</ ,t1,.... (1�;, E "9r Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 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. `�- '_ Pcin 9(r s ryw ( ) DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -0 Q 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. '9 OREGON to SEQ. : 5 992822 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, 476'9:11' 4, design loads be applied to any component. and are for"dry condition"of use. / y 200 --k.-- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, P necessary. A R I D V fabrication,handling,shipment and installation of components. 7.n es 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 111111111111111111111 TPIM/rCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in che. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 68 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: 10.0° 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 KDDF ( 625) 5'- 9.2° 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -69/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0° Allowed = 0.111" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2' Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8' Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001° @ 5'- 10.9" 6.000 DESIGN ASSUMES MOISTURE CONTENT DOES 3 NOT EXCEED 19%AT TIME OF MANUFACTURE. c?/- Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 co v o� 1 2►/ 4►� 16I 0 M-3x4 v .) y y 0-10 [PROVIDE FULL BEARING:Jts:2,4,31 6-00 PROPe JOBNAME : POLYGON PLAN 5-B NH - J3 scale: o.se43 ��S.<'NG NFr.51 `r/02WARNINGS: GENERAL NOTES,unless otherwise noted: {j/J/� -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 �� (JL.• Truss: J3 and Wamings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 19'o.c.respectively unless braced throughout their length by �_ P b P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'�!- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 0 tr 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. q_OREGON 4/ SEQ. : 5992823 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are be used in a non-corrosive environment, G 4, \b' design loads be applied to any component. and are for"dry condition"of use. 1.0 All' 9 y 2� A-1- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, V` fabrication,handling,shipment and installation of components. Dnecessary. P P 7.Design assumes adequate drainage is provided. FR RILL 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 111011111111111 IIVIIIVIII 1111 11111111111 III TPINJlCA in BCSI,copies of which will be fumished upon request. git coincideiindicate with joint ate in che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI R ES:12/31/2015 1111E 01 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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 49 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 321V -14/ 73H 5.50" 0.51 KDDF ( 625) 3'- 10.9" -99/ 114V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0° 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111° 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" T l' MAX TO PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0,004" @ 4'- 1.4" Allowed = 0.333" 12 6.00 MAX HORIZ. LL DEFL = -0.00D" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 -v Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. 0 N M Of- O� 1 2� 4 -V M-3x4 y y 1, 0-10 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 �'t��NG NFFFSz. sjO WARNINGS: GENERAL NOTES,unless otherwise noted: ,T "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 CC .VC.•, E < Truss: J 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. Ale 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of4� continuous sheathing such las cingoe sheathing(TC)where s or drywall(BC). �/� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '9 OREGON �(/ SEQ. : 5992824 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, ` /� Nk design loads be applied to any component. and are for"dry condition"of use. / All' y 2° S TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, cPT necessary.aMFR R I l_L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (III1 I II III(III VIII VIII VIII III(IIITPtlW CA 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) EXP(R ES:12/31/2015 111111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-35) 40 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT 4= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10,0° 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -49/ 263V -7/ 43H 5.50 0.42 KDDF ( 625) 1'- 10.9' -108/ 90V 0/ OH 1.50" 0.14 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 ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T "( MAX TO PANEL LL DEFL = 0.001" 8 1'- 0.0' Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003° @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.250" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.00[; . MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads '' in the plane of the truss only. 0 cr ch o/- irg o'- 1 2 4 11-3X4 y y y 0-10 (PROVIDE FULL BEARING:Jts:2,3,41 6-00 to PR JOB NAME : POLYGON PLAN 5-B NH - J1 Scale: 0.7144 ��5"��'�NGN,e 9si�'L WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC Ili e E '9f' Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 40111F/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �' Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `"!! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �7 OREGON t(/ SEQ. : 5 992825 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 21 \� design loads be applied to any component. and are for"dry condition"of use. / -7 20 A-�- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, ,P fabrication,handling,shipment and installation of components. Dnecessary. c P P 7.Design assumes adequate drainage is provided. `{:?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 VIII VIII VIII III VIII II I III(III(III TPINJfCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter che. 9.Digitssinsize of tplate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 • 1- 2=( 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=) 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-224) 105 3- 9=(-308) 164 LONDIOG 4- 6=)-168) 67 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -29/ 351V -53/ 2318 5.50° 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50° 0.20 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50° 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50' 0.37 KDDF ( 625) • BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7" -50/ 106V 0/ 01-I 1.50° 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" 8 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" T f MAX HORIZ. LL DEFL = -0.007° @ 5'- 2.3" / -/ MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" ;i DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 I/ Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, :i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, o Truss designed for wind loads 0 o in the plane of the truss only. r` CO rt M-4x6 k� CO o M-3x4 �� -. o miglillm 9 ' o .elm M-3x4 • _ o co CV O "' M-3x4 M-1.5x4 N ), y ) ). 2-03-12 2-10-08 0-09-12 1, /, , ,1 0-10 2-05-08 11-06-03 ,, y y 6-00 7-11-11 [PROVIDE FULL BEARING:Jts:2,9,4,5,6[ JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 �-e° NEFe`SS'j0 WARNINGS: GENERAL NOTES,unless otherwise noted: .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 �� .( , E 9� Truss: J 7C 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: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `Niliftw.- /r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 10 CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - A_OREGON SEQ. : 5992826 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- ",7 Nk design loads be applied to any component. and are for"dry condition"of use. / y V i-- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q M b14, R;,\'' �Q necessary. r�A I L V fabrication,handling,shipment and installation of components. 7.n 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 111111111111111111 TPIMTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI R ES:12/31/2015 11 IIIA[[[ 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) 42 2- 8=(-102) 178 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-245) 43 7- 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-213) 71 3- 9=(-289) 171 LOADING 4- 5.(-155) 77 TC LATERAL SUPPORT c= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-101) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 24 0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'• 0.0" -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 299V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -183/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing j VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18D MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8° Allowed = 0.339" 11 1 1-11 MAX LL DEFL = 0.042" @ 11'- 11.7" Allowed = 0.200" T T MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" / -/ MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6,001/ , 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads CID �� rn in the plane of the truss only. M-4x6 �ir M 3x4 o �cn m8 9 .__� �� o _� M 3x4 M-1.5x4 o co co M-3x4 I. 1, 1, ) 2-03-12 2-10-08 0-09-12 , y y y 0-101 2-05-08 , 9-06-03 y 6-00 5-11-11 [PROVIDE FULL BEARING;Jts:2,9,4,51 JOB NAME : POLYGON PLAN 5-B NH - J6C Scale: 0.3429 ��c,.<(, '° R gsioAA-� WARNINGS: GENERAL NOTES,unless otherwise noted: "V 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,� •I�•• E 9f Truss: J 6C and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibilityof the erector.Additionalpermanent bracingof 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). `/I0!- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 'Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON i(/ SEQ. : 5992827 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, tij ,�0" design loads be applied to any component. and are for"dry condition"of use. / -7 2.0 -�.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 1 4, ,P. fabrication,handling,shipment and installation of components. necessary. P P 7.Design assumes adequate drainage is provided. FR R 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 111111111111111111 TPI WTCA in BCS[copies of which will be furnished upon request. git co incide with jointinches 9.Digitssi int ide size of tplate in lines. MiTek USA,IDC./ConpuTruaSoftware+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1110 IIIIIII 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)2x4 KDDF #1&BTR ) 42 2-7.) -69) 178 6-3=( 0) 9 SPACED 24.0" O.C. 2-3=(-245) 43 6-8=(-114) 4 278 6.3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(•153) 71 3-8=(-289) 118 LOADING 4-5=( -70) 32 IC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -27/ 347V -37/ 166H 5.50° 0.55 KDDF ( 625) 9 5'- 2.3" 0/ 122V 0/ OH 5.50° 0.20 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -138/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -49/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, AND BOTTOM.CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001° @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.007" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 5'- 2.3° T f MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" /- -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 0 Design conforms to main windforce-resisting 6.001/ system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads cp v I o in the plane of the truss only. o b u7 v M-4x6 11111 k, �� 8, .. o M 3x4M-1.5x4 o M-3x4 M-3x4 y y ), ) 2-03-12 2-10-08 0-09-12 y y y y 0-10, 2-05-08 716-03 y 6-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,8,4,51 JOB NAME : POLYGON PLAN 5-B NH - J5C Scale: 0.3783 \����NG N OFFss/o WARNINGS: GENERAL NOTES,unless otherwise noted: (/ •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 �� .r{�;, E r- Truss: J 5C and Warnings before construction commences. building component.Applicability of design parameters and proper 7777/CGCG 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Adier 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 1s'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) ryw ( ) �_ pyw heresand/ord all BC. �•�� DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 Cr 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7, ,r OREGON 4,/ SEQ. : 5992828 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,7 ,�6' design loads be applied to any component. and are for"dry condition"of use. / -9y TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 4, 2-°,.,v...-7 fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes atedadequate hdrainage isprovided.s �P R I�� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII 111 I III I 111 I I11I VIII II III IIIITPWJrCA 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 1 D.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 42 2-7=( -84) 228 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-297) 65 6-8=(-138) 358 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3.4=(-153) 82 3.8=(-372) 143 LOADING 4-5=(-100) 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 1D.0" 23.7" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 328V -24/ 151H 5.50" 0.53 KDDF ( 625) Connector plate prefix designators: 5'- 2.3" 0/ 144V 0/ OH 5.50' 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = -0.010° @ 2'- 3.8° Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.041° @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 7-11-11 T < MAX HORIZ. LL DEFL = 0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.001/ NOT EXCEED 19% 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load v Trassduration designedfforowind6=1loads in the plane of the truss only. v M-4x6 CO iie......____ M-3x4 MIIIIMMIN..- ._., CO �� ,...gagi ,I- .11 o m M-3x4 M 1.5x4 o 0 2�i 0 7 0 M-3x4 1' ), > ) 2-03-12 2-10-08 0-09-12 , ), y 1' 0-10 , 2-05-08 5-06-03 ,. 6-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,8,41 JOB NAME : POLYGON PLAN 5-B NH - J4CScale; 0.4268 GS�� �NG NF gssi� WARNINGS: GENERAL NOTES,unless otherwise noted: 2-9 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 �� !(c(;11 E I-- Truss: J 4C 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: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �'' P b continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `°!' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 CC 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '9 OREGON <ci SEQ. : 5992829 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L 2� \� design loads be applied to any component. and are for"dry condition"of use. / '9 y 20 A-�- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, �Q fabrication,handling,shipment and installation of components. Decessary. c P P 7.Design assumes adequate drainage is provided. P R I LA. 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 111111111111311111 TPIMlTCA in BCSI,copies of which will be furnished upon request. git coincideiatwithzjointpate nr che. 9.Digits iasize of plateetinches.. 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 1E01111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(-135) 228 6-5.( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-297) 65 5-7=(-218) 358 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3.4=( -55) 41 3-7=(-372) 226 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.N) ON TOP CHORD = 32.0 PSF 10 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 365V -22/ 104H 5.5D° 0.58 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50° 0.23 KDDF ( 625) 9 5'- 11.7" -48/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001° @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0,111" MAX LL DEFL = 0.012° @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 5-11-11 T 'l DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6,001/ system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads m in the plane of the truss only. 0 v M-4x6 c, 0 C,) N e1 M-3x4 v g� 03 o/- M, 7 -/C o/ 11 o m' M-3x4 M-1.5x4 o 0 2= 0 6 , M-3x4 > ) ) y 2-03-12 2-10-06 0-09-12 ), ) y ) 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,7,4' JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: 0.4902 �\c,tke`NGPNF�(.9 WARNINGS: GENERAL NOTES,unless otherwise noted: h/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC •7 L•, E 9r Truss: J 3C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by41-ori. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `41110,- 410101e DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ et n 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '9 OREGON 44 SEQ. : 5992830 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- \�` i design loads be applied to any component. and are for"dry condition"of use. / q y TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14,'1), 4, 2° 1 sP necessary. /� n R I L fabrication,handling,shipment and installation of components. 7.nDesign 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 I I111111111111111111 1VIII I 11111111111 TPIMIrCA in BCSI,copies of which will be furnished upon request. git coincideitwith jointcenter lines. 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIlli This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 42 2-6=(-46) 123 6-5=) 0) 18 BC: 2x4 KDDF H1&BTR SPACED 24.0° O.C. 2.3=(-188) 24 5-7=(-76) 191 5-3=) 0) 48 WEBS: 2x4 KDDF STAND 3.4=( -22) 28 3-7=(-198) 79 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0° -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 98V 0/ OH 5.50' 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010" @ 2'- 3.6" Allowed = 0.226" MAX LL DEFL = 0.000" @ 5'- 2.3' Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002" @ 3'- 11.9' Allowed = 0.128" 3-11-11 MAX HORIZ. LL DEFL = -0.004" @ 5'- 2.3" T T MAX HORIZ. TL DEFL = 0.006" @ 5'- 2.3" 12 • DESIGN ASSUMES MOISTURE CONTENT DOES 6.00(/ NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M 4X6 ) CO Truss designed for wind loads o in the plane of the truss only. CD D N 111 M-3x4 1110 -- N111111111111111111111 o� 7 � �m M-3x4 0 c, M-1.5x4 0 2 a1 6 0 M-3x4 c, y t y )- 2-03-12 2-10-08 0-09-12 y y , y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4,71 JOB NAME : POLYGON PLAN 5-B NH - J2C Scale: 0.5343 �<0� AG NF LP/0-0.- WARNINGS: GENERAL NOTES,unless otherwise noted: -9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� !(�§ e E Truss: J 2C and Wamings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracingof 2'o.c,and at 10'o.c.respectively unless braced throughout their length by �' p ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `'fit! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -9 p-OREGON t.(/ SEQ. : 5992831 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G "� \� design loads be applied to any component. and are for"dry condition"of use. / .<4.- TRANS 9.- 2� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 1 4, NY- necessary. /10. V IL6fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C Ft 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 (III VIII VIII I I tIII II II II II(IIITPIM?CA 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 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 30 TC LATERAL SUPPORT <= 12"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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -58/ 287V -14/ 73H 5.50" 0.46 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001° @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 12 3 -/ MAX HORIZ. LL DEFL = -D.000" @ 3'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10 9" DESIGN ASSUMES MOISTURE CONTENT DOES '' NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. co,,._ ci- Eli 0 o/- 1 2OMR 40:-.4411 M-3x4 y y y y 0-10 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2.4,3] JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Scale: 0.6541 \c����NG,NFFu.0 WARNINGS: GENERAL NOTES,unless otherwise noted: D. (// 29 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�� 1.- 4�S h;' E r Truss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper LLL/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •� I_ DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. : 5992832G / .9 ',7.4414, � 1�` �� 9 TRANS I D: 403334 design loads be applied to any component. and 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,5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4, 2-'3, .7" fabrication,handling,shipment and installation of components. necessary. V 7.Design assumes adequate drainage is provided. Fq MIA- 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 IIII IIII IIII IIII III VIII II IIIITPIANrCA 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) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) -3) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-45) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 9,2" -18/ 21V 0/ OH 5.50" 0.03 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50' 0.07 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX BC PANEL LL DEFL = 0.001° @ 1'- 0.1' Allowed = 0.050" MAX TO PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00[------- MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 - load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 o M O/- V 111 O� 1 2 4� M-3x4 y y y 0-10 2-00 (PROVIDE FULL BEARING:Jts:2,4.3I • t.0 PROpe JOB NAME : POLYGON PLAN 5-6 NH - ASJ1 Scale: 0.7139 �c ' G N,� 61/02 WARNINGS: GENERAL NOTES,unless otherwise noted: f/� --Tru1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� 7-4 L e E 91-- Truss: ss: ASJ 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �I' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d wall C. �! DATE: 7/11/2014 r cw gR s ry ) /� the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -� SEO. : 5992833 Ct- 4. Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,,"OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -G- �q 20��`��� design loads be applied to any component and are for"dry condition"of use. Q = 1 4, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Mcb !�P fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "`r1/A I L� 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 VIII VIII 11 I 111111 III IIIIIIIIIIIIII(III(III TPIAMCA in BCS(,copies of which will be furnished upon request. Digit coincide with joint ate in che. 1 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-,