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Plans (2) MS>Ta\ --a)\3 40'-0' t.cc3 SL) Sra plc:_ S -- GARAGE LEFT L 11'-11' ASN ASJI cm ASJ2 jASJ2 AHI (2) 6:12 V IH AH2 AH3 • lir AMC .A• AH6 AH7 Al (4) r. AH7 r 13 6:12 y 6:12 BHV -.__. _.._.. RH2 _.. -.-..-.. — BH1 (2) 6:12 D2 (2) 3 Di 6:12 / e•19 E2 (3r ®PgiONFORMS TO DESIGN CONCEPT ' 12 ( :1 / �"°� re, i� ❑ C)NFORMS TO DESIGN CONCEPT WITH GI REVISIONS AS S OWN 2V-4 1/2 �� I ❑K CONFORMS TO DESIGN CONCEPT ElNON-CONFORMI[G-REVISE AND RESUBMIT r REVIS ONS NOTEDSIGN CONCEPT WITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE a� 0 NON-CONFORMING-REVISE&RESUBMIT WITH THE DESIGN CONCEPT OILY AND DOES NOT RELIEVE THE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE FABRICATOR/VENDOR OF RESPCVSIBILITY FOR CONFORMANCE WITH THE wDH DESIG CONCEPT ONLv AND Does NOT RELIEVE THE FABRICATORNENDGR CF RESPONSIBkffV FGR CONFORI.IANCE WITH DESIGN DRAWINGS,SPEDIFICATIONS.AND APPLICABLE CODES,ALL OF WM.HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY PRIOR,OVER THIS SHOP DRAWING, OVER THIS SHOP DRAWING. CIdTPACTno et101 L VEDIry ALI DISIEy¢ITNC By Alexia Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BLI,DCn. toavEDATE: • ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND _ PROJECT TITLE: REVISION-1: DRAWINGS OR ALL FURED THER PLAN INFORMATION.LEFOR.BUILDING .N-T umber PLAN 5-B COFFER DESIGNERMATINEEROF RECORD 1 Iii RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY: DESIGNER/ENGINEER EVIEW AND APPROVE OF ARDD TO R ' & TRVJC 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. 4V-03' 11,-11. GARAGE _ IPS � Q 3 k ‘gRRIA- Rn 523q � ARI H _,_, ASJ1 / ASJ1 ASJ2 . 7A �� do _.____ , _ ASJ2 // / rig r 6 1�2 // AH2 1 (2) 41 : _ ......77...---3"' / AHSC AH6 (__ _, AH7 if Al (4) A 8:12 /8112 Ar AF44 77 ` A/ BH3 / BFr2 `` 6:1 t RH1(9) :: '� k .,E D2 (2) E2 (3)R••19 �" 6:1 D1 --I:6r --,77 � ,RC1 6:12 ...__------k_k , # -� N CONFORMS TO DESIGN CON MP' n- 4i ❑ CONFORMS TO DESIGN' ONCEIgWITH • j�� 8' " H_ REVISIONS AS SHA N ❑ NON-CONFORMING-REVISE AND ESUBMIT ®CONFORMS TO DESIGN CONCEPT I/ 1 CONFORMS TO DESIGN CONCEPT WITH I 6� II � 1 f SHOP DRAWING HAS BEEN R VIEWED FOR GENERAL CONFORMANCE o REVISIONS NOTED ttt--- 1I'L N H THE DESIGN CONCEPT ONLLAND DOES NOT RELIEVE THE ❑NON-CONFORMING-REVISE&RESUBMIT WO I FABRICATOR VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE THIS SHOP DRAWING HAS.BEEN RELIEWED FOR GENERAL CONFORMANCE _ a 'll DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY FABRICATTOR/VENDCONCEPT R aF RESPONSBIR�FORGCONFOAMRCRELIEVE Wi DESGN OVER THIS SHOP DRAWING. CONI RACTOR SHALL VERIFY ALL DIMENSIONS. DRAWINGS,SPECIFICATIONS,AND AMICABLE CODES,ALL OF WHICH HAVE �n1 n1� PRIORITY OVER THIS SHOP DRAWING. yyy By: Todd R, Eaton Date: September 19, 2014 By Alexia Wkui Date 9/22/14 MIIBRANDT ARCHITECTS CT ENGINEERIf1G©E¢dayntcoropDTrusInc.zoos BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL I♦ PROJECT REVISION-1:ODRAWINGS FORALLFURECO p� umber PLAN 5-B COFFER INFORMATION. OFR CORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY: DESIGNER/ENGINEER O ATO & T R U S S REVIEW AND NDDFAPPROVE OFEALLR 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. INN mile MiTek® MiTek USA, Inc, 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly s, 600(.. 5 i, ePos.--0e.-------% avid Baxter, P.E., S.E. Sr. Structural Engineer �tiacO PROpe MiTek USAg ,NGINEF, /0c. 2 , DB cr :9200PE ter" i f y ,f OREGON.\� lv i4..y 14, 2a�Q 12/06/2017 FRRILA- EXPIRES: 12-31-2019 lot 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. (‘,,-c PR QF' ss NGINF�. /C;' • 2PE ( 7 tf5 i � -0j, OREGON ` AMBER QS A. HEsaP 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. MiTek6 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 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. 0,10NIO o WASINi+ . *ma +,49639.A., kid `rSl, ' OCs 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&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 I 2-6-0 1 I 2-2-9 I I 1-2-0 I I 2-4-11 Scale=1:28.6 1.5x3 I I 3x5= 1.5x3 II 3x4= 1.5x3 1I 1.5x3 1I 3x5 = 1.5x3 11 1 2 3 4 5 6 7 8 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIo N '-/ \ o \ v e / \ o N e^ B e 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 10(1r1 111-31 1 1 16-412 1 9-11-9 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edoel,f11:0-1-8,Edael 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 Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. orrONIO 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 Qc' Of WAS..- A 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 G A S 0, t, NOTES I r,Z "' 6� M 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. (4" 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 "df} 49639 Qta • be attached to walls at their outer ends or restrained by other means. O 4114' .tSTOt40 LOAD CASE(S) Standard yaksIONEILE�G D P ROFF<<-1 ss,C / �„ VI ./90 ? '�cr d87022P • �y 'oj, OREGO Qki "P. k`�M$ER1\ 06, A. Hex- EXPIRES: 0/2015 April 22,2014 N r A WARMING-Verify design parameters and READ NO TES ON 11119 AND INCLUDED MIIEK REFERENCE PAGE MII.74I3 rev.1/29/2014 8EFOR£I/SE . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 11in 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/T141 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{3P}lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5B R41832523 PL14-90UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:22 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-4U1 igfdfJ7uFCIZU_7B2f0Y183g0BcGRF3yEw5zOQTZ 1 1-6-0 1 1-3-40Ei 1 2-3-01 11-2-0 1 1 1-0-5 1 2-6-0 1 Scale=1:27.7 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x6 4 5 6 7 8 9 10 A/ a ea a a * - a 17 15 14 13 12 11 3x4= 3x6= 4x5 = 3x5= 1.5x3 11 3x4 = 3x4= 1 3-0-4 1 15-10-12 1 3-0-4 12-10-8 Plate Offsets(X,Y): (7:0-1-8,Edoel,f12:0-1-8,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 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/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 (Ib/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) , pNIO 44, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. & oV• WAS 1 W�r TOP CHORD 2-3=0/1294,3-4=0/750,45=0/750,5-6-1002/0,6-7=-1002/0,7-8-1099/0, G ti� 8-9=-1099/0 �V �- �\ M 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 co _ ' N WEBS 3-16=-718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=-1177/0,9-11=-960/0, • I - 9-12=0/379,3-15=0/856 NOTESr049639 Qr� 1)Unbalanced floor live loads have been considered for this design. Q;{' ,p,QISTEg� 2)Refer to girder(s)for truss to truss connections. ZC 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. /ONALV'146 _ _ _ 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 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. �� .�� .PROFe LOAD CASES) Standard cN, <r. NE - f0, �� 87Q 2PE () „v /V '4, �Aj, OREGON (y,Oco 90 AMBER \\ °s 1. HSI- EXPIRES:X0/2015 April 22,2014 t _ t ®WARNIMJ-Verify design parameters and READ NDIES ON IBIS AND INCLUDED M77Et(REFERENCE PAGE MII-7413 rex 1/29/2014 BEFORE USE p Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown _ is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Boning 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 ALSC Job Truss Truss Type Qty Ply 5B R41832524 PL14-90UP F03 Floor 3 1 Job Reference(ootionall Pacific Lumber&Truss Co„ Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:23 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-Ygb42?eH4R06gv8gYgiHCc57kT4Ew0FaTjinSyz0QTY I 2-6-0 60 I I 2-5-1 I I 1-2-0 ii 2-4-11 I Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 e — ` — o o \`! a —i = o N \ N e e e N 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10-2-1 aide 111-5-9 0 7-0 I I i6-7-4 5-0-3 I 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,f11:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in floc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,Q.1 tONio t,` TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 'ZE BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 Ocj a Wap, . 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 G &.� �i(rlr NOTEGN Ty„ S 4., „ O't M 1)Unbalanced floor live loads have been considered for this design. y i 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 47 be attached to walls at their outer ends or restrained by other means. 49639 w� LOAD CASE(S) Standard • �48jgti9 (o�Eo PRQp x .870 2PE r N >cV S • AT OREG N cy� �H -pe �'ISER 11 �O 0`S k He.# EXPIRES:C(6130/2015 April 22,2014 I 1 A WARMMG-Verify design parameters and READ FATES ON MIS AM)INCLUDED MITEK REFEREMI PAGE MII-7473 nee 1/29/201d 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,quality control,storage,delivery,erection and bracing,consult ANSI/Mil 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 ISP}[umber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 5B 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:j7axn4OsHnThlyaUAczwOszX1 UY0s9SFLfvrk8yS3it6YDVNpeEXtNnfT6kiNRL?_zOQTX 1 2-3-0 I 1-4-11 ii 1-2-0 I I 1-0-9 I 2-6-0 I Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 N I/// Ctl 9 e LB �� e 1i— 15 14 13 12 11 3x4= 3x8= 3x5= 3x4= 4x4 = 3x4= 14-3-11 I 13-1-11 111 13-8-111 1 18-1-48 I 0.7-0 0-7-0 3-9-9 Plate Offsets(XX): 112:0-1-8,Edgel.113:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in floc) 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. S*�NIQ .14 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 QJ 1�� BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 0% pd WAS-it/it?. +' 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 ti4' �7VQ 11, 6-13=-860/0 I �� gi n` l,� ,MN NOTES I 1)Unbalanced floor live loads have been considered for this design. \ 2)Refer to girder(s)for truss to truss connections. r a 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "16 49639 4 • 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� ��QISTSR� be attached to walls at their outer ends or restrained by other means. -- LOAD CASE(S1 Standard — PR OF- ��N V" ',9 /021 :87022PE -y ,'o?, O EG N cls O40 9O cs4l ER �1 �`S A,. Hep—�4 EXPIRES: 0/2015 April 22,2014 II A WARMMI-Vetffydesign parameters and READ?CIES ON THIS AND INQ.UDED MITER REFEREPEE PAGE MII-7473 tea i/29/20T BEFORE USE immi Design valid for use only with Mick 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/1811 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 K Southern Pine ISP)lumber is specified,the design values are these effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5B R41832526 PL14-90UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-zFGDgOgAMMOghMsFDzG_gEjdrh4P7Ju1 AhwS3tzOQTV I 1-3-0 1 11-1-1 II 1-2-0 II 2-4-15 I 2-6-0 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 N 6 \ a a/- -N 7. \ a / ❑ N O O 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6 = 3x5= 3x5 VuH= 15-7-9 14-5-9 10 1 -0 11-7-0 1 s_0-915 I 14-5-9 Plate Offsets(X,Y): F12:0-1-8,Edgel,r18:0-1-8,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 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0,SONIO TOP CHORD 2-3=-2003/0,3-4=2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, 8-9=-4495/0,9-10=-4495/0,10-11=4230/0,11-12=-4230/0,12-13=-3519/0, OC' cif WAS- . . 13-14=-3519/0,14-15=3519/0 `Mt 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, G SSV iv G�d 19-20=0/3519,18-19=0/3519,17-18=0/1990 �?E. - O 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, y 1 I. N 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=327/0, 12-20=0/1057 44. NOTES �`P ,i, i.,"r 9639v 4q • 1)Unbalanced floor live loads have been considered for this design. ��{ �~ 441 2)All plates are 1.5x3 MT20 unless otherwise indicated. �SION��O 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. ��ckV� PR OFFss LOAD CASE(S) Standard .NGINEF�4 >Q 2 k 870 2PE r cn ,cv �7 SAT OREG•N 95) 41./N E OS A HEp`\AP EXPIRES:X0/2015 April 22,2014 r , A WARM%-Verify design parameters and READ NG TES ON THIS AND INCLUDED MI7EN REFERENCE PAGE P111-1413 rev.1/19/201.4 BEFOREIkf . �� 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 Mirek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 ff Southern Pine(SP)lumber is specified,the design values are those effective 06/0112013 by ALSO Job Truss Truss Type Qty Ply 5B R41832527 PL14-90UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjkKhEo7WE1AhwS3tzOQTV 1-4-0 I 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 I I Scale=1:8.7 III Ill lili" N 141111111- 14 9 N% SIG r - I. 5 " 4 Q' 3x4= 3x4—6-1-81 4-1-0 6-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "'• 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 6Nio 414, NOTES % Wpr, 44 1)Refer to girder(s) AS for truss to truss connections. O QV,, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. G ,stir 0,,,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 c* & :.- �`t N be attached to walls at their outer ends or restrained by other means. • / LOAD CASE(S) Standard ' '�r 49639 44> • -1,0NA�JG "�Ro-NCacp PRDFFss � INEF /02 c.kc 87022 P1 ., - a :.- cv • yp�Aj` R GON tiur0 MBER � �`s A. HE8*\ EXPIRES: 0/2015 April 22,2014 t t AWARNING-Verify design parameters and READ MOTES ONMIS AND MUDDED MIIEKREFEREM PAGE t411-7473 rex 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. /11 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/TP11 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 ff Southern Pine OSP)lumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 58 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:j7axn40sHnThlyaUAczwOszXl UY-veOz5iiQuzeOwgOeLOISvfozjUmsbG8Jd?PY81zOQTT 1 1-7-12 1 1-8-15 1 1 1-2-0 ii 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 3x4 = 1.5x3 II 3x5= 1.5x3 II 3x8= 1 2 3 4 5 6 7 8 9 10 11 0 o 0 ‘_ : ''' -1 .0: - - -.0 °.- 9 `� o I e - N 19 17 16 15 14 13 . 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= 1 1-10-12 2 17-5-4 1-10-12 0-%=8 15-5-0 I Plate Offsets(X,Y): 12:0-3-0,Edgel,18:0-1-8,Edael,113:0-1-8,Edgel,119:Edcie,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress 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. oONIo 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, Odj a. i�p44r .k/14,,,8-9=-1741/0,9-10=-1741/04L' GBOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, he . jO12-13=0/909 IA 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 ir, NOTES �� 49639 1)Unbalanced floor live loads have been considered for this design. S w 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. tf� �Ci/STEIL ,0 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. SSI �G 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 )jj 1u 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. '\(-\1/4%- � co PROF ss The design/selection of such connection device(s)is the responsibility of others. Q1/4 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �� RCo NOI NEE /O LOAD CASE(S) Standard kr 29 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 8fl22PE Uniform Loads(plf) Vert:12-19=-8,1-11=80 Concentrated Loads(Ib) N Vert:1-304(F) y �A� OREGO ti� �(!� Oi9 A. HER�P EXPIRES:X0/2015 April 22,2014 t t A WARNING-Verity design parameters and READ NOIES ON MIS AND INCLUDED MIMEI(REFEREACE PAGE 1111-7413 rev.1/19/2014 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. 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/1811 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 tf Southern Pine 15P)lumber is specked,the design values are those effective 06/0112013 by ALSO Job Truss Truss Type Qty Ply 5B R41832529 PL14-90UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwg0eLOlSvfo4nUv9bNVJd?PY81z0QTT 1 2-6-0 10-5-10 1 1 1-2-0 1 1 1-4-14 1 Scale:3/4"=1' 1.5x3 II 1.5x3 11 1.5x3 11 1.5x3 11 1 23x4= 3 4 53x4= 6 iii- \\:- 4 _I l.., 0 O N ,1 6 e e 3x4= 1 9 8 354= 3 3x4= x4= 1 3-1-2 31-110 3-9-10 1 4-4-10 4'I6-? 8-6-8 1 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): r8:0-1-8,Edge),19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft Lid 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 lncr 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. 01ONI0 TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 O% QVy, WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 G �,s�' G,T, `t, 0 M NOTES N 1)Unbalanced floor live loads have been considered for this design. / 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. \ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 47 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 W be attached to walls at their outer ends or restrained by other means. 0� �4NO V XU LOAD CASE(S) Standard �SSION.006 �,�cO PROFFss ��5 ANO._ _ b :871 2PE �J y SAT OREGO /r 4� O EXPIRES:X0/2015 April 22,2014 t t A WARM%-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFEREMJ PAGE 577-7413 rex.1/29/2014 BEFOREt1SE 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/TPII Quality Criteria,DSB-89 and9CSI 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 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:j7axn40sHnThIyaUAczwOszX1 UY-NgyL12j2fHmFYgbqv5phStLFYuG7KsvTsf96gCzOQTS 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 = 31.5x3 H 4 3x4= 51.5x3 I I J . e e N O N K e e e O 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4 = I 3-0-14 3.2-8 3-9-6 1 4-4-6 1 6-2-8 I 3-0-14 1-6 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): f4:0-1-8,Edael,18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. oi ONIO TOP CHORD 2-3=-362/0,3-4=-362/0 6...... BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 Goy SOV WAs WEBS 2-9=-456/0,4-6=-424/0 Q r. C�d NOTES C, �LA — 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. to. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. r ; 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'd w� 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 9 X9639 be attached to walls at their outer ends or restrained by other means. +�'�(> 1STEg LOAD CASES) Standard S34910NAL.., '\(QED P R oF` S' ��5 �`'' NEFR /0. 2 't- 870 2P r y0 tv �A), OREG N (IF' 4C/� �O ' 1ER1' O �s ,. HE3,P EXPIRES:a6/30/201 5 April1 22 2 0 4 _ t A INARMMG-Verify design parameters and READ MCD TES ON IVIS AND INCLUDED MIIEK REFERENCE RAGE NII-1413 reit 1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mirek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPIl 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 ESP)lumber is specified,the design values are those effective 06/01/2013 by MSC Job Truss Truss Type Qty Ply 5B R41832531 PL14-90UP F10 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 15:39:30 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-rO1/14WOjgQau6A_AOSoKw_4uKNIS83Cjc4JufCezOQTR I 2-3-0 I I 1-7-11 I I 1-2-0 1 1 1-4-9 1 1-6-0 1 Scale=1:26.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 e • • • ?7,771"' -1,,,,,,,,,. ..: N110.11.11.1.11.111.11.1.1.111 111111 111111111111111 — . ® 0 ,M, C 1 • 14 13 12 11 3x4= 3x6= 3x6= 1.5x3 II 3x4= _ 3x4= 12-3-11 I 11-1-11 11 -8-t 1 1 1 15-5-4 I 0-7-0 0-7-0 3-1-9 Plate Offsets(X,Y): 16:0-1-8,Edgel,01:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid 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/TPI2007 (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. t"OHIO 4r ..t4, 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 QJ iC BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 O� o waste 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 ,Sw C l NOTES I colir eo� M1)Unbalanced floor live loads have been considered for this design. / N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. (/ rO 4:V 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 . /149639 be attached to walls at their outer ends or restrained by other means. Off, � ISTStt� .. LOAD CASE(S) Standard �SS1Q L' �<„, E0 PiROFe �$` 1,x-4 FR /02� .87e 2PE • 00,1 7 Aj, OREGO /� �N O 9O �/yBER \1 ? OS1. HE ��P EXPIRES:66/30/2015 April 22,2014 I A WARMNG-Verify design parameters and READ ROTES ON THIS AM)INCLUDED MILER REFERENCE PAGE MII-1473 reit 2/29/2014 BEFOREUSE R �� 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 Safely Information available from Truss Plate Institute,781 Ni.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the design valves are those effective 006/01/2013 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-rOWjWOjgQau6A_AOSoKw_4uPzIbT3Hwc4JufCezOQTR I 2-6-0 10-5-10 1 I 1-2-0 I I 1-6-14 Scale=1:16.4 1.5x3 I I 3x4= 1.5x3 II 1.5x3 H 3x4= 1.5x3 II 1 2 3 4 5 6 \o_. or 0a N e • td/ \ 9 8 3x4= 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 1 4-4-10 are-R 8-8-8 3-1-2 0-1- 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y): f8:0-1-8,Edgel,19:0-1-8,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 0.20 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 VVB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=377/0-2-12 (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. ,tONIO 44, TOP CHORD 9-30-761/0,=0/701 3-4=0/1/0,61,4-5=-761/08Gp5,OV �J BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 `tV WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 Q� d NOTES fi .a 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. I E';fr 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„P} 49639 4// be attached to walls at their outer ends or restrained by other means. 03f � QISTER"0 LOAD CASE(S) Standard SSINALF'�CS ��PROFFss c�5 �NGINE�cR f� .87022 PE • r y ''0j, OREGO (-15AO 'AO FM SER \1 + ta Eck EXPIRES: 0/2015 April 22,2014 t r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENT PAGE MT-1413 reit.1/29/2014OffOREUSEf �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 N Southern Pine ISP)lumber is specified,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 5B R41832533 PL14-90UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:31 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-JD46jkklBu0zn71DOWr9XIQW2ipMofRmJzeDk4z0QTQ 2-6-0 II 2-3-5 I I 1-2-0 I I 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 o o a oii N N -t 6 6 1 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-1 13 13-13 16-5-8 I 10-0-5 0-1-8- 10-7-0 I I 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): (10:0-1-8,Edge1.111:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (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. ozONIQ Jj, TOP CHORD 2-3=-2476/0,34=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 d% Q" WA$kT, 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 I �4 GT NOTES co •', O� to 1)Unbalanced floor live loads have been considered for this design. • / N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. - 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639A ' • be attached to walls at their outer ends or restrained by other means. Off, SISTER' LOAD CASE(S) Standard �s°IONA�Lti�G .<� O P R OFFss �NCaINEF/9 /02.44 9 87Q22PE r / -? �Aj, OREGO q' ' 90 AMBER \\ •O OS A, HE�NP EXPIRES:10/2015 April 22,2014 I 1 A WARNING-Verify design parameters and READ MITES ON THIS AND INO.UDED MITEK REFERENCE PAGE M1I.1473 re IL I/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. « 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/1911 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 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:j7axn40sHnThIyaUAczw0szXl UY-nPeUx4lxyC8gPHKPaDNO3Vzcx55RX5zvycNmHWzQQTP 2-3-0 I 1 1-4-11 II 1-2-0 II 1-2-5 1 2-6-0 { Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 N N410,-. 1 O N = 9 e 1 15 14 13 12 3x4= 3x8= 3x5= 3x4= 4x4 = 3x4= 14-3-11 I 13-1-11 10-31-01110-7-0 I 18-3-0 13-1-11 3-11-5 Plate Offsets(X,Y): f12:0-1-8,Edael,F13:0-1-8,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 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress lncr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (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. ro 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 OS Q. Wap_ 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, '�(�r 6-13=853/0 0 ��46 �+'> NOTESF' 0_, N 1)Unbalanced floor live loads have been considered for this design. ;to. ' 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. ;4;7' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 w� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. r�� j I p LOAD CASE(S) Standard SSIO 146 �,�ctj PROFFS, 0NG'INEFR /p 2 87022PE r SZI Yr AOREGO T .z.49 �0MSER \1 OS A.. HET' EXPIRES:66/30/2015 April 22,2014 t t A WARNING-Verify design parameters and READ NOTES ON IBIS AND INCLUDED MIIEK REFERENCE PAGE N11.1413 reit 1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �p Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M Fie k• fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/sPlt Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 M Southern Pine ISP)lumber is specified,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5B R41832535 PL14-90UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThlyaUAczw05zX1UY-FbBs8QmZjVHh1Rub8xudcjWsmVXEGcZ3nG7JpzzOQTO 1 2-0-0 1 1-10-1 1 1 1-2-0 1 1 2-5-3 1 Scale=1:21.0 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 11 1.5x3 11 1 2 3 4 5 63x4= 7 o a e a 0 N El- 0 ° 1 11 10 e 9 8L] 3x4— 3x5= 3x4= 1.5x3 11 3x4= 8-2-9 1 8-9-9 1 9-49 1 12-0-12 1 8.2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edael,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/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(lb)or less except when shown. S o IQ p, TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=-1183/0 QJ `� BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 Q o y, WEBS 2-12=994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0IL. 7r NOTES x N 1)Unbalanced floor live loads have been considered for this design. / , 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. r, '1 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4 639 W' be attached to walls at their outer ends or restrained by other means. ,p0,r{ 1QSTE0� LOAD CASE(S) Standard �ssioNAL��G 4i .. . ��V P R OFFS �c. 4tJGl NEc9 �'/0* Q :8 ! 2PE . r" Nz 7\V A y �'�j, OREGO c Off/ 9Or, SER \\ Pr S . ri EXPIRES: 0/2015 April 22,2014 II AWARNIM-Verify designparameyrsandREADNOTESONINISANDINCLUDEDMIIEKREFERENCEPAGENII-7473rec1/29/2514BEFOREUSE a., Design valid for use only with Mick 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/TPII 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 ff Southern Pine ISP)lumber is specified,the design values are those effective 06/01/2013 try AL.SC Job Truss Truss Type Qty Ply 5B R41832536 PL14-90UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:34 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-kolEMInBUpPYebTohePs8w26nvzq?7vC?wstLPz0QTN I 1-4-12 1-4-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 • 0 N 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 (Ib/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 . ' ONio NOTES �S � , pT, 1)Refer to girder(s)for truss to truss connections. �V 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � rSt4 _f �x . 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to y t., , , rfl be attached to walls at their outer ends or restrained by other means. i N 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. , The design/selection of such connection device(s)is the responsibility of others. ,'e/ 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,e,1,P 49639, 4,,, • LOAD CASE(S) Standard % Al1$TER 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 SS1-....NAI., 14C5 Uniform Loads(pit) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=188(F) <��o) P R OFFss mac. IA FR /02 :87022PE •r 7 �Aj,.OREGO (15) Y 90 �M$ER \' a OS •.. HEck .EMPIRES:116/30/2015 April 22,2014 t t A WARNING-Verify design parameters and READ MESON IBIS AND IMIUDED MIIEK REFERENT PAGE MII-1473 rev 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. , 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 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 Hei 1f Southern Pine ISP)lumber is specified,the design values are those effective 06/0112013 by ALSO 9his,CA,95610 Job Truss Truss Type Qty Ply 5B R41832537 PL14-90UP FG Floor Girder 2 1 Jab Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-FbBs8QmZjVHh1Rub8xudcjWuGVbcGeL3nG7JpzzOQT0 I 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 6 O 0N A .77--- ---,— 9 e e 3x4= 10 . 8 .�/ 3x4= 3x4= 3x4= I 3-2-10 I 3-9-10 I 4-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Edael,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 0.26 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.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0 ONI0 t,- TOP CHORD 2-11=-926/0,3-11=926/0,3-4=-926/0,4-5=-926/0 N. BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 0% OV W��j�r� ' WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 �Pgi,. 0?,NOTES LT 0'4 M 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)10,7. 07 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. If 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d 49639 kr� be attached to walls at their outer ends or restrained by other means. Off, 4, (+IST.ER� 4/ 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. �s 6'�y The design/selection of such connection device(s)is the responsibility of others. SICOI1I4�+ 6)In the LOAD-CASC(S)section,loads-=•='-_ _ •- --- _ •_ •--- •• -• •• • •- . LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �Eo .PR.OFF Uniform Loads(pIf) �� ss Vert:7-10=-8,1-6=-80 ��, ' 3INEF,9 /7 Concentrated Loads(Ib) Vert:11=-169(B) 870 2PE • v" N 7 "0j, GREG N tis o�N �`s A. HE��P EXPIRES: 0/2015 April 22,2014 1 t A WARM%-Verify design parameters and READ hO17ES ON IVIS AND INCLUDED MITER REFERE?KI PAGE MIT-7473 rev 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. . 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 Infomatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 If Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 by ALIC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 1/4" Center plate on joint unless x,y offsets are indicated. I 6 4 8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I (Drawings not to scale) Damage or Personal Injury MEDimensions are in ft-in-sixteenths. lillik Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI./16MIIINI2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ O iLliiiiitle•ii bracingshouldbeconsidered.1-� O 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�-e cea cs-e designer,erection supervisor,property owner and plates 0 'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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. by AWC in the by text in the bracing section of the 2005/2012NDS SP approved/new ALSC approveoved/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. Indicates location where bearings (supports) occur. Icons vary but16.aDo not cut or alter truss member or plate without prior ■�� reaction section indicates joint ©2012 MiTek®All Rights Reservedapproval of an engineer. 116%1 IN MN number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MI MN 1.1:::-.11 fp 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. Niir 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 DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 'VIi� Ic ® 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek 'tN , LISA, In( 7777 Greenback Lane,Suite 109 Citrus Heights.CA 95610 Telephone 916-676-1900 Fax 916-676-1909 February 22, 2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: 1. Marcos Hernandez and MiTek USA, Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber& Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30, 2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, p R opt Al% tr 81022PE P-EGON , 1. 447 r 1 2:4:- A HP EXPIRES: 630-19 Marcos Hernandez, RE. Senior Engineer Western Engineering Operations MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 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). +r *V! ,, per clN if • v .: 0 �, 24243 <)- .1 t14.N:1'4-time 4d oN �. VP EXPIRES 6130/1 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 2-10=(-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- B=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6-12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0" 10.0" 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CNIB (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 ssfl 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 = 0.063" 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. ( '( 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. 12 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 00 6.00 6M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �I 6. load duration factor=1.6, 4.0" Truss designed for wind loads 5 in the plane of the truss only. M-5x6(S) M 5x6(S) 3.1 0.25" 0.25"o. vdo co O C 11\\+E •� 0 M-1.5x4 )110• M-1.5x4 co co O O 12 O o M-3x8 M-3x4 18.25" M-3x4 M-3x8 O M-5x8(S) y 1, y 1, ), 10-03-04 9-08-12 9-08-12 10-03-04 J, y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - Al Scale: D.1552 ��S(c. gd/02 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 �� 4��.. E 1-- Truss: A 1 and Warnings before construction commences. bincorporation o component.component is thelity r design parameters and proper j 2.2x4 compression web bracing must be installed where shown+, incorporation of component is 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.+ �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. : 5992791 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G ,, �t''S{A, design loads be applied to any component, and are for"dry condition"of use. / '9 y 2-°,AT 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 d, c_ fabrication,handling,shipment and installation of components. Dnecessary. C� P P 7.Design assumes adequate drainage is provided. �rq R I VA- 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 IIII II ill TPIANrCA in SCSI,copies of which will be furnished upon request. Digit coincideitwithzjointcenter che. 9.Digits indicate size of plate 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 11111111111 IIIIDIII 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 77B 16-10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8-15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"OC UON. FOR ' LL = 25 PSF Ground Snow (Pg) 8- 9=(-2505) 1688 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0' 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 psf) uplift at 24 "oc spacing.] Connector plate prefix designators:CVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,,CNHS18 (or no MiTekprefix) = riesuTrus, Inc MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" M,M20HS,M18HS,M16 MT series MAX TL CREEP DEFL = -0.001" @ 0'--10,0° Allowed = 0.111" MAX LL DEFL = 0.235" @ 22'- 7.4° Allowed = 1.954" MAX TL CREEP DEFL = -0.334" @ 20'- 0.0° Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0° Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0° Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5" 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-0000-05 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting 2-03-08 1 f f 1' system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0 ASCE 7-10, T T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=1.6, 6.00 5 M-3x8$ �7 0 6"DO inTruss thedplaneed for offthewind trussoads only. M-4x6 _ M-4x6 M-5x6(S) "° $ N ` M-5x6(S) 0 0.25" 0.25" rn 3 9 00 , .+ 00 M M O O 12 13 14 T 15 16 -146:4 O O 1M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 O M-5x6(S) y 1, y y y y y y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: 0.1547 ��NG NF F661 WARNINGS: GENERAL NOTES,unless otherwise noted: f51 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 , �r- Truss: AH7 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. .4101P 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 sheathingsuch as plywood sheathing(TC)C and/or d all C. 40- e_ DATE: 7/11/2014 Pcw gR s B ) 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. '9 A-OREGON 4/ SEQ. : 5 992792 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 1, A. design loads be applied to any component. and are for"dry condition"of use. j. 2° S 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 14, P necessary. /y R R I1 fabrication,handling,shipment and installation of components. 7.Design ss assumes adequate drainage is provided. F 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 III IIII 111111111111111 TPI/VI/TCA in BCSI,copies of which will be furnished upon request. Tongs coincide withzjointanr 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 111E11111This 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=1 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1363 12-13=(-1078) 2616 3.13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1266 13-14=( -957) 2433 13- 4=(-267) 708 LOADING 4- 5=) 0) 0 14-15=( -957) 2433 13- 6=(-540) 250 TC 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"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3057) 1363 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0° 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -319/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 1COND. 2: Design checked for net(-5 osfl 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 = 0.209" @ 26'- 0.0° Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19°s AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 15-11-11 8-00-10 15 11.11 system and components and cladding criteria. '1' Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03-03 4-00-05 4-00-05 -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. 1' 1' 5 7 12 M-4x6 M-3x8 M-4x6 12 6.00 1/ 4 6. ''.II 6.00 . M-5x8(S) M-5x8(S) 0.25" 0.25" CD oda + v po M CO C:, o - 13 00, 171 12 13 14 15 16 o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y ,1 y 1, > , > y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH6 Scale: 0.1547 �5��0 NF (-SS Scale: GENERAL NOTES,unless otherwise noted: _v-9 1.Builder and erection contractor should be advised of all.General Notes 1.This design S based only upon the parameters shown and is for an individual 'r !(��.. 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: BSis the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 400111P.continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the respons bility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ - !0 a- 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4/ 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 �to 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 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4, P1- fabrication,handling,shipment and installation of components. necessary. b V P P 7.Design assumes adequate drainage is provided. � �1 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 1111111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointche. 9.Digitssoncde size of tplate in inches.li . MiTek USA,IDC./CompuTruo 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 I 11111110111 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- 8=(-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) Connector plate prefix designators: 40'- 0.0" -247/ 1775V 0/ OH 5.50° 2.84 KDDF ( 625) CM,M2OHS,HIBHS (or16 n= iTprefiM) = riesuTrus, Inc 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] M,M20HS,M18HS,M16 = M>Tek MT series g VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ D'--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 f - T T in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 6.001/ M-4x6 M-3x8 M-4x6 '''Cl 6,00 5 • M-5x8(S) "" M-5x8(S) 0.25" '. 11440.25" h` M CO O O A_ o 1 ` it10 uT 1irnrn a "\ o O M-3x8 M-1.5x4 M-3x8 • 5" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) ) ) ) ) 1, 1' > 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y y y 0-10 40-00 0-10 R 0 JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547 �c,��NGPNF �s)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 �� a(S�e, E �f Truss: AH5 and Warnings before construction commences. building component.Applicability of design parameters and proper Ale/ 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 wall C. ��- Pcin 9(r s rY ) 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 CC SEQ 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y OREGON 70 SE Q. : 5992794 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, ,�b A• and are for"dry condition"of use. design loads be applied to any component. . /Shim or wedge if Q Y 14, 20 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.Design assumes full bearing at all supports shown �+ �Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MC 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 101111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. Digit indicate with joint ate in che. 9. Digits indicate size of plate in inches. MiTekUSA,InC./COmpuTfusSoftware7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E 1411 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 #1&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1414 14.15=(-1211) 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1314 15-16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16-17=(-1264) 3183 6.15=( -32) 304 TC LATERAL SUPPORT <= 12"OC. UON. iLL( 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. 1 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"00 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 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 = 0.273" @ 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 1906 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, 1, 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 2-10-0911 I 4-07 5-01-08 load duration factor=1.6, f f - T z-03-03 f f Truss designed for wind loads 03 0 in the plane of the truss only. 10-0010-00 1' 1' 12 5 M-5x6(S) 9 12 6.00 M 4x6 M-6x4 7 y.25" M-3x4 M 4x6 6.00 r o M-1.5x s M-1.5x4 co \/\ ..- coco f- Olt 11011.'' 8E r7 "" 1,13 4 a. o 14 15 1p 17 o M-3x8 M-3x8 0.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) ), 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 5-6 NH - AH4Scale: 0.1547 ‹.,: Y'°G NF S/0�f WARNINGS: GENERAL NOTES,unless otherwise noted: -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 Cr 1.tv41 0 E r- Truss: AH4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. A0 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). `"eft 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 (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. OREGON 10 SEQ. : 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, G �� design loads be applied to any component. and are for"dry condition"of use. / '9 2: 10 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. necessary. /�c P P 7.Design assumes adequate drainage is provided. `R R 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in che. 9.Digits indsize ofplatete inches.li . MiTek USA,IDC./CompuTfu3 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/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 = BC: 2x4 KDDF N1&BTR SPACED 24.0' 0.0. 1- 3=( 0) 42 3-14=)•-94) 2587 3-14=(-175) 307 WEBS: 2x4 KDDF STAND 2- 3=(-3022) 1237 13-14=( -974) 3183 13- 4=(-275) 899 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°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7=( -35) 304 8- 9=( 0) 0 7-16=(-976) 389 NOTE: 2x4 BRACING AT 24"0C 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,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 pull uplift at 24 "oc soacing.l 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 f-r 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 in the plane of the truss only. 1' 10-00 1' 12 M-5x6(S) 12 6.00 = M 4x6 M- x4 6 /,.25" M-3x4 B M-4x6 6.00 o M-1.5x37\/\ o-1.5x4 u; � M O cO o 1 "" g 2v O M-3x8 M 3x8 84.25" 0.25' M 3x8 M-3x8 0 M-5x6(S) M-5x6(S) 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: 0.1481 \��(QN0 NFFFss4o WARNINGS: GENERAL NOTES,unless otherwise noted: �? / ?j 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, �}.;, C 9< 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+. incorporationeignassumes the component is the mspo chords toy oftheally bra designer. �j 3.Additional temporary bracing to insure stability during construction 2.Design the top and bottom chards 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 responsibility designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `,� - the overall structure is the res onsibilit of the building 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. OREGON /Q S E Q �G A_ design loads be applied to any component. and are for"dry condition"of use. / '9y �1 Q 14 2 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 fabrication,handling,shipment and installation of components. necessary. A- �T n e,‘"'7.Design assumes adequate drainage is provided. '✓/FLS p'L.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 I VIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA 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 q1&BTA; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1214) 2654 3-13=) -13) 272 2x6 KDDF k1&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 IC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17-18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18-11=(-1204) 2686 7.16=( -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9.10=(-2748) 1332 8-17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 17.10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10-18=) 0) 180 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.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 !COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing,[ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001° @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536" @ 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f3-00-12 05-03 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1.6, ( ( s inTruss thedplanneed offor thewtruussoonnly. -05-1 6-00 T T 12 M-4x6 12 12 6.00 1.----' 6.001/ 4.0" X16.00 1- 5 o 00. M-5x6 M-36x8 M-3x8 M-5x167 . o-3x4 itl) v M-1.5x4 i 0 0 3 + 44411405 .NII4 \- 2 1 f- �o 1� 13 1q ' 15 I6 17 18 8 o M-3x8 M-4x12 0.25" M-1.5x4 0.25' M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) =M-8x8(S) y 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 PRo JOB NAME : POLYGON PLAN 5-B NH - BH2 �S��.13 NO NF ,gsi02 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 QCGr •Ci�,• E 9r- T r u s s: BH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 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++ i ',- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON `V SEQ. : 5 992797 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/O'LigY 14, 201 A'�� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design sssumes full bearing at all supports shown.Shim or wedge if Mc fabrication,handling,shipment and Installation of components. . "`R R I I��' p P 7. eassumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII IIII VIII VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint ate in che. 9.Dress oincde 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-1086(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII 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) 2468 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 <= 1'2°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)= 20.0 PLF 19'- 0.0" TO 40'- 0.0" V B- 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,MI8HS,M16 = MiTek MT series ,__,,- ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] Join together 2 ply with 16d Common nails staggered at ** HANGER BY OTHERS TO APPLY CONC. VERTICAL DEFLECTION LIMITS: -1I.O40, llowe80 9' oc in i row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'---10.0" Allowed = 0.083" LOAD(S) EQUALLY TO ALL MEMBERS. 9° oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401" @ 19'- 6.0° Allowed = 1.954° + Laterally brace to roof diaphragm. 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255" @ 19'- 6.0' Allowed = 2,606" MAX LL DEFL = 0.000" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.000' @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads T T T T T in the plane of the truss only. /I3-00-122-10-15r 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12 12 M-4x6 6.00 I/ 6.00 1.------ Q 6.00 4.0" B o M-5x6 M-3x10 M-36)(10 M-5x16�� M-3x4 'IIIIIIII 5 6 7 to M-1.5x4 0- o - 3 -4414%,,4404444444.....+ M + + M 3x6 0 12 13 ' 14 15 16 17 - t 1 Cr o M-3x8 M-5x12 0.25" M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) 11r841# 1384# J, J, y y y 1, y yy Oy 1p 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 (7.1,p JOB NAME :° FOLYGGN PLAN 5-B NH - BH1 40-00 Scale: 0.1481 10 \�t�Q,NGNEFLF1o.c. WARNINGS: GENERAL NOTES,unless otherwise noted: // ,T "!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 rt .�h;• E 9r- Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 77/CGCG 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 46/ DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plyw000dquired sheathing(TC)s and/or drywall(BC). `.fir, the overall structure is the res onsibilit of the 3.2x Impact bridgingor 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. p-OREGON SEQ. : 5992798 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �L '% � �� design loads be applied to any component and are for"dry condition"of use. / .9 1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppoits shown.Shim or wedge if Q Y 14 2P\ AT necessary. n- �1 - fabrication,handling,shipment and installation of components. •v/ P R I0 V 7.Designassumes atedadequate hdrainage isotrus,provided. F 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on Doth faces of truss,and placed so their center 111111111 IIVIIIVIII 111111111111111101 TPtNJrCA in BCSI,copies of which will be furnished upon request. git coincide with jointain 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) EXPIRES:12/31/2015 11111111 1E110111This 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 N1&8TR 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"0C. 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"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-2288) 1229 22-23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=) 0) 0 23-13=(-1134) 2638 8-21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3077) 1361 9-22=(-710) 315 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 11.22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,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" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -309/ 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" 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" 0-101-05 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 2 03-0 6-03-04 MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" 2-03.0 3-04-13 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T f f 1' Design conforms to main windforce-resisting 12 M-3x410 12 system and components and cladding criteria. /- 6.00 R' M-4x6 M- x8 M-3x4 1M-4x6 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=l.6, M-3X4 M-3x4 Truss designed for wind loads v a 2 in the plane of the truss only. o + ti ;, 4/ co co M 33x8M°°°°°#fr'hllIllkii.... �/ 1 15 16 17 189 20 2� 22 23 �4 o M-5x8 M-3x4 M 3x8 M-gx6 0.25 M-3x8 M-1.5x4 0 0 o M-3x4+ M-4x10 M-3x4+ 1.83- M-5x6(S) - 2.75 12 y12 y J• ,?-09-12/ y L L , y-05-0$ 4-05-12 4-07-08 1,08-02 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-19 2-05-08y 11-11 ,2-0011 23-07-08 0j10 14-04-08 25-07-08 y y Y y40-00 0-10 0 10 �Ep PROFe, JOB NAME : POLYGON PLAN 5-B NH - AH5C Scale: 0.1332 �5<(: GINS 9 sip WARNINGS: GENERAL NOTES,unless otherwise noted: j/ 2 1.Builder and erection contractor shwtd be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct .(3�;, E 1-- Truss: Truss: AH5 C 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. / 3.Additional temporary bracing to in sure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 1 0'o.c.respectively unless braced throughout their length by /r 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. Pcin her s rY'�' ) 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 , 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. L/0 y 14, 2°1 A�� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design sssumes full bearing at all supports shown.Shim or wedge if /14 /z? V fabrication,handling,shipment and Installation of components. . R I�� V 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 11111 111 VIII IIII VIII VIII VIII Int TPI WfCA in BCSI,copies of which will be furnished upon request. git coincideicwith jointcenter liche. 9.Digitssindsize 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=(-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,M20HS,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 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 = 0.232" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606° MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112° @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 11 11 11 16-00-10 11-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. T T T 'I Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-0� 9 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 2-05-04 '1 < 12 f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.001/ - x M-4x65 M4 M-3x8 M-3x4 9M-4x6 6.00 load duration factor=l.6, 7 Truss designed for wind loads in the plane of the truss only. M-3x4 v 4 11140 ,10i1-3x4 0 8 %M-4x4 3 co M-3x8 0 0 00 ` �; mo �p o ,j- 1 r 13 14 15 16 m A 2 v O O M-5x8 M-3x4 M-3x8 17 t6 0.25' M-3x8 M-1.5x4p 20 1 M-3x8 o M-3x4+ M-5x6 B9 M-4x10 M-5x6(S) M-3x4+ a2.75 12 yp )/12 y 1?-09-12)( y y y y * y-05-08 4-05-12 4-07-08 1,08-0, 6-03-06 6-01-04 5-05-04 6-01-08 , ,, 0-1,9 2-05-08 11-11 y2-00 23-07-08 0,-10 y 1, 14-04-08 25-07-08 y )- 0-10 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: 0.1499 C.;\ 'V N�PR FFon 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 Ct.' - .rS�;, C 9r- Truss: AH4C 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. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). `.err - the overall structure is the of the 3.2x Impact bridging or lateral bracing 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. : 59928 00 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, �L D A. TRANS I D: 403334 design loads be applied to any component and care for"dry cond'dion" f use. pp g �O 9y 14, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or wedge if `2•C\ A� necessary. A I c- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /14, - fabrication, R'Ol 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 11111111111111111111 TPI WrCA in BCSI,copies of which will be furnished upon request. lines 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) 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 2-17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1779 17-18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 18-19=(-1439) 3656 4-18=( -191) 182 LOADING 4- 5=(-3215) 1467 20-21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"OC. UON. 1 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846) 1359 21-22=(-1559) 4171 7-19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22-23=(-1449) 3686 8.19=( -85) 46 8- 9=(-4282) 1836 23.15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24°OC 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. 15-16.1 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) ICOND. 2: Design checked for net(-5 ttsf) 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" 9-11-11 120-00-10 9-11-11 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.381" @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" 2-08-08 2-03-03�--� 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 f2-10-04' 0-b8-05 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" T f < f 1-,r '1 1 1 f 1' 1 ' f 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 119%ATITIMEEOFONTENT MANUFACTTURE. ES 12 ( ) "--..1 6.00 Design conforms to main windforce-resisting 6.001/ -3x4 M 3x4 12 system and components and cladding criteria. M-5x6 M 1 5x4 0.?5" =M-.41x4 3M 4x6 7 g g 1 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.O, ASCE 7-10, 5.0.00" V + (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3x4load 0 4 M-1.5x4 duration n M 1.5x4 in the plane of the truss only. 0 o M 3x8 _ =T T 6 0 o oo 1 - 7 18 0 21 .sw 29 �'1 o 0 o M 5x10 M-3x8 M-6x10 0.252'? M-3x6 M-3x8 0 M-3x4+ M-3x4+ M-4x12 .-2.75 1.89 v M-5x8(S) 12 12 / / y / y y y y 2-00 5-06-12 6-04-04 1-00-1 y 9-03-04 8-02-04 7-06-12 yy y y 0-10 2-00 11-11 y2-00 24-01 y 10 13-11 26-01 yy yy 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH3 sale: 0.1400 ��c,'�`c�NGNE �si02 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 1.4 rS lv,l E 9< Truss: AH3 and Warnings before construction commences, building component.componentApplebilay of design parameters and properdesigner. L 2.2x4 compression web bracing must be installed where shown+, incorporation of is the responsibility of the building designer. / 011111 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "�! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 1:t' 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. q�OREGON kr SEQI� complete at no time should anyloadsgreater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1G 4, \a . : 5992801 fasteners are and and are for"dry condition"of use. 2 Q� design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if /� y 14+ �l�. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. /�ch V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `Rl RI 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 VIII VIII VIII III I VIII VIII VIII IIII IIII TPIM?CA in BCSI,copies of which will be furnished upon request. git coincideitwith jointcenterche. 9. Digits dsize of platein inches.li . 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 11IIIIIIII 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) 258 LOADING 4- 5=(-3215) 1216 18-19=) 0) 0 16- 5=( -358) 1134 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17-19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19.20=(-1292) 4171 6-17=( -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20.21=(-1162) 3686 7-17=( -85) 56 8- 9=(-4019) 1481 21-13=) -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3994) 1421 19- 8=( -622) 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) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0 - D.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 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 = -0.354" @ 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. T T 1' T Design conforms to main windforce-resisting 2-01-1 3-01-07 3-01-04 1I, 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 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.B, MWFRS(Oir), M-5x6 M-4x6 \I 6.00 load duration factor=1.6, 6.001/ 5 M-Rx4 M-115x4 e 0925" =M-10x4 1 Truss designed for wind loads 1' a in the plane of the truss only. or M-3x44 4. M-1.5x4 `r + 2 q M-1.5x4 C) M-3x8 -T- o 0 a o= v 1 "'"?---5'''''''' 'S 16 7 -�- ...Alk, - 4 u7 o 0 oM-5x10 M-3x8 171e is p 21 "1 o 0 o M-3x4+ M-6x10 0.25 M-3x8 M-3x8 cr M-3x4+ 1.89 v M-4x12 M-5x8(S) -1 2.75 12 ) ) 12 .i' , y y ), y y , 2-00, 5-06-12 6-04-04 1-00-12, 9-03-04 8-02-04 7-06-12 , y 0-1, 2-00 11-11 ,,2-00 24-01 Oy 10 y y 13-11 26-01 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 Scale: 0.1550 �c��NG,INE' 'S., -'41 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 �� .yG e, E 9< Truss: AH 2 and Warnings before construction commences. building component.Applicability of design parameters and proper ;411001/ 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'c.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. DATE: 7/11/2014 pcw 9R s ryw ( ) the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 4 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 OREGON 4/ SEQ. : 5992802 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/ y rL�1 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 necessary. c fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. cit RI 0- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI WfCA in BCSI,copies of which will be tum shed upon request. git coincideiitwith jointcenterche. 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 1111110111 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"0C. 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 L( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0' V 8- 9=(-11704) 4500 20-12=(-1888) 5362 17- 7=( -946) 2576 9-10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24'OC UON. FOR 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" REQUIREM NTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM C ORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTT M 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) z,_ ( 2 ) complete trusses required. J in together 2 ply with 16d Common nails staggered at oc in 1 row(s) throughout 2x4 top chords, QQND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) " oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 " oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" 8 0'--10.0" Allowed = 0.083" 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), T '1 T load duration factor=1,6, Truss designed for wind loads 2-09 �3-02-11 3-08-05 4-05 2- 03-08 6-02-11 5-11-03 5-06 2-10-15 3-00-12f in the plane of the truss only. 320# 320# 12 12 M-7x8(S) Q 6.00 6.001/ M-4x10 M-3x88 =M-64x4=M-4x4 0.,25" M-3x10 M-5x6 0 %M 4x4 sliPle y o *� 11.1-1.5X44 M o o M-3x10 r i. _/�,amil o o o 1 J_ 11 4 15 16 17e9 20 '�,3 o 0 o M-6x8 M-4x10 =M-4x4 =M-10x10 iii M18HS-7x14 0.25} M-4x10 M-3x8 0 M-3x4+ a 2.75 M-3x4+ =M-8x8(S) M-3x4+ 12 2.75 o M-3x4+ 2 2-11-04y y 12 , , y y y , , -05-05 4-06-12 4-05 y2-00, 9- 02-04 9-00-08 5-04-12 y y 9,-1J21 2-05-08 11-11 2-00 23-07-08 1:1 -10 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH1 Scale: 0,,546 �,��<5N°GPR �si02 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 1.1 1�;NI. E '�< Truss: AH 1 and Warnings before construction commences. incorporation component.mponenApplicability 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 fop and bottom chords to be laterally braced at DES. BY: BSis the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4610011".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 C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '9 OREGON (.0 SEQ. : 5992803 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G ,, N� A, design loads be applied to any component. and are for"dry condition"of use. / '9 fr 20�-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 Q 1 4, _ fabrication,handling,shipment and installation of components. necessary. c P P 7.Design assumes adequate drainage is provided. FR R I L� 6.This design is furnished subject to the limitations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center VIII VIII VIII IIII VIII VIII VIII IIII IIII TPI WI CA in BCSI copies of which will be furnished upon request. git coincideitwith jointcenter che. 9.Digitssindicate size of tplate in inches.. Mitek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" 1COND. 2: Design checked for net(-5 int) uplift at 24 "oc soacing.l TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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,CN16 (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. Ror equal typical at stud verticals. er Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. T T T 12 12 6.00(7' '---...1 6.00 I1M-4x4 / 3 do 0 N 2 4 M cn Of- -/O M-3x4 M-3x4 y y > ), 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 �. (,\'NGN/,, , WARNINGS: GENERAL NOTES,unless otherwise noted: Cl1.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 kr :,1 ,.. (1�; E 9c Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2c4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Addhional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �'� P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��! DATE: 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 co SEQ. : 5992804 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 1� design loads be applied to any component. and are for"dry condition"of use. / 4 y 2Q0A..1.- necessary. A comA. pI 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. necessary. /ICR R I0, P P 7.Design assumes adequate drainage is provided. `rl 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 111111111111111 IIIIIIIVIII 1111 01113 IIIII VIII III TPINVECA in SCSI,copies of which will be furnished upon request. Digitsgit coincide with joint ain che. 9.linesindicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"00. 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) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50" 1.38 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979° MAX TL CREEP DEFL = -0.075" @ 13'- 5.8" Allowed = 1.306' 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 f f 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 T T 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), 6.00 l.------ M-4x6 6.00 load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. At M-1.5x4 M-1.5x4 0 \ +` u; CO CO O O Cr 1IN 4I o � o _ 7 8 **6 o M-3x4 0.25" M-3x4 M-3x4 O M 5x6(S) ), y y y 7-00-03 6-05-11 7-00-03 y y 1, 0-10 20-06 Ores JOB NAME : POLYGON PLAN 5-6 NH - D2 Scale: 0.2933 �<�0G NF si WARNINGS: GENERAL NOTES,unless otherwise noted: Cl'' 1.Builder and erection contractor sh• Id be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4� •( t, E '9r Truss: D2 and Warnings before construction •mmences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing mus be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to ins re 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). `•fir!- 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 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 OREGON 4,/ 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, 170-.7;<//' �� design loads be applied to any component. and are for"dry condition"of use. / 'Q 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 O 14, P necessary. /(SF fabrication,handling,shipment and installation of components. 7.nDesign R A assumes adequate drainage is provided. f.. 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 11111 VIII 11 I IIII III NH IIII TPUWfCA in SCSI,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 RES:12/31/2015 111 001111111 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 N1&BTR T1 SPACED 24.0" O.C. 2-3=( 0) 0 5-4=(-123) 424 BC: 2x4 KDDF #1&BTR 3-4=(-539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -382/ 424V -32/ 34H 137.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0" -68/ 417V 0/ OH 5.50' 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 osf) uplift at 24 °oc spacing.] M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAXTILAL DEFLEC0I00 LIMITS: -L=0.040, TL=L/180 LL DEFL = 0.000" @ 11'- 0.0" Allowed80 = 0.083" vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000" @ 11'- 0.0' Allowed = 0.111" 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,C18,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, -1 '( T (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6, Truss designed for wind loads 12 -M-4x4+ 12 in the plane of the truss only. f- 6.00/ �I 6.00 M-4x6- I 3 0 414 M-3x4+ Co 1 Cr)0 0 � o 0 -- e5 4o o M-3x6 y M-1.5x4 M-3x4 0 y M-3x6(S) 11-05-08 J, y y 15-09 4-09 > y y 0-10 20-06 ROFA- JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 �c,��`�GPNE 9 A, WARNINGS: GENERAL NOTES,unless otherwise noted: h// Z 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: . e, E 9< Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper AlOr/ 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). ��- 460111.* 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 �(/ S E Q G 4, \hr 1� . design loads be applied to any component. and are for"dry condition"of use. 6. ess / .411' y 2° A TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if Q 14, l necary. /y iR'L� fabrication,handling,shipment and installation of components. 7.nDesign ess assumes adequate drainage is provided. C 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 Mil VIII III IIII VIII III TPINYrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. indicate Digits 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 III IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-5=(-40) 429 5-3=(0) 265 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3c(-574) 113 5-4=(-40) 429 WEBS: 2x4 KDDF STAND 3-4=(-573) 124 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0" -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS M16 = MiTek MT seriesVERTICAL 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 TO PANEL LL DEFL = 0,026" @ 8'- 6.3" Allowed = 0.383' MAX TO 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 12 DESNOTIGN EXCEEDU19%% ATITIMEEOFCONTENT MANUFADOES CTURE. 6.00 L '. HM-4x4 6,00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 3,( 4( 1 I Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1.1 co • cD M 0 CO MM O I ---/O O F- C?/-- 1 5 4 ** -i O5 0 • M-3x4 M-1.5x4 M-3x4 y y ) 5-10 5-10 ' ) ) 0-10 11-08 JOB NAME : POLYGON PLAN 5-B NH - E2Sale: 0.4999 -<<5\ ° PROFs, WARNINGS: GENERAL NOTES,unless otherwise noted: GINE9 2 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 (Z. •(��e s E O r Truss: E 2 and Warnings before construction commences. buiog ompof componenApplicabilityt is h of design parameters and proper �/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �_ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'� 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. A-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, 174. "/ 1Fe A. A r�A design loads be applied to any component. and are for"dry condition"of use. / -9).- TRANS 2� -� 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 O 14, P fabrication,handling,shipment and installation of components. necessary.gMF V P Po 7.Design assumes adequate drainage is provided. R R k, 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII IIII VIII IIII I II IIII II I III IIITPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Dies indicate size of t plateinches. nes. MiTek USA,Inc./CompuTrus puTrus Software 7.6.6(1 L)-E 15.linesliFor basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111E1111 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"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T f 12 12 6.00 1/ HM-4x4 '---..I 6.00 3 I I O C') O [h Ch 2 4 O/ M V — — —/O O O/— 1 /////////////////////////////.1/////1/////1////ill///////Z////////////////////////////////// 5 O' O M-3x4 M-3x4 ), y 0-10 11-08L' JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 ��NGPNFFLF�0n WARNINGS: GENERAL NOTES,unless otherwise noted: �? 11T ?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 ,,,,,_"4., l(�� Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 77L/L 6 E < 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 s , 46101.P.DATE: 7/11/2014 the overall structure is the responsibility y of the building designer. continuous sheathing such as plywood 3.2x Impact bridging or lateral bracing requiredmeed where ing(TCs and/or drywall(BC). / ,fie , shown++ C/1 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. - CC S E Q. : 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, 174- y q�OREGON lV design loads be applied to any component. and are for"dry condition"of use. G '7 1�`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 <O '.1k 14 2� T fabrication,handling,shipment and installation of components. necessary. A- �P 7.Design assumes adequate drainage is provided. '✓/�CL�n I1 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 �l fl 1� I IIIIII VIII VIII IIII IIII IIII VIII IIII IIIITPI/WI-CA in BCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. indicate Digits ndicatate 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 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: 208 KDDF til&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"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 �DDND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.I ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,CI8,CN18 (or no prefix)) = Connector plate prefix designators: MAX TC PANEL TL DEFL = -0.097° @ 3'- 0.5° Allowed = 0.484" CompuTrus, Inc om M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 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 1,--"" NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M 1.5x4 3 -/ system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ii (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ii load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Co O V O Co CI'/ tO I/V o f- \C <* 4 M-5x16 M-3x10 y ), ) 5-08-04 0-03-12 y y 6-00 JOB NAME : POLYGON PLAN 5-B NH - Fl -GIRD C...? WARNINGS: NE qs`s/O Scale: 0.5462 / / {ycc A WARNINGS: GENERAL NOTES,unless otherwise noted: Cr (// 1 -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 f�2 •N E. Truss: Fl -GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction le, ,, 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 as plywood sheathing(TC)C)and/or d all BC. �! PcN' 9R rY'^' ( ) Q DATE: 7/1 1/2014 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 t(/ fasteners are complete and at no time should anyloads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G "� �� SEQ. : 5992809 p g and are for"dry condition"of use. 2 A- design loads hasbe no controlon to anye componentrdsu6.Design assumes full bearing at all supports shown.Shim or wedge if i0 y 1 4, O Ac TRANS I D: 403334 5.CompuTrus no over and assumes no responsibility for the necessary. cL�n 223',;.z fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �`rl R I V.`' 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII IIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in che. 9.Digitssoncde size of joint 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 1 111111111 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/C -1 00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 Non-Re 7 BC: 2x8 KDDF k1&BTR ( P) 1-2=(-125) 101 1-4=(•54) 72 2-4=(-187) 169 WEBS: 2x4 KDDF STAND LOADING 2-3=( -10) 5 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0` TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0` TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SL.IN. (SPECIES) Sin le member as shown. 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625) Singles attached to the bottom chord LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 osfl uplift at 24 "oc soacing.1 ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) v 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 -' MAX HORIZ. TL DEFL = 0.000° @ 5'- 8.2° 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.001/ NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 3 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. CO O V' ....1111111111111111111111111.11111111111.11111111111111111111111111111111111111111111111111111111 O CO 1 m o� ,r I_P JI o� �� 4 M-5x16 M-3x10 ** y y 5-08-04 0-03-12 y y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 '<(,c),`.1GFLF�S'`.9 WARNINGS: GENERAL NOTES,unless otherwise noted: /NECT 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 .,_ O ll E 9< Truss: F2-GIRD 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. 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 2'0.0.and at 10'o.c.respectively unless braced throughout their length by 0-141111P DATE: 7/11/2014 responsibilitybuilding continuouspsheathing such as plywood shrathing(TC)and/or drywall(BC). "fir - the overall structure is the of the designer. 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. A-OREGON '' 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, 7% 41 OREGON 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 6.Design assumes full bearing at all supports shown.Shim or wedge if Q -9y y 4 2� Q-E- fabrication,handling,shipment and installation of components. necessary. A 7.Design assumes adequate drainage is provided. c n V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ` R �'� II II IIIA III IIII VIII IIIIIIIII IIII IIIITPI/•MCA 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(11..)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1111111111PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc ssacing.t TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. NOT EXCEED 19% AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: l TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 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 12 12 6.00 V \I 6.00 11M-4x4 3 1 I 0 m 0 CV 2 4 c c, -/c, Of — — r 4 O �� , W7///////////////��//////iii //////Z/////iiil/iiiiiiiii//iiiiiiii// M-3x4 M-3x4 1, y 1, 0-10 8-08-15 PR JOB NAME : POLYGON PLAN 5-B NH - G1 ��S<�°NGINE 9 sio2 Scale: 0.6079 11 WARNINGS: GENERAL NOTES,unless otherwise noted: '4 �(/ -K 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �' z • E 1-- Truss: � Truss: G1 and Warnings before construction commences. bincorporation component.Applcomponent is lity design parameters and proper 41001111P] 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 /WOWDES. BY: BS s the responsibility of the erectorl Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ...ASV! 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. : 599281 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. G/ 'L i y 14 Q�� 6.Design assumes full bearing at all supports shown.Shim or wedge if �y TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. L p RRIO_ 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 101111111111111111 TPIANrCA in BCSI,copies of which will be furnished upon request. git coincideitwith jointcenter liche. 9.Digits indsize of tplate 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 111E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF H1&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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "ox soacin REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.005" @ -1'- 2.2" Allowed = 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005" @ -1'- 2.2" Allowed = 0.158" MAX IC 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 1-- -. 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. ir 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=l.6, o Truss designed for wind loads o in the plane of the truss only. M-3x4 `m in/ 0 - - 0 o� 1 2>< 4_ J ), y 1-02-04 (PROVIDE FULL BEARING;Jts:2,4,3I 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 ��N�NES-6".0 • 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 Cr .�l., E "r 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 / _. 4_ DATE 7/11/2014 responsibilitybuilding designer. continuous sheathinggsuch as plywood quired TC)and/or rlrywall(BC). 0r , the overall structure is the res onsibili of the 3.2z Impact bridging or lateral bracing required where shown++ tr 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 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, �G 0, �/ design loads be applied to any component. and are for"dry condition"of use. ,9 r O� 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 ,,1,,V- necessary. fabrication,handling,shipment and installation of components. necessary. A- '0 7.Design assumes adequate drainage is provided. M£.R R I L� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center n III VIII III En 11111111111 IIIVIIIIIIIIII TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide withjoint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF lit&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,CNI8 (or no prefix) = CompuTrus, Inc 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. Mend truss on continuous bearing lsUON. Re-f1x2 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. er or equal typical at stud verticals. Refer to CompuTrus fable end detail for complete specifications. 12 4.00 l— g U, 0 0 N 2 LO C2) 4 M-3x4 y y ), 1-02-04 5-03 JOB NAME: POLYGON PLAN 5-B NH - G2 ��`e`NcaPNE 9si��L Scale: 0.7728 WARNINGS: GENERAL NOTES,unless otherwise noted: h// 1.Builder and erection contractor shbuld be advised of all General Notes 1,This design is based only upon the parameters shown and is for an individual �C •dL.• E 9c Truss: G2 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. / 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 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 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �G ,�OREGON��}�Co 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, design loads be applied to any component and are for"dry condition"of use. /O Xi 1, 14 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 c ..„0- necessary. P fabrication,handling,shipment and installation of components. ry �`P R I I..\' p P 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII IIII VIII VIII VIII IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. sgit coincide with joint centertein lines. 9. Digitsindicate ocsize of cin lines. MiTekUSA,InC./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 IIIIIII 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 TC 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE - SO.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° 0.49 625)KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) ( M,M20HS,M18HS,M16 = MiTek MT series 1COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL g 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 TO PANEL TL DEFL = -0.202' @ 3'- 5.7" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7" 6-07-12 0-05-12f MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 V NOT EXCEED 19%AT TIME OF MANUFACTURE. 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, _...dgigaigig Truss designed for wind loads I in the plane of the truss only. as 0 N r-- o„,,_o„,,_ o 111111111111111111111111111111111111111111111111111111111111111111111 o� 1 NMI 10.---- 114 -/ M-3x4 M-1.5x4 y ,1 ), 6-07-12 0-05-12 > y 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588 �� O PNFFesso WARNINGS: , GENERAL NOTES,unless otherwise noted: 'LI1 •7 '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''r( I. E 9r Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper 7LL 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Aii3.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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .�� , �_� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ill 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. A�OREGON 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, �L "� '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 6.Design assumes full bearing at all supports shown.Shim or wedge if Q y 1 Q 2°�Q'E fabrication,handling,shipment and installation of components. Design . R c 7.Design assumes adequate drainage is provided. F�7 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 1111111 VIII VIII IIII IIII VIII VIII IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF p1&BTR SPACED 24.0" D.C. NOT EXCEED 1996 AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 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. Gableend truss on continuous bearing wall BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. Refer BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. UON. to CompuTrus gable end detail for complete specifications. 12 2 —/ 4.00 V rn 0 0 N 1 cD 8/— //////////////////////////////////////// M-3x4 y y 5-01-08 PR JOB NAME : POLYGON PLAN 5-6 NH - G5 ��`�p'NGINE R svo� Scale: 0.8258 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 4� •(�� e E 9t Truss: G5 and Warnings 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. / 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 sheathing such as plywood sheathing(TC)and/or drywall(BC). ....AIM!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 Q 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. qq"�OREGON 'I. 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, 9G� , , 20�to_�W 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 6.necessary.sigssumes full bearing at all supports shown.Shim or wedge if 1 0** fabrication,handling,shipment and Installation of components. 4`R R 11.-- 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 VIII VIII 1111 1111 VIII 11111 Inn IIII TPIMlrCA in BCSI,copies of which will be furnished upon request. git coincide with jointpate nr liche. 9.Digits inasize of plateetinches.. MiTekUSA,InC./COmpuTrusSoftware7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 __I 1111111111111 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.O0 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 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-259) 115 4-6=(-185) 85 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -42) 19 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES M,M20HS,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 osf) uplift at 24 "oc spacing.' 7-09-12 12-01 03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0° Allowed = 0.100" f 7' -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9' Allowed = 0.397" r. MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9' Allowed = 0.596" 6 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/ .( system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, 4 Truss designed for wind loads CO in the plane of the truss only. M-3x6(S) %' 0 0 r 3 CO O O B� M-3x4 1, y y y 0-10 6-00 13-10-15 (PROVIDE FULL REARING;Jts:2.8 3.4 5.6.71 JOB NAME : POLYGON PLAN 5-6 NH - J10 Scale: 0.2814 \5'k��NG NFPROFesSiO 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 ._ OOE V' Truss: J10 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'c.c.and at 10'o.c.respectively unless braced throughout their length by 4+ DATE 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywoodquire sheathing(TC)and/or drywall(BC). �.�r-- the overall structure is the of the 3.2x Impact bridgingor lateral bracingrequired where shown++ tr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992816 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G /� � �� 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 Y 14 2.°N t�� necessary. (� " fabrication,handling,shipment and installation of components. M^R R I VA- 6. V 7.Design assumes adequate drainage is provided. C This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 III VIII 1111 VIII II I III 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-19e8(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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-327) 162 3-4=(-220) 97 TC LATERAL SUPPORT <= 12"0C. 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,CI8,CN18 (or no prefix) = CompuTrus, Inc i 0'- 0.0" -23/ 352V -69/ 301H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -166/ 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 1IPSF 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) 1COND. 2: Design checked for net(-5 asf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.001" @ 0'--10.0° Allowed = 0.083" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ O'--10.0" Allowed = 0.111" ," T bl -/ MAX TC PANEL LL DEFL = 0.030" @ 3'- 7.4" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596° r, MAX HORIZ. LL DEFL = -0.005" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.001/ 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 N •:,- in the plane of the truss only. M-3x6(S) 0 0) 0 #0000000000000000000,1111. it M O 4 Cs 1 SW -/ 7 o M-3x4 y ), 1, y 0-10 6-00 11-11-11 (PROVIDE FULL BEARING:Jts:2,7,3,4,5,61 JOB NAME : POLYGON PLAN 5-B NH - J9 scale: 0.3077 ��Q,ED PROFFssj WARNINGS: GENERAL NOTES,unless otherwise noted: NG(N 9 �J9� 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' !(� E - Truss: J 9 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). "�.- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2z 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. : 5992817 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1- Zj \� A. design loads be applied to any component. and are for"dry condition"of use. '9 Y �0�A^t- 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 1 4, ff- necessary. p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `rT 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 II II VIII VIII(III VIII(III III(III(IIITPIM?CA in BCSI,copies of which will be furnished upon request. linesli coincide with joint center lines. 9.Digits ndinches. size of plate ie . MiTek USA,IDC./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 11111111111 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 81&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF 81&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 BOG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 353V -61/ 265H 5.50" 0.56 KDDF ( 625) M,M2OHS,M1BHS,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 netj-5 ssfl uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4° Allowed = 0.397" 6 --v MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9° Allowed = 0.596" N MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" 8 15'- 10.9" ( DESIGN ASSUMES NOT EXCEED1MOISTURE CONTENT DOES 9% ATTIMEOFMANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 V 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 o in the plane of the truss only. co 3 I co O .4t- c, 1 _ 7_� -/ c, M-3x4 y ) ), 0-10 6-00 9-11-11 (PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 JOB NAME : POLYGON PLAN 5-B NH - J8 Scale: 0.3315 �\��Q`NG NF FnF0vO�J WARNINGS: GENERAL NOTES,unless otherwise noted: ,T "!� 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 Ct. •C�� e E 9f Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper LL 2.20 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 die"'DATE' 7/11/2014 the overall structure is the responsibility of the building designer. 3.2z Impuous continact bridgathiinin orr shelateral bracing such as plywood sh re uirathing(TC)and/or drywall(BC). red where shown++ 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. OREGON 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, 1� � AN 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 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, 2- P+ fabrication,handling,shipment and installation of components. necessary. /1/.c 7.Design assumes adequate drainage is provided. < L 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center R R I L III II VIII PERI VIII(III)101111111 TPI/WTCA in BCS(,copies of which will be furnished upon request. Digit coincide with jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1 111111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.6=(0) 0 BC: 2x4 KDDF 1$1&BTR SPACED 24.0' O.C. 2-3=(-246) 122 3-4=(-148) 61 IC 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 PSE 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,CN16 (or no prefix) = CompuTrus, Inc5'- 9.2" 0/ 67V Of OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -155/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -129/ 265V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 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 TC PANEL LL DEFL = 0.031" @ 3'- 7.4' Allowed = 0.397" 5 -z MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" r MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" H 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.001/ 4 Design conforms to main windforce-resisting system and components and cladding criteria. i( Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. 0 3 ti Co 0 o 1 MN 6 =44 C) 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 �<1.° �NIr s'127 Scale: 0.3795 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 (X- •Truss: J 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 construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erec or.;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). /` 421110P' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ IS 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. '9 A-OREGON t(/ complete and at no time should anyloads 5.Design assumes trusses are to be used in a non-corrosive environment, G 4, N. SEQ. : 5992819 fasteners are greater than and are for"dry condition"of use. 2 A� design loads hase applied to any component.u6.Design assumes full bearing at all supports shown.Shim or wedge if /O y 1 4, `_ TRANS I D: 403334 5.CompuTrus no control over and assumes no responsibility for the necessary. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MEP R I L\- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII'III'III TPIPNiCA in BCS',copies of which will be furnished upon request. git coincideitwith jointcenterche. 9. Digitssdsize of platein inches.li . 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 III VIII(( 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"OC. UON. LOADING 4-5=( -38) 18 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0,0° TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 352V -45/ 198H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 esf) uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001° @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0° Allowed = 0.111" MAX TO PANEL LL DEFL = -0.030° @ 2'- 11.9" Allowed = 0.397° 5 -/ MAX TO 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 I/ NOT EXCEED 19%AT TIME OF MANUFACTURE. 0Design 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 .1. Truss designed for wind loads o in the plane of the truss only. 0 CO M O/- 1" 1411 ca O M-3x4 ,, ) 1, 0-10 6-00 5-11-11 (PROVIDE FULL BEARING;Jts:2.6,3,4,51 JOB NAME : POLYGON PLAN 5-B NH - J6PR 03 O Scale: 0.4200 <�Q` �NFFFStS ‹.0<(53, � Nj 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 (]J/Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper � +�• f"-7 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'a.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 �' 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. -7G OR EGON �� SEQ. : 5992820 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 design loads be applied to any component. and are for"dry condition"of use. / •9y 2(3 AT 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, c_ fabrication,handling,shipment and installation of components. necessary. A 1 p 7.Design assumes adequate drainage is provided. ,V/Frl 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 II I VIII VIII VIII VIII III(III(III TPI WTCA in SCSI copies of which will be furnished upon request. git coincide with jointcenterche. 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 11111111 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 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-170) 99 3.4=( -76) 34 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 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 (COND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.! AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0,001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.028" @ 3'- 4.9" Allowed = 0.397" 4 MAX TO PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 12 I% MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 6.00 L----- DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I' v Truss designed for wind loads C. in the plane of the truss only. 0 co o/- cr c,"/- 1 A > 5 < -/ M-3x4 y y y y 0-10 6-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,5,3,41 p PROF JOB NAME : POLYGON PLAN 5-B NH - J5 Scale: 0.4887 ��(51/4 � ,t 7 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 71�•0 E 91.-- Truss: .-- T I'U S S: J5 and Warnings before construction commences. incorporation component.mponen is thty r design parameters and proper Alej 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the m sibilky 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++ 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 <ti 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, G 4f ,�� A• design loads be applied to any component. and are for"dry condition"of use. / '9 y 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 Q 14, e:,‘)- fabrication, fabrication,handling,shipment and installation of components. Decessary. L P P 7.Design assumes adequate drainage is provided. �`R R i Lk- 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 III I II(III III TPI WfCA in BCSI,copies of which will be furnished upon request. git coincideitwith jointches 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 11 IIIIIII 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 k1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 42 2-5=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-126) 92 3-4=( -64) 25 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" ' -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 msf) 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 IC 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 L te 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 0 system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, ✓ Truss designed for wind loads in the plane of the truss only. C•3 o,- v illCD o,- 1 2►� 51111. 1 M-3x4 y .1 y y 0-10 6-00 •is s LI 1. ' 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 ��cF`NGPR �bio2 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 Qt .�/ • E 9r Truss: J4 and Warnings before construction commences. building component Applicability of design parameters and proper /40111P/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 drywalt(BC). �! 411011P.411011P.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. OREGON t(/ S E Q assumes" trusses are to be used in a non-corrosive environment, L N TRANS I D: 403334 � design loads be applied to any component and are for dry condition"of use.5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14, �Q, necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. FR R I U- 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 III IIII IIII IIII IIII III IIII TPIANrCA 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) EXPIRES:12/31/2015 111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS • TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR ,LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 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,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 oaf) uplift at 24 floc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00[/ DESIGN ASSUMES MOISTURE CONTENT DOES 3 -/ NOT EXCEED 1996 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. crcm, C') co O,,_ •V p''- 1 2 _ - 4"" -/ O M-3x4 y > ), 0-10 (PROVIDE FULL BEARING:dts:2,4,3( 6-00 Scale: 0.5843 �Co x4G NF 9 s/' JOB NAME : POLYGON PLAN 5-B NH - J3 1 WARNINGS: GENERAL NOTES,unless otherwise noted: h/ Z4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'Ct.' ,1 . E r Truss: J3 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to inSure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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++ r/ Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4,/ SEQ. : 5992823 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.f kikSi� design loads be applied to any component. and are for"dry condition"of use. / 17 1- 2.0 . TRANS I D: 403334 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4, necessary. /yC VQ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. CC R R l LL 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 I III VIII IIII I II IIII(IIII II IIITPI/WTCA 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,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 1111111111111 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=(-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,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacingi BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR tOPSF 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" l' T 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 = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000° @ 3'- 10.9° DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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 cm M O� V NI c, 1 ARM 002344 M-3x4 y i, y 0-10 FPROVIDE FULL BEARING:Jts:2,3,4I 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 c<%:, GPNFFr FSS��A 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 �� .�4. , �r- Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 776000 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. A0011,/ 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 I_ DATE 7/11/2014 responsibilitybuilding designer. continuous sheathinggsuch as plywood sheathing(TC)and/or drywall(BC). `��,, the overall structure is the res onsibilit 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. OREGON /I. 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, "G 4 b /k/ 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 �' 1 q 2° t�T fabrication,handling,shipment and installation of components. necessary. /14 �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 IIID VIII III IIII VIII VIII VIII I II IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideitwithizjoint ate in che. 9.Digits indicate size of plate in inches. M1TekUSA,IDC./CompuTfuSSoftware 7.6.6)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3=(-35) 40 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 263V -7/ 43H 5.50" 0.42 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 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" 1-11-11 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 = 0.001° @ 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 inthe dplane eoffthe wloads truss only. o • o/ v oA- 1 2�� 4 M-3x4 y y > 0-10 'PROVIDE FULL BEARING:Jts:2,3,4' 6-00 JOB NAME : POLYGON PLAN 5-B NH - J1 sale: 0.7144 �`'��NGPNEFeSsiO WARNINGS: GENERAL NOTES,unless otherwise noted: �� . /;, c -v-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 Gh pp C Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must he 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 bracing of 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. : 5 992825 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON `V fasteners are complete and at no time should any loads greater than 0.Design assumes trusses are to be used in a non-corrosive environment, G 2J a\� design loads be applied to any component. and are for"dry condition"of use. '9 j' ZO �- 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, �Q A.1- necessary. c 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `liA 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 11 I I 101 VIII ill ill TPI WrCA in BCS',copies of which will be furnished upon request. git coincideitwith jointcenterche. 9. Digitssdsize of platein 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 13'• 11.7° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 21 0) 42 2- 81 -97) 190 8- 71 0) 1B BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-224) 105 3- 9=(-308) 164 LOADING 4- 5=(-153) 67 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 61 -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 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9 0'- 0.0° -29/ 351V -53/ 231H 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 KDDF625 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7" -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (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" 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" MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" /- -/ MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" :' 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 L- 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=l"6, Truss designed for wind loads O o in the plane of the truss only. n m :l M-4x6 �L` CD M-3x4 0919 _ o o ��m M-3x4 �o CD CV O "' M-3x4 M-1.5x4 cm 2-03-12 2-10-08 0-09-12 ,l ), y y 0 10�, 2-05-08 y 11-06-03 y 6-00 7-11-11 'PROVIDE FULL BEARING:Jts:2,9,4,5,61 JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 �`'<<�N�'NFF�Ss)O WARNINGS: GENERAL NOTES,unless otherwise noted: j// ,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 (t� .r{h;• E pr- Truss: J 7C and Warnings before construction commences. building component.Applicability of design parameters and proper 77LLL 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 botlom 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 I/ DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), `��, " the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracingrequired 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. OREGON 'I. 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, �G 18,` A. 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 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, P+ necessary. c !� fabrication,handing,shipment and installation of components. M V 7.Designassumes adequate ne dthi face is Crossed. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �['f I`" IIII N11 III IIII ILII II Ill III IIII TPI/WTCA 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,IDC./CompuTrus Software+7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1989(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 #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 TO LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-101) 0 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0° 24.0" LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0.57 KDDF 50° 215H 5 "' 0 - 0.0 -27/ 356V -39/ . Connector plate prefix designators: ( 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 = Mulek 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. 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 = 0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8' Allowed = 0.339" 11 11 11 MAX LL DEFL = 0.042" @ 11'- 11.7" Allowed = 0.200" T f MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" f- -/ 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'k AT TIME OF MANUFACTURE. 6.00'/ 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ✓ o load duration factor=1.6, O Truss designed for wind loads OD yt Lo in the plane of the truss only. M-4x6 ........ M-3x4 .� •� m o �� Ri��m M-3x4 M-1.-x4 �� N 8 C3 C3 M-3x4 y 1, y 1, 2-03-12 2-10-08 0-09-12 > y y y 0-10,, 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 ��5'��N/GNFq�c�si0� WARNINGS: GENERAL NOTES,unless otherwise noted: C.Q. .��! (c 19 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 r- 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. Ate" 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 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). �f�! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 (r' SEQ. : 5992827 4,6;47,11,4.No load should be applied to any component until ager all bracing and 4.Installation of truss is the responsibility of the respective contractor. q�OREGON\l'` �- /.0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. 2��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 14, c necessary. MC 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 IIIIII(III{VIII VIII VIII VIII VIII(III(III TPI VJfCA in BCS(,copies of which will be furnished upon request. git coincide with jointche. I 9. Digitssindicate size 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 I___ 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=( -69) 178 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-245) 43 6-8=(-114) 278 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3.4=(-153) 71 3-8=(-289) 118 LOADING 4-5=( -70) 32 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 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° -27/ 347V -37/ 166H 5.50" 0.55 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 2.3° 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9° -138/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) 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 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osfl 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 T MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" - DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 N Design conforms to main windforce-resisting 6.00 V 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 c )� o in the plane of the truss only. to v M-4x6 iiii011001111111.111!..1_...- m v W M-3x4 M-15x4 . ' M-3x4 M-3x4 y y y 1, 2-03-12 2-10-08 0-09-12 1, y y y 010y 2-05-08 7-96-03 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 'tF,.9,03 N FnFss>��1' WARNINGS: GENERAL NOTES,unless otherwise noted: (/ ,7v 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 .rS G;, C 9r Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper 77LL 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 040111P DATE: 7/11/2014 responsibilitybuilding designer. continuouspsheathing such as plywood ng(TC)and/or drywall(BC). the overall structure is the of the 3.2x Impact bridging or lateral bracingrequired where shown++ 0 c, SC/1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ', E Q. : 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, 9G 4 R �V design loads be applied to any component. and are for"dry condition"of use. S TRANS I D: 403334 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q q y 74, 2\ t± necessary. ` fabrication,handling,shipment and installation of components. MF 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 R R I L VIII'VIII'VI'I'I VIII VIII VIII'III'IIITPIM?CA 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:12/31/2015 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 M1&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 IC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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" -162/ 415V 0/ OH 1.50° 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net/-5 psfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010° @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.041" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263° '-11-11 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. 0 c Wind: (40 AllmHei hts),2Enclosed,4Cat.2, Exp.B ASMWFRS)Dir , load duration factor=1.6, ( ) ,r o Truss designed for wind loads CD T in the plane of the truss only. ,r M-4x6 M-3x4 Ch o sI-II �o op 0.., �� 8 o in o -' M-3x4 M-1.5x4 o 0 2� 0 7 0 M-3x4 1, y y 2-03-12 2-10-08 0-09-12 1, y y y 0-10, 2-05-08 5-06-03 y y 6-00 1-11-11 'PROVIDE FULL BEARING:Jts:2.8,4] JOB NAME : POLYGON PLAN 5-B NH - J4C Scale: 0.4266 �<c 0G NEggp�si0� WARNINGS: GENERAL NOTES,unless otherwise noted: �� .��;, /C 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 pp L 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 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 sheathing such as plywood sheathing(TC)and/or drywall(BC). ,....04A0- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ra 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. "9 OREGON Dr �4,/ 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, 4- 4 design loads be applied to any component. and are for"dry condiition'of use. , Ail' 20�A-l- 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 O 14, `- necessary. c 1 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 B.Plates shall be located on both faces of truss,and placed so their center I VIII VIII VIII IIII VIII(IIII VIII IIII IIITPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.6=(-135) 228 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-297) 65 5-7=(-218) 358 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -55) 41 3-7=(-372) 226 LOADING TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 365V -22/ 104H 5.50" 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) 5'- 11.7' -48/ 10808V 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. 'COND. 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 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 I/ system and components and cladding criteria. A- Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights),fEnclosed, Cat,2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. co 0 v M-4x6 0 0 N C7 1011111 O M-3x4 Ico M li' ll -/O oMI o m' M-3x4 M-1.5x4 Ino � 2► 0 6 0 0 M-3x4 k y ), 1' 2-03-12 2-10-08 0-09-12 y 1, 1' 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 <c��D PROFFss� Scale: 0.4902 � N/GINE O WARNINGS: GENERAL NOTES,unless otherwise noted: C.D. .��/ C 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 a PP E r Truss: J3C and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „.....?0,0.. 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. OREGON 4/ SEQ. : 5992830 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ 4,� ON and are for"dry cond8ion"of use. y design loads be applied to any component. 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 Q 14, necessary. MCS 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C A R 11.. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 111111 11111 1111 VIII VIII III IN IIII IIII TPIMIrCA in SCSI,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) EXPIRES:12/31/2015 1 11111110111 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 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0° 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 <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) Connector plate prefix designators: I LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) C,CN,C18,C18 (ororno prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 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 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001° @ 0'--10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 5'- 2.3" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002" @ 3'- 11.9" Allowed = 0.128" 3-11-1 MAX HORIZ. LL DEFL = -0.004" @ 5'- 2.3" 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), M-4x. 0 load duration factor=1.6, co Truss designed for wind loads o in the plane of the truss only. `PCD o � N `� M-3x4 �ll `'f mit 7 v 2� �� M-3x4 o M-1.5x4 o/- 00 M- x4 0 1, 1, .1 1, 2-03-12 2-10-08 0-09-12 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,7I JOB NAME : POLYGON PLAN 5-B NH - J2C Scale: 0.5343 �S��NG NEz.r �scWARNINGS: GENERAL NOTES,unless otherwise noted: jI "!1.Builder and erection contractor sho Id be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct .rt�;, 9r- Truss: J 2C and Warnings before construction mmences. building component.Applicability of design parameters and proper y7/CGCG 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 ins re 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. ddeional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 04011P.continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 7/11/2014 the overall structure Is the responsi ility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ -4 /1 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON SE Q �L \ �� design loads be applied to any component. and are for"dry condition"of use. / .9 p 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 y 1 4' 2 �P"� fabrication,handling,shipment and installation of components. Designnecessary. 7. laesassumes ne drainage is truss, MFR RIO- 6. This design is furnished subject to the limitations sal forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111 III 10 I VIII VIII HIM I III II TPIM?CA in BCSI,copies of which will be furnished upon request. git coincide with jointpcenterteche. 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 111111III 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 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=(-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 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" -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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc sgacing.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 BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 12 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.001/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 0NOT EXCEED 19N AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. O V 111 O O/- 1 2' 4► - M-3x4 y y y .1- 0-10 0-10 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2.4,31 JOB NAME : POLYGON PLAN 5-6 NH - ASJ2 Scale: 0.8541 ,\c��NGIPNF '6> 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 (�� .(��;, E �� Truss: ASJ 2 and Warnings before Construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Afillr 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Ili 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). „......e„....... �_ 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. : 5992832 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 4, �b design loads be applied to any component. and are for"dry condition'of use. / q y 2� -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, P necessary. /� I 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 111111111111111 TPI UVECA 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./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 11111111 III ft 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 N1&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) I'- 11.7" 18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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° 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111° T T MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050° MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145° 12 , MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 / 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=1.6, Oil Truss designed for wind loads in the plane of the truss only. 0o o� o 0� 1 2 4► M-3x4 y 1, * 0-10 2-00 (PROVIDE FULL BEARING:Jts:2,4.31 JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Scale: 0.7139 C��c�''NGIINE-v/ WARNINGS: GENERAL NOTES,unless otherwise noted: J/� 61 .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 14 ,, E < Truss: 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 DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous2n c.and at 1 a'hingc.suchrespas plywood unless braced throughout and/o their length . �/� 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++ 41 '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. A_OREGON `V SEQ. : 5992833 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 ,� ,t O, ' / design loads be applied to any component. and are for'dry condition"of use. 1' 0 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if O 14, 2 P necessary. /j7 -R RIO-Qj fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C 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 l VIII VIII VIII IIII IIII VIII I II Il I'llTPIANlCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Discs iasize 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