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Plans (22) Acs j�o/G-dc)22 `/ 17A s..S_ 5 /✓ cTcuk L est 221-0' 1 *V 1 ` ALL HANGERS LUs24 U.N.O. SAGE- 6:12"' 6:12 a r CD a 11.7 e 7:12 , 7:12 CD Frl(2)22`-0' HUSK r Pail. 2.4 1:12 iil r r giOt qt Q . 7:12 �t.y r,„ox e�y k/1 2 m U O N W \ cc W .goy m _ 14 4) . / CR U � �Gg� oc V /9/7 1 R �`i W -Z�Y Q / .�' $¢Ld / kA VI Z ZZZ[]23 Ist — Cl Glu Z y0d¢g j Q / O O~ m ¢zpcLL Z ✓I VIZ 0 TZO¢g R .4 2 nz 2 zc�io1.2 ,2 tae 4 00° 0322�t1 ¢1 m 4:1214: ,. LL 2 V1 z5. zg<C > _. f1•� it N a tNsi T i L9rq 4.6:12 ® CONFORMS TO DESIGN CONCEPT LU Qv / -2 it4) S? / CO ❑ CONFORMS TO DESIGN CONCEPT WITH I • raQ REVISIONS AS SHOWN 4k1-11 ❑ NON-CONFORMING-REVISE AND RESUIS4IT , T-0' 1614 r 1614 1 l26 y TWD SW MAXIE ABS BEEP PEVt/VS r0R OEM.DAtiVAEVLE MTh TRE 5315 ER=En MUM ECS b:T RELIEiE PE AABRTCRTOR;1I0OF PE3P961II..1TY RCA VACDRWVCE EU TIE DESISN WOMB MD IPECIFIUTIr.9' kit OF OHM RIVE PP7WITR 9=11° I 16'-? SUER PIS MCP 51/IRI. /IS/LICR BILL'sIR•.ET ALL DIIERSiTI/B. 1M By: yicNeela R.Petersen Date:febrim ID.2011 26v CT ENGINEERING INC ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 08/10/15 TRUSS PLACEMENT CALNLYREFNSAAND CTURAL PROJECT 1TT1E REVISION-1: r ALLNEERED 7-A GE AT GARAGE NH-KD GABLE OVER FE a FOR LLNONG er INEER OF RECORD PLAN: DRAWN BY: REVISION-2 � NSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 7-A / A GE GARADESIGNER/ENGINEE R OF RECORD TO NECKED BY: REVIEW AND APPROVE OF ALL p TRUSS COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. at ■ If 0.115"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 1 26'-0' 4'-0' i 22'-0' ALL HANGERS JUE2 U.N.O. - I .§pI 6:1 8.12 CD I I ■ I 7:12, 7:12 m (21J 1 4. H `I ■ US pr . al V 7: - A iJil• ik,i_ _ = Pr k 1111 `6401p,,,leg p 04 \ 6 I 1 A ,,,,,9.- rilf,tti.ir d A IA- v or:Inv r, I I: 4 „ . r „ , 4,...4 4 I _ k Eva 49 lii - 16'-61R' � i T.0' 1 16'-r s'-1r 26'-0' ©Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE ABOVE PIAN PROVIDED FOR TRUSS POLYGON NW 08/10/15 PLACEMENT CALCULATIONS STRUCTURAL PROJECT TITLE REVISION-1: DRRAAWINGS�FOR ALL FURTHER 7-A GE AT GARAGE NH-KD GABLE OVERrontaALL'Om, �� umber PPLAN: DRAWN BY: REVISION-2 RESPONSIBLE FORRALL NON-TRUSS �t TO TRUSS CONNECTIONS.BUILDING 7-A / AGE GARAG E HECICED BY °ESREEVIIEW AND AA INEERo E RECORDAuTO 'T R l` ` `' COMPANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.115"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by Pacific Lumber and Truss. Re: 7-A GE AT GARAGE NH-KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1345829 thru K1345848 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. o PROFF 89782PE r- 4...• r 57y OREGON Ash v 9R G'4RY 1 6le,' it PAUL Rv� August 10,2015 Rivera,Mark 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. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacitrg. TC: 204 KDDF NILBTR LOAD DURATION INCREASE - 1.15 Design conforms to main wi ndforce-[.misting DC: 2x9 KDDF p1LBTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING Hind: 140 mph, h-24.lft, TCDL.4.2,BCDL.6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MHFRS(Dir), DL ON BOTTOM CHORD - 10.0 PSF load duration factor-1.6, TOTAL LOAD w 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL w 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall 004. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4-102 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrue gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 8-03-04 8-03-04 1 q T 12 IIM-4x4 12 14.00 17 3 N 14.00 11111111111111111111 . 0 ` o o) o 0 0 M-3x4 M-3x4 0 PROpeo y y yl_DDyNs 4tyGINFi.s�©� 1-00 16-06-08 (u �. :9782PE r JOB NAME : POLYGON NW PLAN 7—A NH — Al �'` Scale: 0.2641 r r -._, WARNINGS: GENERAL NOTES, unless/Menem nct.d: 5�,�,. REGION ��:. Q,, 1.Bolder aryl medal centrad.Medd be adra.d Mel GeaM Notes 1.The design is bead only upon M p.emetee Mower and le for on 6d 1dwl Truss: Aland Warnings Marecorr.becsoncommence.. boldingcompeant.apple.bllyord..lgnp.emeae.ndproper 4 2.244c.preeWn web bracing must be retailed were slam Moryeetlondcompomnt led»mpo.4.40 of the bolding designer. .1;.4, .1f]v- 1b 3.Ad9brW I mpoory Mooing to Moe debility during construction 2 7 an assumes M lop aryl bottom cholla lo M abets b.ad el "l I' �j- aSe,..p.Mblly of the.car.Addltlo 04 p.meantbeing of p- 7asest H10 o.o.nosh.e.lymdoa bead Ieoughoutteb length by aylma:e.M.mbg.alles*wood.Memmg(TC)end%orthmeNBC). ' A UL C'4� DATE: 8/10/2015 Be moral*ochre le the mpenwOM oleo building Mir.. 1 b Impact badging on.oral beans required Mere Mom•• ♦ M want bad Mould led b any component until NS.el bruins end 4.Mtelstlen of trues le M esporelNlry of the respective contract.. SEQ.: K1345829 Menem amcomplete mot.tnoUm.Mould.mbode greeter then B.Design memos Ironies ere tobused b.nonaonoweenvironment, TRANS ID: LINK design Inde M applied t any moment. Design assumes sumesfr"dry condition'dose.et 0.c.lopeTn..Me noaraaover and meme.norespoawlityfor m. a wage•••.r».nAM.dngdaarpwmMo.r.amn.w.dwu EXPIRES: 12/31/2016 sasss ebrin8on,handling,Moment and 4004040405 of components 7.Design ammo Memel.dem.ge le provided. August 10,2015 e.Ilia deign 1.tasdshed esh4anl I.Be In,l.O.n..04 1666 by N.Metes Mal blooted onboth Met ortrues,end paadatheir center TPIWTCA In BCS,copies ofolddh MI be furnished Wen request. In..coincide with lard anter gas N.Digits mdieete sloe of pate In Mee. MITek USA,InclCompulne Semite 7.6.6(1L).E I0.F.bode connector pieta aeon nee we ESR-1311,ESA.1000 @IIT.) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF BILBTR LOAD DURATION INCREASE - 1.15 1- 2-) 0) 86 2- 8-(-84) 485 3- 8-(-270) 278 BC: 2x4 KDDF 814RTR SPACED 24.0" O.C. 2- 3-)-704) 207 8- 6-(-70) 383 8- 4-(-269) 530 WEBS: 2x4 KDDF STAND 3- 4-(-546) 278 8- 5-(-270) 278 LOADING 4- 5-(-546) 278 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-704) 207 BC LATERAL SUPPORT Or 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-( 0) 86 TOTAL LOAD- 42.0 PSF OVERHANGS: 12.0" 12.0^ LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HOPE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -149/ 809V -292/ 292H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LONll. 2: D,..,....,I.r.,., _,� NSF_r.,J_ ],.-, . .. .,,lig. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 8-03-09 8-03-09 MAX LL DEFL- -0.002" 8 -1'- 0.0" Allowed- 0.100- f f 1' MAX TL CREEP DEFL --0.003" 0 -1'- 0.0" Allowed- 0.133" 9-03 4-00-09 9-00-04 4-03 MAX LL DEFL- -0.002" 8 17'- 6.5" Allowed- 0.100" f 1 1 1 f MAX TL CREEP DEFL- -0.003" 8 17'- 6.5" Allowed- 0.133" 12 12 MAX TC PANEL LL DEFL - -0.019" 8 10'- 0.2" Allowed- 0.387" M-4x6 MAX BC PANEL TL DEFL- -0.047^ 8 3'- 9.1^ Allowed- 0.498^ 14.007 a 14.00 4 9.0" MAX HORIZ. LL DEFL- 0.006" 9 16'- 1.0" MAX HORIZ. TL DEFL- 0.009" 8 16'- 1.0" orms system andfcomponents landicladding rcriteria. Wind: 140 mph, h-24.1ft, 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. M-1.5x3 M-1.5x3 3 0 ,t o rm 1o°' 0 8 I M-3x9 M-3x8 M-3x4 • 0 y y y ) PR8-03-09 8-03-09 'RI, OFFSs1y 1y NGINE$•T i�1-0016-06-08 -00 w 4 -sr 89782PE r JOB NAME : POLYGON NW PLAN 7-A NH - A2 ' -- Scale: 0.2614 .�y ` IMF WAMW4GS: GENERAL NOTES, urNnothendo.noted: " OREGON Truss: A2 1.Buldef and median contractor should be advised ofd General Notes 1.This d.agn le band only upon the promoters shown end h term Individual Ory and Wambge Mbre mnabuollon ammenae. buldng component Applicability of d.elgn'ammeters and properNr 2.24 compression web bracing must he Installed when shown 0. Inarporetbn of component b the reeponsiblly of the building designer. ��}} 3.Additional temporary bnckq to insure otabOOy during m.50080n 2 D.agn.pulpa the top eM bottom dards to be Merely bead al �� '1 RY' ', .4r Ie tla ngansibWy of the radar,Additional permanent bracing of 70.0.end a t0 cc.nepedb.y union braced throughout their length by V DATE: 8/10/2015 theovonlamcN.hthe naponeeglyof1Mbuldl ee 2s Impact dgbgeplei"'acingr m'dw eres"'drmdrye g(Bc). p^1+` � n0 sigad 4.In Impact of bridging or Ment bracing required of Me engin shown". �l V SEQ.: K1345830 4.Nobedsttsoould ona.t.en atnoo eshoulmponent uraybodeller elerterthand 4.0sieManefbaaehIMerepentlWNeofthenepenssiaenWror. hmpn an oompbb and at no dire should wry bade greeter than a O.apn..sum..bosses ere to be used m.an<omaw mvkem»m, TRANS ID: LINK design loads be applied n.ry component. end an for"dry condition"ofuoe. H.Compommhas naMrdanr end 0.nmesnor..pepblkyfor gn 5.D.agn..win..mgb..rmga.lwppmarewt�ghknerw.dplf EXPIRES: 12/31/2016 neaeeery. I.n1doeIgn u furnhhbl�ottome a tionof components. a7.Flee Mall be baarteumes ted on both fasate ces*Moomand pin.dnth.k center August 10,2015 TPIWTCA kr SCSI•aplee of which MI be furnished upon'request. Ise alndde with joint anter Ens. Wee USA,Ina/Com True Software 7.6.8 1L E 0.Digits Irdate eke of plate h inches. W ( )- 10.For basis connector pleb design ask..see ESR-13t 1,EON-late(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x6 KDDF 016BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2-(-6136) 1370 1- 6-)-864) 3722 2- 6-) -630) 2990 BC: 2x6 KDDF 01ABTR 2- 3-(-4064) 1042 6- 7-(-868) 3740 2- 7-)-1886) 570 WEBS: 2x4 KDDF STAND; LOADING 3- 4-)-4064) 1042 7- 8-)-778) 3740 7- 3-1-1494) 5772 2x4 DF STAND A; LL- 25 PSF Ground Snow (Pg) 4- 5-)-6136) 1370 8- 5-(-774) 3722 7- 4-(-1886) 570 2x6 KDDF 02 B TC UNIF LL( 50.0)*DL( 14.0)- 64.0 PLF 0'- 0.0" TO 16'- 6.5"V 8- 4-( -630) 2990 BC UNIF LL( 414.1)+DL( 301.6)- 715.6 PLF 0'- 0.0" TO 16'- 6.5" V TC LATERAL SUPPORT <- 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1450/ 6448V -256/ 256H 5.50" 10.32 KDDF ( 625) 16'- 6.5" -1450/ 6448V 0/ OH 5.50" 10.32 KDDF ( 625) J� ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: q9" oc in 2 row(.) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing. 7" oc in 2 row(.) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL - -0.039" 0 4'- 5.2" Allowed - 0.781" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL- -0.079" 0 4'- 5.2" Allowed - 1.042" MAX HORIZ. LL DEFL - 0.014" @ 16'- 1.0" 8-03-04 8-03-04 MAX HORIZ. TL DEFL - 0.024" 0 16'- 1.0" 4-06-15 3-08-05 3-08-05 4-06-15 Design conforms to main windforce-resisting 1 1 1 I I system and components and cladding criteria. 12 12 M-4X10 Wind: 140 mph, h-24.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 14.00 714.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 34.0" load True.duration designedfforo6 wind loads �11 in the plane of the truss only. M-3x6 M-3x6 o.-iAAIL.III11o Y-I. u, J-, 1- 6 c 7 e of l M-5x10 M-3x8 M-7x10 M-3x8 M-5x10 0 0 EO PROF 4-05-03 y 3-10-01 y 3-10-01 y 4-05-03 y �`C�f t4GINE.6.t••©� 16-06-08 4t V8*702PE 9r JOB NAME : POLYGON NW PLAN 7-A NH - A3 / / Scala: 0.2332 WARNINGS: GENERAL NOTES, unless Mama noted. V V �� '1.Balder and.aann adnder read W adold ofdl Genoa Nope 1.116.dollen la Wad only upon one panmdere Maseand M for an MAddal �i►/.OREGON rty,,: Truss: A3 all hankiee War,arrogation roommate. bolding campoanl.Apola6Ney ofdNpn pa'smehre and proper V 2.2r4oaroreaonweb had radWwotabdwanshown.. harps.anoramwMdNotmwordsto Bs Wordyof the kat � 4/ y Ary 3.AddaMltompomybndna to Maya stability during construction rD.1g.,aaumss the top end bosom chords to alahnN bno.d at _l lathenaponrb*y*toe.'sda.Adda,lpan.Mt bradni d Te.aand lr.e drr much es ply ood anali)ICrghallth.hlanl)B) aoMadat10e aaanaplfraadebracdeRoghoutMkengthb Pq.UL 1�� DATE: 8/10/2015 the acme Make Nos rayonWlay OM balding daayna. 3.b'mood bridging or Mast bracing'squad usea ellen.. 4.No reed ratty W appA.d to any aad mpoGdl ail Rados ail and a Md.haon of buss lathe napondbBty of the Rapala contractor. K1345831hat.Mnencomrade end alnothe should enylads grater thm B.Design mums gums ore bWwed iaMnsonorve.Mkaxant. TRANS ID: LINK derpnboa beapphidbssMnt Gai yeampon um.rtify nMBarorea. .rgn mum..d baringr.I appeM them.Shan or wage if EXPIRES: 1`2/31/`2018 B.CobhamwMadrowf.M.aaM.anepoMroMyb one ,�.a.ary, hleteaan,handing,rdpwan and bulbar,of oempattord. 7,Derg,eagm.a edawre dM.ge is provld.d. August 10,2015 6.This bap is labeled subject b 1M Imitations set bah by 8,Plates MMA W bald a bath hoe of buss,end placed a t W k ants TPYIVTCA M 8011,copies matin cog be Asnlred upon awed. Ines ab,dde eakJoint anle,AM.. I DWG indicate sht of pleb h Inde.. MIT ek USA,Inc.tCompOTrue Software 7.6.6(1LFE 10.For bosh connector plots design values we E811-1311,EBR•1558(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" - 1.15 lCOND. 2: Deman checked for net(-5 ➢af) uplift at 24 "on epacilrg. TC: 2x4 KDDF Sl&BTR LOAD DURATION INCREASE BC: 204 KDDF MILBTR SPACED 24.0" O.C. Design conforms to main ree-resitting system and components andd cladding criteria. 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 Wind: 140 mph, ht , TCDL,4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heightss)),, Enclosed, Cat.2, Exp.B, MHFRS(Dir), TOTAL LOAD- 42.0 PIF load duration factor=1.6, Truss designed for wind loads LL= 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Sable end truss on continuous bearing wall UOQ. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud ala. Refer to CompuTrus gable end detail tail Pfor BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-06 3-06 I 4 4 12 12 1114-4x4x4 14.00 177 2 .Sc]14.00 1111444hk .4k0 in [ I M-3x9 M-3x9 y y 7-00 \E0 PR OFF'cc 1S t.NGINEQ f0 89782PE -yc,. JOB NAME : POLYGON NW PLAN 7—A NH — B1 , Scale: 0.5570 WARNINGS: GENERAL NOTES, unless Men.and: Truss: B1 03 1.Bolder andsredfon contractor Mould M advised of el General Nphe I.Thle design h bawd only upon the parameters shoan and Nforen Individual y,+ OREGON and Warnings heron construction comm•na•. bolding comp•am.Applicability or des Y 2.244 compression web brad muM be Installed when non.. Incorporation of component ion manntitsers end proper , ng pop an Stile chords to or Mi dybro dot 3.Additional temporary bracing to Inane Mablly during construction 2.D•dpl mums ms lop and beam chords h b.Middy broad *749' �'9R 1,,,15 2(sl Q, DATE: 8/10/2015 Iama reww'MNIly(tithe motor Additional permanent bndng of eo a e �Wn edrely unless broad throughout OM length by the overall Midi.le e, responsibility of its building Miens,. g steed sheaming(TC)and/or Gywa1(BC). (�� SEQ.: K1395832 4.Nefo.adbuwbe.pp edfo. am 3,2slmpodbrthosidging whhnlbndnstebuked en oho.•• PA UL `` any poaM adv eller al Dining and 4.Intention Mims le m•I•etendbgly of ve eatreeler. fasteners are complete and at ne Urns should wuld any los greater then a.Design mums busses are towa be ud In a non-strictly,.environment, TRANS ID: LINK deign bads be applied to any component and ere for•dry condition'Mies. B.Compulbm Me no arpd over and assume nue responsibility for Ore O.Design assumes vett bowing N el support.Spume comm or sedge!? fabrication,handling.shipment end MaINMn et ampoarea mammy. EXPIRES: 12/31/2016 B.N.design b MMehed willed to the bnntbns eel forth by 7.PIM.assumes eled on bdoth abussprovided. 8,phis•enolbe swith(edenterlhaeorbues,aMpbadcotMkad•r August 10,2015 TPVWfCAnBCSI,eosin of which WA aNmlahw upon mount. Ise anise rico pix enter Inns MRek USA,InaA:rxnpuTrua Software 7.6.6(1L}E 5.Diel Indicate en.of dab In India 10.For bode comedor plate MMpn values en EBR•13t1,EeR•tase(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24,- 8.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE - 1.15 Design conforms to main windforce-resisting BC: 2x4 DF #la BTR; SPACED 24.0" O.C. system and components and cladding criteria. 2x4 RDDF #146TR 62 LONDIOG Wind: 140 mph, h-22.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF load duration factorel.6, TOTAL LOAD - 92.0 PSF Truss designed for wind loads in the plane of the truss only. LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY• complete specifications. 12-09-04 12-09-04 '1 T 12 12 IIM-4x4 12 7.00 7.00 it WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP A OFAHINGE BEARINGTYPE WALL SITSCONNECTION NEXTWILL TO SCISSORBECREATED TYPEBETWEEN TRUSS(ESTHE), TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. 1 -- - Ja o E2 p. to o M-3x5(5) M-3x9 M-3x9 10-00 ). 14-08-08 y .4)1.0PROF )" oe •• ��GINee.,. z9-oe- , :•9782PE yc� JOB NAME : POLYGON NW PLAN 7—A NH — Cl • Scale: 0.3040 `�`�'� WAGS: GENERAL NOTES, unit*otMrvdr noted: .ef OREGON 4� 1.guider end erection contadseehouldbeedvte.dofelGeneral NMa. 1.Teedeegnt.bardeeryupon ewparameters Moreend berenbglveue _ J� Q-'�� Truss: Cl end va,rg•b.terecon.awtencommences. balingeomPiden.APwlrbSneld..yeP.renwtereeelOrem • AqY 1 2.aro eenvreree wee bredng nem be need wbeee.heax.. heerponnee efmnwmrd tem.n.penebNly elm.HISSIng d.aq,»r. (a! A Deepn e.wunn"the"""top and bdnm d,e,deed ebnM hnad.l . jam, .`�`j s.Aeddembmporeryb•eegtenwnWhANyd ngnn.bWbn 2o.aand si100.o.,e.pedherynodes.breedthreughaulmaktenpinby lea,eepsnelb*yofthe erecter.Additional pemrnent bracing of centrumeh.athng NMI asplywood.h.amng(TC).ndermye.f(BC). pA.IJL C'4 DATE: 8/10/2015 gwovenlebudenWIN mpenegbyoftn.building deepwr. a artinned bddgngatetembredngmoulted More Mom cc SEQ.: K1345833 4.Noand Mould biapplied eany component urdleller ell te.angand 4.n.tegegondhow lthe n.peneNSpofthe nepectarenender. fesiemremse aped.anddnOne domed any bees rooter men 6.Design ee*m.ebur..ere a be wed In a nonsono.Ne environment, end ere for"dry nn*len"of an. TRANS ID: LINK daWneadabeepPMdeuryeompon.nt• Q Design names full beefing ddwppod.ewwe.SHn*wedge If EXPIRES: 12/3112016 A ConpuTnw hoe no eenad aro end canes.n,e.pon.egry er gra. n nary. !Ortega..handling,eeoment end neteg.ten of components 7.Deems mum*adequate drab-ago le prodded. August 10,2015 6.The deege a NNehW*bled.1M Mrdelb,e eel Mm by a Metes Mel be NW*on both Ines coincide with WM centerhoe of trues and placed w Metro.* TPFMCA n SCSI.copies d Mich WIb*NM*Wen,W octet• g.Digits Incited.:en of flee In hwM.. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basin need.,plete design values r.ESR-1311.ESR.lges pNTeq This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg-1.D0 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 1- 2-(-2855) 608 1- 7-(-473) 2459 7- 2-) -195) 1460 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3-(-1140) 335 7- 8-(-466) 2401 2- 8-(-1691) 453 WEBS: 2x9 KDDF STAND 3- 4-( -987) 311 8- 9-(-199) 1225 8- 3-( -172) 678 LOADING 4- 5-(-1544) 313 9- 5.(-198) 1227 8- 4-( -556) 202 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-( 0) 57 4- 9-) 0) 326 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF OVERHANGS: 0.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA *' For han ger s ecs. - S. aLL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9 p pproved plane 0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CONS. 2: Design checked for net(-5 psf) uplift et 24 "oc specil,g. BOTTOM CHORD CHECKED FOR 10858 LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.125" @ 5'- 9.0" Allowed- 1.190" MAX TL CREEP DEFL - -0.248" @ 5'- 9.0" Allowed- 1.586" MAX LL DEFL - -0.002" 8 25'- 8.5" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" 8 25'- 8.5" Allowed - 0.133" MAX HORIZ. LL DEFL- 0.077" @ 24'- 3.0" 12-04-04 12-04-04 MAX HORIZ. TL DEFL - 0.128" 0 24'- 3.0" 1' 1' 1 Design conforms to main windforce-resisting 5-10-12 6-05-08 5-03-07 7-00-13 system and components and cladding criteria. 12 12 (All Wind: 140 mph, h.22.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 7.00 IIM-9x9 Q7.00 load duration ,,factor-1.6Cat.2 , Exp.B, MWFRS(Dir), 4.0" Truss designed for wind loads 3 .r,( in the plane of the truss only. 46 M-3x4 M-3x6 14_3.5 7 Nt.,00000000M-5x6 o o 0 1"" AA l 8 9 +`5 0 o M-5x10 M-1.5x3 M-3x4 0 d 3.5S 3.50 12 12 y 1 1 el' l 5-09 5-03-08 6-07-03 7-00-13 y 5-09 y 5-03-08 y 13-08 1-00 •.Co;` Gt NE�� % 24-08-08 y ?` �� ©�i ` j782PE c' JOB NAME : POLYGON NW PLAN 7-A NH - C2 /�Scale: 0.2375V .---- WARNINGS: GENERAL/4012f, unto...Innen nol.d: �/ Truss: C2 1.Bidder end*mean contractor would be advised of al General Notre 1.Tinned,h based only upon the parameters shown and ham lndlvldue . 9,y OREGON ,zN Q,-. and Warning.before construction commences. budding component.Appgab9dy of snip peremetere and proper Amy 2.2r4 compression w.b bracing mud be Mhlled nano"hewn c. mcorpoMbn o component WIN responsibility dine buldng designer. .[T �j/4R�;4 r J<. 3.AdlBlonel t.mponry bracing k mean etabgry during am,e8en 2.Design mum.the hp end bottom drords%be nerdy bead at R 1 J UY. Isla responsibility of Be mdor.Addghnel penned bnamp o/ T o.o.and et 1P...n.Pedlwly urNw bead th,ughoul Meir hnph by DATE: 8/10/2015 Meowed denture lege responsibility of the budding designer. 3.72 roped bridgingior nee br.drg required nnem n.: This design prepared from computer input by PACIFIC LUHBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE - 1.15 1- 2-(-2890) 810 1- 7-(-543) 2485 7- 2-( -234) 1475 2x6 KDDF#16BTR T2 SPACED 24.0" O.C. 2- 3-(-1185) 519 7- 8-(-534) 2426 2- 8-(-1650) 445 BC: 2x4 KDDF 416BTR 3- 4-( 0) 0 8- 9-(-387) 1244 8- 3-( -217) 641 WEBS: 2x4 ROOF STAND LOADING 3- 5-(-1025) 424 9-10-(-386) 1245 8- 5-( -547) 364 LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-1540) 527 10- 6-(-427) 1224 5- 9-( 0) 232 TC LATERAL SUPPORT<- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF BC LATERAL SUPPORT<- 12"OC. UON. TOTAL LOAD- 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL- 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24" OC UON. FOR 0'- 0.0" -241/ 1057V -126/ 128H 5.50" 1.69 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 2.5" -17/ 365V 0/ OH 131.00" 0.58 ROOF ( 625) ----- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 1084V 0/ OH 131.00" 1.74 KDDF ( ,6125) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: D...,_.,,..«..lei._,._ ...va_... ......+ L''•- + .r,1:g. M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 vertical members (uon). MAX LL DEFL- -0.125" 9 5'- 9.0" Allowed- 1.187" MAX TL CREEP DEFL- -0.248" 9 5'- 9.0" Allowed- 1.583" Unbalanced live loads have been MAX HORI2. LL DEFL - 0.079" @ 24'- 8.4" considered for this design. MAX HORIZ. TL DEFL - 0.130" @ 24'- 8.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-24.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 17-06-12 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 1 f load duration factor-1.6, 5-10-12 6-05-08 5-02-08 0-00-15 17-05-13 Truss designed for wind loads f in the plane of the truss only. T 12 IIM-4x4+ 12 12 4 M-5x6 c--1 7 00 ' :17.00 Gable end trues on continuous beating wall. 7.00M-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for / complete specifications. M-4x6 /// 3 :M-4x4 y SY M-5x6+(S) 0 5 M-3x6 ry 2 o co 14441 414114144111%%11111 M-3x5 -,( 7 0o M-Sx6 �^ �� -iv I 1 M-5x10 M-3x5 10 M-3x6+(S) o o ..3.50 3.50 1 . M-3x4+ ry n/�1 12 12 y v,tO PROI l l l l l C 1 5-09 l 5-03-08 l 6-07-03 6-06-13 10-11 l l ' GIN EFR d , 5-09 5-03-08 24-01 1-00 AGR 39 ), i' J• 89782PE r" 35-01-08 1-00 JOB NAME: POLYGON NW PLAN 7-A NH - D1111111 Scale: 0.1790 'IV' V / 47 s-sr+OREGON yN. WARIIMOS: 05NIMAL NOTE& udYd..ether*.noted: & ? co 1.Sugar and.r.danantndxrWdabeaMWdadwmnhraa. I.TN.dedpnahead«drewese nelenawarnend ifor en SIMo.I ..■ ARS. 1�J Truss: D1 erre/lamp boas mnebudlen commences. bolding mpenenL ApphdWly of design p■r■meas end preps 7 _`�j 2.L:4 mryreWon web b.dng mud be Mbe.d ahem shown 5. loarponden of ampenent h Me mpenebHry cline bolding de.lpn.r, _ V 7.Menai Impalas bracing N ins.debts during anaucilon 2.Dadpn.eeun.8r.tap sod he8am dads b be atereM head at P' /l U t .%' Is to reeporwibWly aIIM ender.Mdihnel permanent Madre o/ continuous sheathing eahin17 such a respectively tans Mead(7C).ndl they eNBength by �l i.. oentthaue dodMng awn..plywood Noatlrinp(TC)■nets LrywaNBc). DATE: 8/10/2015 8o word lauelethe r..pen*Wly of the bolding designer. S lei Impel LaWping or stem hndng rewired acne sham•• SEQ.: K1345835 4.No lad amid begala aer"component NCI Oar elInning sod 4.aMehlonofbuss hthe n.penNMryolthe mped*.anndor. p t1�I�4 f�/{4 p fasteners are amplde end d no tine Mould cry loads greater gen 6.Design.auras busses nee Is be used In non-comae enaionnent. EXPIRES:ES: 1 L/�7-1/L V.I V TRANS ID: LINK deign lade be applied to aY component seem fortify MI condition' use. 6.ConwTMh..nocontrol oar e anima norespembleyfor 8M e.Design anum..I,Nh.angd.l.uppemeMan.sldmoraedp.g August 10,2015 abnaga,,handling,ddpm.nt and Indd.8en of components. 7.Design spume.adequate&Naage le prodded. S.TIS design le Md.Md subject to the bnhlam set forth by a Motes shell beMated en both Aa.efbua,end plead a tab anter TPNNTCA In SCSI,Dopan of skits wig ba furnished upon request. Ines coincide with)cid anter law 9.Dlgh Salado ase of pan In Inches. *Ree USA,Ina/Compulrue Software 7.6.6(1L)-Z to.Fa baoaswolar pate design wan tee ESR•1011,ESR.1985(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF 916BTR LOAD DURATION INCREASE- 1.15 1- 2-(-4268) 838 1- 8-(-669) 3798 8- 2-( -303) 2203 11- 6-(-251) 211 BC: 2x9 KDDF 916BTR SPACED 24.0" O.C. 2- 3-(-1985) 489 8- 9-(-657) 3711 2- 9-(-2202) 480 WEBS: 2x4 KDDF STAND 3- 9-(-1516) 448 9-10-(-234) 1697 9- 3-) -21) 320 LOADING 4- 5-(-1505) 452 10-11-(-216) 1597 3-10-( -671) 259 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-2124) 509 11- 7.(-359) -275) (- ) 1912 10- 5-) 1096 BC LATERAL SUPPORT <- 12^OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-(-2348) 510 10- 5-( -657) 256 TOTAL LOAD.. 42.0 PSF 5-11-) -51) 494 .• For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0,0" -215/ 1475V -232/ 232H 5.50" 2.36 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY.IBC 2012. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ��'"' IL.oNS_,_l;_y...,', .,,...a-.I,,, .-, *.e.. „__..1'"..._.�i...a8, .,.JJ g. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.206" 9 5'- 9.0" Allowed - 1.710" MAX TL CREEP DEFL - -0.412" 9 5'- 9.0" Allowed- 2.281" MAX HORIZ. LL DEFL - 0.127" 8 34'- 8.0" MAX HORIZ. TL DEFL - 0.211" 8 34'- 8.0" Design conforms to main windforce-resisting system and components and cladding criteria. 17-06-12 17-06-12 Wind: 140 mph, h-24.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, ' (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-10-12 5-05-09 6-02-12 5-08-06 5-08-06 6-01-15 load duration factor-1.6, 1' f 1' f f Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 M-9x6 Q 7.00 4.0" 4 .M INIII M-5x6(5) iiillp M-5x6(S) 0.25" 0.25" ,0000 3 M-3x8 )00,,M-1.5x3 414 M-3x8 �M-Sexa` \� re,o -J(fo o P --'v1.. 9 1T ii o _M-6x6 0.25" M-3x4 M-3x5 +7 of ..3.50 3.50 I ... M-5x8(S) 12 12 - 5-09 5-03-08 y 6-06-04 l 8-07-07 1 8-11-05 y 45c.V.�D P R Q' J, 5-09 5-03-08 29-01 l �S NGINEF89 S%i. • 35-01-08 `r' 8°782PE �T JOB NAME : POLYGON NW PLAN 7-A NH - D2 / , ' • Scale: 0.1739 IV ,----- WARNINGS: GENERAL NOTE., odea°th.reds.,noted; Truss: D2 40 1.Buberend e�llonos, s,Nroddbeadrh.dofepo.ariWoee t.This dneInl.Mado yper ,,LOREGON Q only upon Applicability n p elfin.n ween and b op m a dvaesl Qom. Sods m%pa nemefore co wing mu be nst.a 6 corpolking aompoon fco neatlethresponsibility spon pa stthe and ing d..Igner. 4 22,4 wompnwbn Mab 6ndnp m�cha%ehlNd Men Moen+, %oeigna ume aetop enlaottordstoGoodly bred. ��ll/4Y AG, 4 3.Additional temporary diming b Insure statety during anetruden 2.D.Mgn usuma the top em bottom chords to a latently brand at '7 J h 8e nepwndbiry of the macre Adtllbml Wman.M diming M Z o.a and at 10'no.respectively warn dead throughout mak langlh by DATE: 8/10/2015 continuous bridging or such..plywood M5a at,.,.)endbr%%wi Be). PA-UL �` the wand*mitre Is of the bulling designer. &2i Impact bddgbp %Wel bracing required elan*town•• SEQ.: K1345636 4,NO add isald be epplI.d to eny ss,npsn.nl 541 elton.1 breadff end 4.%deletionoftrues hthe reepsndbllryofthe respective connector. fasteners an complete and et no Dm Mould my bads greats than 5.Design sedum busses ere te be used In.non•oonow.environment. TRANS ID: LINK *reign toad.be applied to any component. end an for"dry condstn'sl use. 5.CompuTmhes mcontrol over end awmsnoneponelblltyfor t. 0.WaewrMaw0.ria.„ng.t.l.wppwm.ewn.866nwrw.dg.It fa .EXPIRES: 12/31/2016 bkatbn,Wag.Migrant and%deletion of components. 7.Design..ranee adequate drainage le provided. August.l 10,2015 5.This deign is furnished aided to the Indaane set foo by &Mahe Mad be bated on both is...of trues,and plead no thee center TP%WTCA in SCSI,apo of which wig be orb ed upon read. Anes a%dd.with Jo%t miter tinea Tw Software 7,6.6(1L E &Digits%dah.W of plate In Inches. MITek USA,Inc./Com PO f to.For bade connector plate design values use E511-1311.EBR-1955(Mils% This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE - 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF kl&BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING Wind: 140 mph, h-24.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD - 10.0 PSF load duration tactor-1.6, Unbalanced live loads have been TOTAL LOAD- 42.0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LL 25 PSF Ground Snow (Pg) Table end truss on continuous bearing wall 004. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL N-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-06-12 17-06-12 f T '1 11-08-09 5-10-03 5-10-03 11-08-09 T T f T 12 IIM-4x4 12 7.00 p a WHEN A FLAT BOM OTTCHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING M-3x5(s) M-3x5(s) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY +� 44 FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE oOed° CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL :RACING TO THE HINGE CONNECTION SITUATION. L 0 2 - __ - — - - 1 'o of 1 5 o M-3x (S) 0 M-3x4 M-3x4 t� i1 y 17-06-12 y 17-06-12 CgSt`� INEyC>O k—.6 35-01-08 ;Cts - '9 1-00 89782PE JOB NAME : POLYGON NW PLAN 7-A NH - D3 ------o _ -'"0,- Scale: 0.2314 411. WARNINGS: GENERAL NOTES, Misroaarvdesnoted: CI OREGON o'�h q-. I.BuMor and Draft.contractor Would be advised of all Caner/Notes 1.DM design M Mrd only upon the mamba Moon and h for an individual bolding component.ApplcebNIY of design peremetere end proper , j7, q R y' 1 2 Truss: D3 end vdantrnabWan ar,Mna+Mn anerana.. yao,peneon of component felts w.pandbHty of as balding designer. �j`_. 2.244 m,pnrtn aab bredrg.wet M Mated Ware Mom•. 2.Design a.anae Be lop and bottom Wards to be Merely bead W UL �(I ].A4Mbrrl temporary towing to Mae debility during cenMrrctlerr 2 co and Sl IP ea repe/hely • aims braced throughout their length by Pte lJ L �� NIM aepsndblly etas Salon.Additional permanent laming of whereas eMWMq such a plywood eMelhbrg(T0)endbr dryeM(BC). DATE: 8/10/2015 the.ural Oman teas Spent/ y of the Maine dapar. 1 2a Impact bridging or Moral bracing required Ware Moon•• SEQ.: K1345837 4.No load should bsapplied I.aracomponent teal alter dtending end 4.Deign tionof,muma.shtheear.nase loMwdf�mmoo� r.enl fMearear complete and Waeta should any baa gnsbrthen and we tardy condition*of um. F !y)rj �jy�.4 d� TRANS ID: LINK design Made M applied to emaemp.rant. S.Design ammo full bearing et M mupprte Mawr.arm or midge if EXPIRES: 12/31/LV.16 /.CompuTMMaakrlhd over and serane.a reporWbaly/artla Masrry. febrkrtn,haview/Wined and realern of compon ent. 7.Design arenas adequate drelage M provided. August 1 0,201 5 a.The design l furnished rased I.Be lml.Ma set forth by O.PMee shall be Mated on both feces of bur,and pined a their center TPWVTCA I RCN.capla of ankh MI M furnished upon roared. 0.Ines coincide Mai ensof plate laer lines. Wet USA,InaJCompuTruS software 7.6.6(1L).E 10.For Melo connecter plate design vela.we E5R-1317,ESR-lege(Slick) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 814BTR LOAD DURATION INCREASE- 1.15 1- 2-(-2309) 503 1- 8=(-348) 1971 2- 8=7 225 205 BC: 2x9 KDDF 814BTR SPACED 24.0" O.C. 2- 3=(-2088) 501 8- 9=(-216) 1658 8- 3= -45) 460 WEBS: 2x4 KIDS' STAND 3- 4=(-1496) 451 9-10=(-214) 1589 3- 9=(-640) 253 LOADING 4- 5=(-1495) 450 10- 7=(-359) 1902 9- 4=(-282) 1122 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 5- 6=(-2109) 505 9- 5=(-653) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2336) 509 5-10-) -50) 483 ". For hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF 10- 6=(-251) 211 LL = 25 POP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -216/ 1970V -231/ 231H 5.50" 2.35 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 35'- 0.0" -215/ 1470V 0/ 0H 5.50^ 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: F..a,_e r-,-rani.` -.-,-.. s., ,1'-_...-.M.'a ...Ug. VERTICAL DEFLECTION LIMITS: LL=L/240, IL=L/180 MAX LL DEFL = -0.098" 9 17'- 5.2" Allowed= 1.704" MAX TL CREEP DEFL = -0.199" 8 17'- 5.2" Allowed = 2.272" MAX HORIZ. LL DEFL = 0.045" 8 34'- 6.5" MAX HORIZ. TL DEFL = 0.075" 9 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-0$-04 17-06-12 Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-00-07 5-08-06 5-08-06 5-08-06 5-08-06 6-01-15 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), / load duration factor-1.6, f f fj' 1 Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 P7M-4x6 47.00 4.0" 4 .y"r M-5x6(S) M-5x6(5) 3.1 0.25" 0.25" st t4 +B M-1.5x3 )11010,,M-1.5x3 + + m o ,O o N 1 ••• ` R ON r 10 4 *•7 0 o M-3x5 M-3x4 0.25" M-3x4 M-3x5 M-5x8(5) o j 8-10-11 y 8-06-09 y 8-06-09 y 9-00-03 1 �<PNGP EF�SsiO. 35-00 . 9 , 89782PE -yr JOB NAME : POLYGON NW PLAN 7-A NH - D4 ,,, Scale: 0.1922 Avw, WARNINGS: GENERAL NOTES, urdess oOrenek noted: (� Truss: D4 1.polder end emotion contractor should beWaked ofdGomm'Notes 1.Teta design NMaud only upon Rnparameter.shove and I.for enwrcMawl .14/OREGON o'- vw end n'ewe been axrmudtem, n con .nse bolding oempanen.ApplbabBly of desks Panmeten en prapr Ee 2.aro oampm.Nn web bracing must be Inroad where ahewn.. incorporation ofamponeM I.ma n.ponelbRN of the building de.gner. ,,mss ^p �G []A 3.Addition!temporary Wooing to More stability during oonetrudgn 2.[Nap15.0.e"nem"a tit.by end bottom chords N M laterally head en 7 -7+l 'h`3 `�. Who napkabey el me ceder.Additional permanent bredng of 7 a.a end al 10 e.a nepectivey unlace bread throughout en tlke length by DATE: 8/10/2015 tin avenA mucro.a do.spa Wbgy NIM bowing daagnx. continuous sheathing such es pinked.heathlre(TC)ander*realism). • � pA U s 4.No load Medd be"ironed to a 4.b Impact bridge's or lateral bracing required Men mown.. SEQ.: K1345838 any 4.Dedgne seneeh sthe responsibility beused enon-aderacomndor. "Moms ere complete end at no tion should any Made gnetxlhen 5.Design assumes trunk are to be used M e non-corrosive!environment TRANS ID: LINK d&signbade bo applied to any component. andore for•dryandllon'afue.. 5.CompuTraMenocoWolowrende atee,anapoalbHNyfor Bre O.O.Mpnaeame.MbeetnpNalwpponaMrovm.eNmerwwdpeIt EXPIRES: 12/31/2016 tebrketlon, na.kry. handling,NdpaM and Mbnsehn of 7.Destine skunks adeqke Maims lo provided. August 10,2015 S.Thio Only teCM hod ripe..)ed to the/msscokcat forth by 0.Pikes Malik;located on Mm Mas of baa,and placed k their antra TPRWfCA In SCSI copies of kWh all be furnished upon wank IMM confide with joint canter Rms. MRek USA,Ino/Com Tfue Solhwro 7.6.8 1L g.Digits Indic."alas of platen echo.. W ( t0.For baso cometor plate&Nen kaki see EBR-1311,ESR-1981)(9.1IT.R) This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 014BTR LOAD DURATION INCREASE - 1.15 1-2-(-196) 62 1-4-(-100) 137 2-4-(-206) 161 BC: 2x9 REEF 81LBTR SPACED 24.0" O.C. 2-3-) -26) 12 4-5-) 0) 0 WEBS: 2x4 DF STAND; 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD - 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL - 25 POP Ground Snow (Pg) vertical members (uon). EONS. 2: D...'r.-ay,.«..1-...:.-..�Q-_. .,_.. W:.- -:e• ..d g. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Unbalanced live loads have been VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 considered for this design. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX LL DEFL- -0.015" 8 0'- 0.0" Allowed - 0.100" JT 1: Heel to plate corner - 4.25" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL - -0.009" 8 0'- 0.0" Allowed - 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.023" 8 6'- 2.6" Allowed- 0.275" MAX TL CREEP DEFL- -0.044" 8 6'- 2.6" Allowed - 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL - -0.001" 8 7'- 2.2" 1' 1 / MAX HORIE. TL DEFL - 0.001" 8 7'- 2.2" 12 Design conforms to main windforce-resisting 9.50 17 system and components and cladding criteria. Wind: 140 mph, h-20.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor-1.6, M-3x4 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Al 0 0 0 I co IIII 0 6 4 lin-=.1115 / M-3x8 M-3x8 M-3x5 y 1 1 6-03-04 1-01-12 1 1 y 1-00 6-05 y 7-05 '�.�` p PR pf�c,S' NGINE.E. 6' fp2 •4ku 8 782PE 9r PLAN 7-A NH - El / �;� •.: JOB NAME : POLYGON NWScale: 0.5166 �/ / WARNINGS: GENERAL NOTES, deed abed.nand: i... OREGON �� I.BuNd and endedeeMadn Mould be dried ofd General Note 1.Ibis design b Meed only upon the paamenre Name and n for en Individual -7 _ Q �-' Truss: E 1 end Aiminpe before an*uodn comerraa. bedding drnparonl MplcabHN of ded5n penmenn end proper -V�/ma �d 22r4ownpuWenmM bracing nasi be Weld Mon damn.. Inarperadan of component SIM mpenebNry of the building designer. .14, "l,tiny' 1" � 4, B.WAdeeensi.den weery bbracin to Muse elebllld during conduction 2.Design edema the rap and bottom chords n be Windy y bald el .]- 11�'' V NlM npwMWby of the eider.Addend booing of 2e.e.and 417 co.aShCe psi.dee booed lhrarrphora551 their Mg*by PAUL •Vi‘ Pennonte continuous Meade arch d pyruod bme.d l(TD)aMM,*I.neBC). DATE: 8/10/2015 IM oeerel emcees nth.nspeeWWMy MON NON deeper. 3.21 Mpad bridging or deal brding required Mora Mead.• SEQ.: K1345839 4.No load Mould be deed to any component urn after d bndrg end 4.tebIauon of Wee le the responsibility Mho remold eennaror. frodenere an complete and d no lino lead any nada greater gran K DeNgn seamed bursae an to be used In s noncorrosive environment, dsign beds be edged b any component. end ere for"dry condor."of use. TRANS ID: LINKe.Design amadsrdbarbpato/eeppomNomn.Shen orwedge If EXPIRES: 12/3112018. B.Candid .M.AM der and dame no nepwnfoNry fortto massy. Wedeages.hendling,shipment and lmlaladen of corrponent& 7.Design aaeumn adequds dredge le provided. August 10,2015 0.Tan deign le furnished e ot to be RmYlbne eel bah by E.Plea"sing be Imbed on both nee orales,and plead ao their oder TPWflCA In BOW,copies of M oh nal be taeNed upon noun. Ines coincide with Iehd anter Goa B Dghe Indkab des of pleb In inches. MITek USA,Inc.iCOmpuTne SAssure 7.6.7(1.}E 10.For Melo amender pleb deign vane.ed EBR-1711.EBR-lode(PATng This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF#14BTR LOAD DURATION INCREASE- 1.15 1-2-(-196) 62 1-4-(-100) 137 2-4-(-208) 161 BC: 2x4 KDDF 814BTR SPACED 24.0" O.C. 2-3-( -26) 12 9-5-( 0) 0 WEBS: 2x9 OF STAND; 204 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 42.0 PSF' 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) Unbalanced live loads have been LL - 25 PSF Ground Snow (Pg) considered for this design. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Deman checked for net;-5 n.FI uplift At 74 "nn 9n Af1J1g. JT 1: Heel to plate corner - 4.25" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.015" @ 0'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL - -0.009" B 0'- 0.0" Allowed- 0.133^ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.023" B 6'- 2.6" Allowed - 0.275" MAX TL CREEP DEFL - -0.044" @ 6'- 2.6" Allowed- 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL - -0.001" 8 7'- 2.2" '1 f . MAX HORIE. TL DEFL - 0.001" @ 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 D system and components end cladding criteria. Wind: 140 mph, h-20.6ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X9 load duration factoz-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. LIM o 0 111 0 I til it of 11 m 0 6�� 9 1.-=.45 -/ M-3x8 M-3x8 M-3x5 1 1 1 6-03-04 1-01-12 1 1 1 1-00 6-05 1 1 7-05 �cQ� 10 PROPe „� NGINE. (S>Q.O. `.C' 89782PE �'r' JOB NAME : POLYGON NW PLAN 7-A NH - E2 ____....:::::::;- EE-: Scale: 0.5166 WAR NNGS: GENERAL NOTES, tress oeaMse noted: 40 Truss: E2 1.Builder end orogen contester Mould be rdvbd ofd Gomel Notes 1.TMs design h bred only Non the Aerometers drown end h for an Mdledel V " end W.mbEe before conMtdon commences. building component.APAeeMRy of reign Ammeter end proper 15., +OREGON o Q, 2.2r4 eompnssbn web bracing must be Installed Mwn Moan.. Incorporation ofcomponerotetlw nsponeblly oftM building detlgnor. it y/A wy. �� y 7.Aedlbnelhmponry Inning M Man WhEly during construction 2.Design mum.the tap end bottom dans m be Manly braced at 7 `7 ti EVJ_ letln neAensibMy of the trader.AddbnelAemunentbndng of 2o.a end d1G c.o.respedhwly arse bread throughout length by DATE: 8/10/2015 BR oral ruches Nth.nwoneREly of the bulmng dragnet. continuous rMdhsoMor stab lb panel Mss where)own•orywsl(BC), PA U L. ` 4.NoleedsietpM.applied a.AbnAedbddgkyalehnlbacingnqukednnaMawnt• a SEQ.: K1345840 Aeue Aeneas until env el 4.InetelalenofburtetMeMNbeMleeoflMrespe,e corrector. Werner complete me d mire Mould My lora greeter than A Orkin memos trusses en h be use H.non-corroae environment. TRANS ID: LINK derriere beapplied to any component. and ere redly condition.alum 6.ConpaT'whenecomolearendaewrmemngoneMtybrbn e.o.agnaeum.anAb..rkwd.1 uppamMaw,.af,ssrw.eg•u EXPIRES: 12/31/2016 mcesem hbrlplbn,nendlbg,Werner rte Nlehnon of co nth bye 7.Orlon mum.adequate enrage le provided. August 10,2015 G.TMs:Magni.funlehed surer hen borderer bah by A MorseMA be bated on bar hes of Wee,end gleed wire corer TPNS.NICA In BUcarrot Mach willbe mmleMd upon roque. lens calndde wirier carer linea O.Digits seller she d piste In FwMa MITek USA,lna/CompuTrus Software 7.8.7(1L)-E 10.Far brie connector pleN design elves see ESR-1811,EeR-11166(MTet) This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 RUDE #16BTR LOAD DURATION INCREASE- 1.15 1-2-(-79) 23 1-4-(-68) 60 2-4-(-142) 120 BC: 2x4 ROOF #16BTR SPACED 24.0" O.C. 2-3-(-26) 12 4-5-) 0) 0 WEBS: 2x4 DF STAND; 2x4 ROOF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSE BEARING MAX VERT MAX HORS BRG REQUIRED ERG AREA IC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD- 42.0 PSF 1'- 0.0" -28/ 233V -18/ 48H 5.50" 0.35 KDDF ( 625) 4'- 6.8" -24/ 150V 0/ OH 5.50" 0.24 RDDF ( 625) Unbalanced live loads have been LL- 25 PIF Ground Snow (Pg) considered for this design. EONS. 2. lent,." checked f t)-5 oafl ppl;sr at 24 "oc soacig. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 JT 1: Heel to plate corner - 4.25" REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. MAX LL DEFL- -0.005" 8 0'- 0.0" Allowed- 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL- -0.003" 8 0'- 0.0" Allowed- 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL- 0.010" 8 3'- 4.4" Allowed- 0.132" MAX TL CREEP DEFL- -0.014" 0 3'- 4.4" Allowed - 0.176" 3-05 1-01-12 MAX HORIZ. LL DEFL - -0.000" 8 4'- 4.0" 4 1' T MAX HORIE. TL DEFL - -0.000" 8 4'- 4.0" 12 Design conforms to main windforce-resisting 4.50 1:7'. system and components and cladding criteria. Wind: 140 mph, h-20ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor-1.6, End vertical(a) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 Y 0 0 IIAIIII 0 0 I _1I N ME o 6�� 4 ��5 / M-3x8 M-3x8 M-3x4 1 1 1 3-05 1-01-12 l ) l 1-00 3-06-12 4-06-12 4�eD PROF Fs �GiNE��C s/�9 4 .89782PE <' JOB NAME : POLYGON NW PLAN 7-A NH - E3 . . _-�� Scale: 0.5632 _ WARTBNOS: GENERAL NOTES, sinless ot.mlw noted '9,�[gyp /'w�� O�"V�. t.!Wider and semen mntndar Mould W.dvl.ed ofd General Nets 1.IN.design N bawd only open the',emotes Noon end N fore Individual 7 Ofl G yy Truss: E3 and Wanting.before oaarxeon ammenar Dub6ng component Applicability of d.elgn peranatera end props _ V a 2s4 compression%ob bracing must be babied More shown•. Incorporation of component I.M responsibility Mut Wilding eager. Grq RY 15. 3.Addltntl temporary bracing t Mon Stbdty during construction z 2 s r endame M top and bottom sant.t W btnN taxa atength by . 41r T la the nspendblby of A.erecter.Additional pernrn.M bracing of contintsow 2 cc at la g Seething respectively ch eaplyodea bread throughout a andfor Mb.l)B). DATE: 8/10/2015 the everel*volute Is the mpensibelty of the building designer. S Or Impact bridging or lteralbmdng reWbednhere Mom,• 4.No lad Would B.applumpteen(.d te anumpteen(untl alter el bracing and 4.Installation of buss I.M reependMNy of M oe mep.otie ntndor. SEQ.: K1345841 td.n.nanoomptbandatnotbadnWdanyteedagmtrUm A Dodgn..wn'awe...ntbeneedinanon•anod'^endn"nent. TRANS ID: LINK adgnInds beappledto any componsr mann wuor myoonduarolue. 6.CompuTnnhas nocontrol enradamines nor..pon.b*tybrow a D.sign..em..ad6..ringdclepped.Mram,.6Nmereedg.H EXPIRES: 12/31/2018 Mmeery. tebrisdnn.imam.ddpnnnt and bWlbtiun of components. 7.Design mums adequate drainage b provided. August 10,2015 6. TON design b furnished subject b Be M41bra sal bM by 6.Plate shag be bated on both teas of we,and placed a their center TPIAvVCA In 8C51,copies dada M be bmMed upon request. Wes coincide a.Nits Indicate of t lebce terb nue. M)Tek USA,Inc.iCompuTnn Software 7.B.7(1L}E t0.For WIN mnwdor plat d.Mgn values se ESR-1311,ESR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacitg. TC: 2x4 KDDF $$&BTR LOAD DURATION INCREASE a 1.15 BC: 2x9 KDDF R1613TR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. 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 Wind: 140 mph, h-22.9ft, TCDL-4.2,BC DL-6.0, ASCE MW 7-10, DL ON BOTTOM CHORD 10.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), TOTAL LOAD 42.0 POP load duration factor-1.6, Truss designed for wind loads LL - 25 POP Ground Snow (Pg) in the plane of the truss only. able end truss on continuous bearing wall 004. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-00 11-00 f '1 I. 12 12 7.00 p IIM-4x4 .C:17.00 L 2 trt I Imo, of �o 0 1 YYI O 0 M-3x5(5) 0 04-354 M-3x4 1 J. 1 l0-00 12-00 k--1 •E° PR°FFs 1-00 22-00 GINE Si ¢- :9782PE r. JOB NAME : POLYGON NW PLAN 7-A NH - Fl Scale: 0.3307 ,. �l \ WABNWW: GENERAL NOTES, unlenetherwdn noted 5.44j, 1.Boder end.mien canbndx should be advised dal General Note. 1.This design b hews only upon the nominators Mown and is for an In0wdnl ,.pry ', Truss: Fl and W.ndngsbebnanMuebbncommences. buldingcomponent Applloablltyofa .f. 7' OREGON Ywo ration of co �a M mean and Rolm a� f d +Q' A Z.1 compression web bracing mud b installed where shod,.. gra mpopant b the m diode dthe bidding M ,,Y} �/ ,;C- 3. ;C- 7.Additional temporary bracing to bean..bblley during aen truetlon 2 Design names IM lop and bottom dints te bo bbnly braced at 7� �R Y '1 DATE: 8/10/2015 le the et reepoiuct bna end..Admuen.l permanent braMpet Zo.a and V1 IP s.o.a nepedhntyunt.a braced throughout their length `� he r..pen.NBty ofthe bagot d. connnuousdMambgamnas pywood.hadhbq(TC)endfor drywwl(BC). -� p^.UI.- 1t �\ n0 designer. 3.Installation Impact bddphq or latent bndng required when etnwn.♦ �l U 4 SEQ.: K1345842 4.Nobadstudd Os nrpta..d N any component inti Vier el ening and 4, anofhuu%tMnatabeoly of the respective cadndor. Intends an complete end et no time sirodd any bade greater than n.Design aaulae huan m b he used In a noncomdve environment. TRANS ID: LINK design loads beapplied bany component.. end enfeebly sonatan•afLac n.CompuTruahesnocorbel ewrend mum snoresponsiiMyfor tM O.Msipmm�am..nib..nngd.lwppaa..hewn.sNmarw.dg.n EXPIRES: 12/31/2016 fabrication.hendlbq,MlgMnt and baugatlon ofcomponent.. 7.Deign amines adequde drained*b prodded. August 10,2015 e.Thisdesign b furnished aped to the Imnean set forth by 1.Plebe shall be bated on beth Nae of eine and dead n their anter TPNMCA N 1031,copies ebbed,MI be famished upon request. Ines coincide with quo anter Nus. 9.Wee USA.Inc./CompuTrue Software 7.6.6(1L}E w.Nits Meinconr.sts,plate desyn Woo tie E8154 311,1854985(M1Tek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq-1.00 TC: 2x9 EDDY 81LBTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 57 2- 8-(-181) 1109 3- 8-(-299) 232 BC: 2x4 EDDY 81iBTR SPACED 24.0" O.C. 2- 3-(-1360) 305 8- 9-( -(38) 718 8- 4-(-126) 521 3- 4-(-1195) 337 9- 6-)-207) 1085 4- 9-(-126) 521 WEBS: 2x4 KDDF STAND LOADING 4- 5-(-1195) 337 9- 5-(-299) 232 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-1360) 305 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-( 0) 57 TOTAL LOAD- 42.0 PSF OVERHANGS: 12.0" 12.0" LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 153H 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POE'. EONS. • D 1 h ck d F o f-s n"P1 lift t 24 " c soaci(tg. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL- -0.002" 8 -1'- 0.0" Allowed- 0.100" MAX TL CREEP DEFL- -0.003" 8 -1'- 0.0" Allowed - 0.133" MAX LL DEFL- -0.035" 8 14'- 6.1" Allowed- 1.054" MAX TL CREEP DEFL- -0.071" 5 14'- 6.1" Allowed - 1.406" MAX LL DEFL - -0.002" 8 23'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL- -0.003" 8 23'- 0.0" Allowed- 0.133" MAX HORSE. LL DEFL- 0.016" 0 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL - 0.026" 8 21'- 6.5" f f f Design conforms to main windforce-resisting 5-08-13 5-03-03 5-03-03 5-08-13 system end components and cladding criteria. 12 12 Wind: 140 mph, h-22.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, M-4x6Q 7 00 (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), 7.00 load duration factor-1.6, 4.0" Truss designed for wind loads 4 ,y-,y in the plane of the truss only. Il M-1.5x3 M-1.5x3 3 liellifer ul O•lueW CD dI .2 g o I 9 M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0o 1 y y )' 7-05-14 7-00-05 7-05-14 1 10-00 1 12-00 1 �E,D PROP'F�cS1 ) i-soy wC�`5 �G�C,INE�J4 .r©�9 22-00 :9782PE r-- JOB JOB NAME : POLYGON NW PLAN 7-A NH - F2 Scala, D.255, ,, V 11111 WARNINGS: GENERAL NOTES, unless etMrwtee noted: : d\,. 1,Bolder and wooden.ntnder eouM be ad,Md of al G.neral Nobe 1.This design b based only upon the pnm.ten Mown and n for en Individual ",q EGON�,i .,_ Truss: F2 and Nlaminge helm.ss.o8na en comm.nae. building component.Apldoa y of deign parameters and proper _ 2.244 compression web bracing must be bobl.d More Mown.. Inmrponan of component b the n.pnefoury of lid holding designer. " .Q ?y A 6 /. 3.Additlanel bmponry bracing is inure Mabey doing conehcollen Z Design aseur.a the top and hadcen chards fo a btenN head at Al. �/� elmath bIMraSINS erected. 20.0.and at1P nepeceep sat.ion Mead throughoutmW laegth by gsndblly ardnaua mg such a plywood sh.Mhe,g(TC)and/or drywel(BC). /`^A UL DATE: 8/10/2015 me weal drudue lam.resporwbwy of So bolding designer. a 2n lmpd bridging or labral booing required Men Moon.. 4.No load dwuld be applied to any component red eller all Mooing and A IndaYOon of has b p the manHbEly of the respective.ontrader. SEQ.: K1345843 tedenosencompleteandatnothaMauldar5loadsgreaterthen a.D.dgnasum..tn.aemtoh.p.din.nwFansiawmmnmem. and erefor condition"olWe. TRANS ID: LINK dodge,Nods be applied le any component. mums full B.CwnpuTnoMenorbdd.wm over a Onion edict.r�gd.lw,pwt.Mrewn.BMmerw.dpn aEXPIRES: 12/31/20.16 .awry. fabrication,handing.M.pment para lnNdalon M component. 7.Design aroma adequate drainage is provided. August 10,2015 O.Tho Widget lefunloedmerged bthe lmlaloneatforth by a Plates pal belocat.donhoe,fame ofMew and placed sotheir codex TPWWTCA H SCSI,copies of Mdeh vM be Wished upon wood. 5.In..coincide with DigitIndeeIndeed.dsip a1 pleint b terledge. MITek USA Inc./CompuTrue SORwaro 7.6.6(1L)-E 10.For base connector plate design Mese nee EBR-1311,EBR.15ON(h4Tek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE R16BTR LOAD DURATION INCREASE- 1.15 (Non-Rep) 1- 2=(-12708) 2820 1- B=(-2334) 10626 8- 2=( -536) 2544 11- 6=(-1920) 470 BC: 2x6 RODE SS WEBS: 2x4 KDDF STAND; 2- 3=(-10490) 2372 8- 9-(-2318) 10550 2- 9-(-1920) 470 6-12=( -536) 2544 LOADING 3- 4=( -8090) 1872 9-10=(-1904) 8850 9- 3=( -776) 3504 204 DF STAND AJ LL - 25 PSF Ground Snow (Pg) 4- 5=( -8090) 1872 10-11=(-1904) 8850 3-10=(-3170) 760 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6-(-10490) 2372 11-12=(-2318) 10550 10- 4-(-1814) 7896 BC UNIF LL( 414.1)+DL( 301.6)- 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7=(-12708) 2820 12- 7-(-2334) 10626 10- 5=(-3170) 760 TC LATERAL SUPPORT G. 12^OC. UON. BC LATERAL SUPPORT G. 12^OC. UON. 5-11=( -776) 3504 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -''- ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Join together 2 ply with 3^x.131 DIA GUN LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) nails sta BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 0'- 0.0" -1908/ 8576V -139/ 139H 5.50" 13.72 KDDF ( 625) gge red at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 KDDF ( 625) 9" oc in 1 row(s) throughout 2x4 top chords, 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 204 webs, _ g 9" oc in 2 row(s) throughout 2x6 webs. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/190 MAX LL DEFL - -0.144" 0 14'- 6.8" Allowed- 1.054" MAX TL CREEP DEFL - -0.291" @ 14'- 6.8" Allowed- 1.406" MAX HORIZ. LL DEFL = 0.048" @ 21'- 6.5" MAX HORIZ. TL DEFL - 0.081" @ 21'- 6.5" 11-00 11-00 Design conforms to main windforce-resisting / / f system and components and cladding criteria. 4-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 Wind: 140 mph, h-22.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 1' '1 1 . . f ')' (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), 12 12 load duration fector-1.6, 7.00 IIM-6x6Truss designed for wind loads Q 7.00 in the plane of the truss only. 4 6.0" ,�e illo M-3x6 M-3x6 y ••••••#• •••• M-3x6 lk /1•00,...„14-3x6 2 M-6x10 Alli M-6x10 0 -AAA iip MI is'ss p p411L, o '� - 11l . iv'0II �� 5. il, a� S, . 0 l Ba o M-3x8 M-6x8 10 0.25" M-6x8 M-3x8 11 12 - 7 0l 0 =M-8x8(S) 01, 4-02 y 3-03-04 y 3-06-12 y 3-06-12 y 3-03-04 y 9-02 y RED PR Opt- l 22-00 '`5 04401.141 �4 /E, `‹- 89782PE t"*. JOB NAME : POLYGON NW PLAN 7-A NH - F3 �,�� Scale: 0.2911 WARNINGS: GENERAL NOTES, unlss olhsmiw noted: 411, Truss: F3 1.aulMrandsea.naanaasmddMaMMdofdwaNNan I.TneM.gnbMadndyupon the p.nmstmshown end to foren individual 9 OREGON O�4' H OM NArdnp.before conshuctbn com,n.nwa. bolding component.Applicability of design paOmaten and proper 2,2r4 oompnnbn web bradng east be Installed when.ahem.. Incorporation of component I.the responsibility of tM Witting designer. ��4�y +G ��. a.Addleonal tempenry bracing le Imes stability duke mnervdbn E Design mums the top end balloon drordste be IstsraM booed at 1 J lees neporMbley ol0u.rector.Addition.'permanent bracing a 2 a.a and.110 o.a nspegN.ly odea bead throughout MeV length by .�w, DATE: 8/10/2015 IMoanlsWdushasaspombuysftMWldngdaapne. 3 2lmpaelbd brcontinowe idging inna�esquM�w6.R.ae .•rw+gec). 9 pAU4. `` SEQ.: K1345844 4.No load shoed be rippled bany componamwt.aaeralbruins and 4.MdelaMnoftruss I.NsnepenalilNo(IN,sspeotMamneo,. (admen are complete and N no time Gaud any Sada greater dun 6.Design assures busses an to M teed ins ancarroda mvkonnsnt, TRANS ID: LINK design bad.be appliedb my component. end an(w•dryandm ..on.of a Design.a m..ab..dngNd supports drown.shim or weds.If ComWTns hes no C.mlolover and ,es.nonepaabllry for ms EXPIRES: 12/31/2016 m.-, fence...Medrg,edwaM and Installation of ampomh. 7,walgn assumes adequate dnlaga Is provided. S.This Mem la...MOM**Rd 4 6thee lmMeorl..et forth by a Meleeshall M bated on bath Poe of bun,andplaced ale theiramen August 10,2015 TP WTOA In SCK awls or which MI be mmlmed upon require. Ise coded.with)okd confer laws. Weft USA,Inc.lCom(wTrlu Software 7.6.8(1L}E a Digits meat.eke of WS.N blahs. I0.For Mals annedor pate Mdgn value.s.ESR-1311,ESR-1 WS(6STek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq-1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE - 1.15 1- 2-( 0) 50 2- 8-(-224) 1261 3- 8-(-311) 220 SPACED 24.0" O.C. 2- 3-(-1504) 335 8- 9-(-103) 834 6- 4-(-111) 492 BC: 2x4 KDDF STANDR 3- 4-(-1318) 338 9- 6-(-253) 1261 4- 9-(-111) 492 WEBS: 2x4 KDDF STAND LOADING 4- 5-(-1318) 338 9- 5-(-311) 220 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-1504) 335 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7-( 0) 50 TOTAL LOAD- 42.0 PSF OVERHANGS: 12.0" 12.0" AREA LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'II--- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) y BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP oND. 7: p..a, ,......l�G._.. "+-I.-.. 1.:•::Me._'�. •_.LI g• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.002" 6 -1'- 0.0" Allowed- 0.100" MAX TL CREEP DEFL- -0.003" @ -1'- 0.0" Allowed- 0.133" MAX LL DEFL - -0.043" @ 14'- 5.8" Allowed - 1.054" MAX TL CREEP DEFL- -0.088" @ 14'- 5.8" Allowed- 1.406" MAX LL DEFL- 0.002" @ 23'- 0.0" Allowed- 0.100" MAX TL CREEP DEFL- -0.003" 6 23'- 0.0" Allowed- 0.133" MAX HORIZ. LL DEFL- 0.018" 8 21'- 6.5" MAX HORIZ. TL DEFL - 0.030" @ 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. - '1 5-09-04 5-02-12 5-02-12N1nd: 140 mph, h-15ftr TCDL-4.2,BCDL-6.0, ASCE 7-10, ,� f '( 1 5-09-04 f (ALL Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor 1.6, 12 12 End vertical(s) are exposed to wind, 6.00 p M-9x6 v 6.00 Truss inthe designed planeoffor wloadsind thetrussonly. 9.0" 4 4-,( Il M-1.5. 3 M-1.5x3 3 5 o n o alo Ma v c 1 8 m 9 •• 0 0 oM-3x4 M-3x9 M-3x$(5) M-3x4 M-3x4 0 o I 7-06-03 6-11-11 7-06-03 1 10-00 l 12-00 1 1 �GJ��,'l`� 4-• rs/O 1-00 22-00 1-00 �� 1:7 ': :9782PE JOB NAME: POLYGON NW PLAN 7-A NH - G1 _dor Scale: 0.2557 'WV / WARNINGS: GENERAL 9018$, urine otherwise nmw: end proper OREGON '147 • 1.Buld.rand.,.moncon6.a«timid bead.N.dofelGen.MNw« 1.Theedarlyw°newp.nm.a,.°haen.ndkmrenna.Muu 2Q ��- Truss: G 1 end Warnings before eonebuolon commences. bolAng component.Applicability of deign p.r.metes -'� (4 i Y i�3 2.2.4 oompr•..yn web bracing must be lWeled ware down•, IncmpoMbn of component h the mperwblm/MIM baiting hdpwr. 2.Design.sum..0wtap end bones08ordstobeleter.ryaac.dat 3.Additional temporary bracing m Pews MabtEy during coawdloo 7 o.a end St IS o.o.respectively unless braced throughout thea length by .p is the r. .,wbwy of Oag s erector.AdefMnn p. .n 4�dng , of continuous sheathing arch..wyeeod Ms.mhp(TG)end/ordoyc.A)RC). PA UL P DATE: 8/10/2015 the overall*whirs Igo r..pon0emroflist bulking Weeper. a DrImpact bridging oraambracing required share show•• SEQ.: K1345845 4.No toed should b.applied to any component uralalter ell a,°dngand 4.nM.hOoneftruss Manreversibility ofPoreweave wMreder. fastener.an complete end et res time Mould eny loads greater than 6.Design amuses trusses.re to be wed n.non4romnive enactment. design lead.be applied to wry eanponwt end ere foray Sdben'of use. TRANS ID: LINK a aMgn••wm'•aab'•ng•"'wpp°n•�"°'""°r"d°'" EXPIRES: 12/31/2016 6.CamWTnwhucoeenbd wrwla..wrmxco napecobRy for ".cowry. febdwe•n.hendlrq.ehipmM and nMM.Ibn of components 7.Design warm.edegoete w.nw•a provided. August 10,2015 6.711s design Is lard.hed argue to the Rnlaoone set forth by 1.flap.Mel be located en both hm*Mum and plead°o tMk cerd.r rnfnyruln SCSI,.oale.Maalonpenanwy.hwupon request. 9 Dataiodat..ueofWf pwcorder lines Indere. MITek USA InciCompuTrue Software 7.6.7(1L)-E 10.For bale connector pate design values we E5R4311.EBR-1568(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF $16BTR LOAD DURATION INCREASE- 1.15 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC LATERAL SUPPORT < 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POF Wind: 140 mph, h-15ft, TCDL-4,2,aCDL-6.0, ASCE 7-10, DL ON BOTTOM CHORD- 10.0 POP (All Heights), Enclosed, Cat.2, Exp.B, MISERS(Dir), TOTAL LOAD- 92.0 PSF load duration factor-1.6, End vertical(s) are exposed to wind, LL - 25 PSF Ground Snow (Pg) Truss designed fox wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall U04. 9-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 11-00 11-00 12 6.00 IIM-4x4 12 B Q 6.00 1( re, 2 0 I M R. o i, p M-3x5(S) o M-3x4 M-3x4 ; 10-00 1 ; 12-00 1-00 • Q P'Q 22-00 ��Cj NyGINs'_9 Q/0 �' 89782PE r JOB NAME : POLYGON NW PLAN 7-A NH - GGE Scale: 0.7662 jL Wim: GENERAL NOTES, unless otherwise notes; Truss: GGE i•BuMerend•req.nssnHdx•k°W6••AI••doldWwnlNobe 1.IhIsdedgeCbased aNyywntMpuam.t.m awnand hbrm4MNtlwl y OREGON and Wunrps Mitre conWUGlon oamsenna building component.Applicability of deelan paranetera and proper /� �O 2.2m/compreabn web bhang mud be retailed where Mown.. InoorPongon Mosspmea lathe reasonability of IM building designer. 3.Additional temporary brackp to Fane stability during oonanctton 2 Deign assumes m.dip area bosom donde to M Merely brand at 11;9/1....ARY A 5 ,41,E DATE: 8/10/2015 lathe rseponabgty oldie awed.AddAonal pannenent bracing or zcoMhw'�Mwtlhln 'N•H unless brandthrougMametr lanplh by Q iM ossnA e1mcN.le lie nspon.mgty o11M buldirp deepnx, 0 plywood eMambp(TC)and/or tlrywwl(BC). Q` SEQ.: K 13 4 5 8 4 0 4.Na load Mould be applied to any component adA after el bras end a 24 hoped bridgingbuor i r bhang required where sheen•• Ibjq u L `, n5 4.D.&gn..InstallatioofWal•theteponabgly oftMoepao6Mconlraaer. Animism m complete end a no lima should dry bad•greater then 6.Design mune•trusses we to be used in m rerwoueWe environment TRANS ID: LINK tendon beds beimplied many component. end are lordly condition"ofum P.compuTne lm no control over as amines no responsibility for m. a Design assume.NA bearing el el supports Mown,shim or wedge If EXPIRES: 12/31/2016 fabrication,bending,desired end indigestion of component.. Mn•aly. 7. d. O.lbla design le furnished sub ea to me mnAaona at forth by IL DMetes esign albeelosled ed an bob debate h 00..and August 1 0,2015 YPbWTCA b SCSI,copies of width will be ameba yen request. a An•ea dtl 550 Joint center inns dimes.ash stand se their Greer MRek USA,Ino./CompuTrusSoftware 7.8.7(tl}E 5.Digits melba.she of plate In inches. 10.For Mae connector plate design Muse se.ESA-1311,P85-1566(M1OTek) TPAChisIFdesICLUMBER-BCign prepared from computer input by TRUSS SPAN 2'- 11.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LUMBER 4PECIFICATIONS TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE - 1.15 Design conforms to main windforce-res st ng SPACED 24.0" O.C. system and components end cladding criteria. BC: 2x4 KDDF 1c0TR WEBS: 2x4 KDDF STAND LOADING Wind: 110 mph, h-15ft, TCDL-4.2,BCDL-6.0, ASCE 7-05, TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF interior zone, load duration factor-1.6 TOTAL LOAD - 42.0 PSF Oote:Trues design requires continuous LL - 25 PSF Ground Snow (Pg) I bearing wall for entire span DON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2-09-04 0-01-12 T T T 12 4.00 v M-1.5x3 3 -/ N m ........iiiiiiiiill I 0 '..21 [ H Ir 01 011111140.111111111111111111111111.1161 of 1 /////////////////////Ad M-2.5x4 M-15x3 l l ) 1-00 2-11 �E0 PRQ `5 �NGINE'fi� ,p?� 89782PE ter- JOB NAME : POLYGON NW PLAN 7—A NH — H1 Scale: 0.7180 .. p fir/�K' y WARNINGS: GENERAL NOTES. unless oet.,et nd.d: '�+ �f 0,....VnO �, 1.Buldermid erawn coWactordrodd be advlaed ofNI G.n.nl Nola 1.TN.d.sipn M bawd only upon e"parameter shown and la for an mdddu.l4. +.4 !s �. Truss: H1 end warm'''.bow.aa.buolbn bona.., balding congener.Applceblay of WWII.Panm.ten.n.,Prot*, 145%. (/,E] /. rob bndng mud be Where Noon.. in"""""em.dampan.r/le""*".1144 tithebuldrg d.dgrwc rA Y: '1... -4�I 2 11,4ampewbn 2 Design wanes the top and bottom chords to be Manly Isocal et 4 '`F 3.Addtlenl brrper.7 Wooing to Immo GNAW during corroboration p..a.nd d lag e...re.p.dMy ad...bawd ttseaghsd m.e lnpB,by . '1. Pq_�L. en Ie 1M m or"bBy of lhe.resin.Addelonl permanent bnelg of continuous d"athIng ouch as plywood da.theg(tC)andthr Gyvwl(BC). DATE: 8/10/2015 tin woad Wool..la On reeponWIBy ofthe hiding 45.gnr, s.b Wiped bridging or lana bradng required where Nom cc SEQ.: K1345847 4.No load""dtlbeapplied aany*mooning Oil.11.0.1 bt.dng end 4•elongation oftrues ltin reep.nelbWryofthe rennet.contractor. fed.nere.re complete and at no line should any beds amain then K Eldon mum.HAW on to be used Ina noncorrosive environment, end are lor'dry condition-of use. TRANS ID: LINK dedgnlook besppledlsey.ompoRer4. a Cosign assumes NI bowing atalsupports shovel.Shen orswipe It EXPIRES: 12/3112016 6.Cmn conn 1"no arlydor. wnd...urn"no n"pon"T for"" nneww. Nbrkatl.R,herding,dlprned end lndWgon of components. T.Design names ad.qu.te draining..le prodded. AUg USt 10,2015 K TN.design Is Mredr.d egad to the ImWbn set forth by a Ines tesOOng toincide Wend on ith phi w5*bew ee Wawa and paced se thea anter TP"NTCAit BCm,copies d plwhich nil be Nmhhed upon mewed. t Dies Indian eke of plate In Inches. MRek USA Inc.lConpuTrua Software 7.B.4(1L)-E 10.For bade connotes plate deWnwleo we ESR-1711,ESR-1060 Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0^ IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq-1.00 TC: 2x4 KDDF#100TR LOAD DURATION INCREASE- 1.15 1-2-(-29) 14 1-3-(0) 0 BC: 2x4 KDDF 016BTR SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) JT 1: Heel to plate corner - 5,25^ TOTAL LOAD- 42.0 NSF 3'- 9.2" 0/ 38V 0/ ON 5.50" 0.06 KDDF ( 625) 12 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 17 LL- 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL k'OND �• D i h k d t 1 f1 lif 4 i♦,g, REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.004" 9 0'- 0.0" Allowed- 0.100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL- -0.003" 0 0'- 0.0" Allowed- 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - 0.008" 8 2'- 5.6" Allowed- 0.183" MAX TC PANEL TL DEFL - -0.010" E 2'- 7.0" Allowed- 0.274" MAX HORIZ. LL DEFL - -0.003" 8 3'- 11.2" MAX HORIE. TL DEFL - 0.003" 8 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2 •/ Wind: 140 mph, h-19.13ft, 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. M r- 0 I ti In 4°10 I1 A [ y I A M-3x8 14-3x6 l y 3-00 y ) X00 PRaFF d' a-oo `S�GNG�NE�c4 0.. (PROVIDE FULL BEARINu:Jts:4,3,2 I •may_ ' 89782PE r JOB NAME : POLYGON NW PLAN 7-A NH - H2 „4-1:17/;,;-7;:%47-- 7----- 4- � Scala: 0.9459 �,~/ _.t- _ WAGS: GENERAL NOTES, unless°Meneas noted: `, Truss: ['(2 1.Balder and erection coaactor.hodd be advised of el General Notes 1.This delyn N based only upon the panmeten Mown end s for n MNHual .mil �yl_OREGON ' �_ and Warnings before contraction commences binding sampenent.Applicability of design ammeters and proper Lam, .!/ 2.2a4°°mpnadn web bracing mug be Walled where shown.. Incorporation el component lie IM mpondbBN of the building designer. O. ].Addcoal tamponry bracing to Inure Patty during contraction L Onion neuron the Pop and bottom chortle to be Merely brace at "1;. '4RY 15 �jQ' N the responsibility al the erecter.Addition.'Imminent brad Ss, end el tO co respiratory unless bead throughout their length by 1,Y DATE: 8/10/201S tot own'rnshre blot npenelb of the buten ng of continuous sisathbp ash m plywood.Mathing(TC)anter drywal(BC). A4 U L. (^j�v ° 1.5.designer. 3.74 Impact bridging or Morel bracing required when Mown♦♦ !" `` SEQ.: K1345848 4.NesaddsddMappedta tiny component amiafterelbracingend 4.InstallationOhms Iathe nperMNNyofthe np°otlne°ntndw. fadersn.re complete and at no time Mould any dads grater than L Neigh assumes bums an to be used n.non.°neev°environment, TRANS ID: LINK dedgnloads M*pined sany component. and are for edrycondition"°fuse. 6.Computes Mone Contra'meraM names no napornmllly for the e.Design!resume.ftp bearing at al sowed.Shawn.Shim or wedge if EXPIRES: 12/31/2016 %Mbn.handling.shipment end mMaltStsan of componennemery. kN 6.This design le furnished arrant t Me Intetdn.sly S forth by 7,Dasign testtdassbbe located ase°duet nbothf ga*Musa en August 10,2015 TPWVICA In SCSI,copra.of Mach WI be furnished upon resent. In°seinned with the ants IneInes.of and pend a their ams Wilk USA,Inc./CompuTrw Sew.7.6.8(1L}E 8,Digit.Indian else of pieta In inches. it For brio connecter plats design Musa me EBR-1311,ESR-1963(MTek) •' r 1 14 , e NE MiTek6' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-264_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �'` O PRQp �� kAGINE ;50 % cr 89782PE 1r `574,OREGON o3h 1,9v4FIY 1�2 k PAUL 0J August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Miss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Fri Aug 07 13:53:53 2015 Page 1 �� ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC71bEC3UCrS8yFT1 vAVLj56CByriBiS 1 1-0-0 1 If��.RR1 1-2-0 1 Filial Scale=1:25.0 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e Jo/ �tr i N�� N. i tr IN / N/ N • ee 2 223 22 21 20 19 18 17 3x5= 3x5= 1.5x3 II 3x5= 3x5= 3x5= I 7-0-14 17-7-14 18-2-14 I 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1-8 Plate Offsets(X.Y)— (8:0-1-8.Edge].[19:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 24=1249/0-2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6-7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=-1991/0,11-12=-1991/0,12-13=-1193/0,13-14=1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14.17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard �'" PROFS-1S' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��G]NE s/0�9„ Uniform Loads(plf) 89782PE Vert 16-24=-8,1-15=-80 440, Concentrated Loads(Ib) Vert:2=-674(F) exii -7 OREGON , %. 99k pA uL vts4 EXPIRES: 12/31/2016 August 7,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. 1 Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component B 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 s��T@�* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BMl I fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informaton available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 cans NairMc nA owl Job Truss Truss Type Qty Ply POLYGON R45124649 PL15-284_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Tress Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj 11 QOZ6MZomLdfZNgfkdygBiR 1 0-10-12 i 1 1-2-0 I I alae I I 2-6-0 1 Scale:1/2"=T 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34x4= 4 5 6 7 8 • • / N e e a\e e e 1 13 12 11 10 9 3x4= 1.5x3 I I 1.5x3 II 4x6= 3x6= 3x4= I 1-1-12 1-8-12 2-3-12 1 1 I 13-8-4 1-1-12 0-7-0o-7-0 11-4-8 I Plate Offsets(X.Y)— [2:0-1-8 Edge] [3'0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 62 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) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,45=-1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��DP R op co- NGLNEF i� 9 o2<c, -0"-__... ‘r.., r '7 OREGON c7(",� 49irpAU1- R .cz.. EXPIRES: 12/31/2016 August 7,2015 4 __ 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE hill-7473 rev,02/16/2015 BEFORE USE - Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of componentisresponsibility 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 r<■'��A erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding f}(! fabrication,quality control.storage.delivery,erection and bracing,consult ANSI/9911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informalfon available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 ritnwUoighn cA 5561n Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264_UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MRek Industries,Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFkz9p3tCrPAGZnVber0 s Jul 112014 xAbZWyUc5 s,lnc FEAug 071 m?ZVgaool age 1 BiQ I 2-8-0 11011 1-2o I1 0-8-14 1 Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4 = 1.5x3 II 1 2 3 4 5 3x4= 6 7 8 e s e e : e — \ o N .. v e e ..- 4, 14 13 12 11 10 3x4= 3x6=1.5x3 I I 1.5x3 II 3x6 = 3x4= 5-10-2I 1 6-5-2 1 7-0-2 1 13-1-8 I 5-10-2 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 14:0-1-8.Edael.15:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 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) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. RE4PRQ ;*..4.4-6:51/0 04 89782PE /4r'. - 1 ma ',' OREGON o'` �.. V1jq FlY 16 2 Q. iir pA UL R�J EXPIRES: 12/31/2016 August 7,2015 i 14 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual bulding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown il is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the d■Tel.' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MND 1 R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 ran,c Height`CA 4561n Job Truss Truss Type Qty Ply POLYGON R45124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber E.Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT_v9ITEGty1 hJmpVygBiP I 2-6-0 I I 1-8-6 I I 1-2-0 110-8-14 1 Scale=1:25.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 53x4 8 7 8 ee c _ _ e _ c N \ N e a a e 10' 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= I 7-0-14 17-7-1418.2-141 14-4-4 1 7-0-14 0-7-0 0-7-0 6-1-8 Plate Offsets(X Y)— 14:0-1-8.Edgej.[5'0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:65 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) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2010/0,34=-2010/0,4-5=-2110/0,5-6=1999/0,6-7=1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0/773,413=317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. CEO PR Opt,. ��` GINE d/p2 cZ -9782PE 9c"' OREGON o't'r' SqiQ iirk.'`CRY 1S _4x- 4 PAUL EXPIRES: 12/31/2016 August 7,2015 1 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02116/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ' 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 ■NITQ�• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BMI 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informaton available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Canis Heights,CA 4561n Job Truss Truss Type Qty Ply POLYGON R45124652 PL15-264_UPPER F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZBjokyffsSGMIm6rT_I9JyEJXy1hJmpVygBiP 1 2-0-10 I I 1-2-0 1 1 0-8-14 I I 2-6-0 1 Scale=1:18.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 • • _\ N e e e - e 1 10 9 8 1.5x3 II 1.5x3 II 3x6 = 3x4= 3x4= I 2-3-102-10-10 2-10-10 13-5-10 I 9-7-0 I 2-3-10 0-7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— [2:0-1-8.Edge].[3:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:44 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) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �tO PROFFS fGIN \ 89782PE r y •AEGON '• ri PAULA EXPIRES: 12/31/2016 August 7,2015 t _ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/15/2015 BEFORE USE. �' . Design valid for use only with MiTek connectors.nib 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 insurestability during construction is the responsibillity of the Mitek' erector.Additional permanent bracing of the overall structure is theresponsibilityof the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7911 Quaty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. suite 109 cemc Heights r•.a 9s610 Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamU5spGpReg3G?e203vNzhM5FL3JLyygBiO I 2-6-0 I 2-1-12 I I 1-2-0 11 0.0.8 1 7-3-0 I 1 1-2-0 11 1-4-0 1 1-6-0 1 Scale=1:27.8 1.5x3 I I 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 Na N e e e e ee al " 15 14 13 12 11- 3x4= 3x4= 3x4= 3x6= 1.5x3 II 3x5= 3x4 = 12-10.12 I 4-10-12 15-5-12 1-0.12 1 11-8-12 12-3-121 I 15-11-12 I 4-10-12 0.7-0 0.7-0 5-8-0 0.7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— 17:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8 Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code 1BC2012/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) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,4-5=-2351/0,5-6=2679/0,6-7=-2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,4-15=0/264,8-12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=281/0,5-15=-490/0, 9-11=1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. K \ PROFFss �c �GIN�*R 40 2 `r 89782PE gam"' iall ' Al OREGON �N tit' ir .00 EXPIRES: 12/31/2016 August 7,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. 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 ofindividual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ' - - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - - fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 ("item Haigho rt.ncnin Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:58 2015 Page 1 I D:DFkz9p3tCrPAGZnV berKOtyJvgB-QMe3pdbPFP_guz0gOnnEBGYKrz?Ri D8EU?ottOyciB iN I 1-9-14 I I 1-2-0 I I 118-14 I I 2-6-0 I Scale=1:17.6 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 I I 1 2 33x4= 456 • • e 0 N l' 1 '_ e e 11 10 9 8 1.5x3 II 1.5x3 I I 3x6= 3x4= 3x4= I 2-0-14 1 2-7-14 I 3-2-14 I 9-4-4 I 2-0-14 0-7-0 0-7-0 6-1-6 Plate Offsets(X.YI— [2:0-1-8.Edae1.f3:0-1-8.Edae1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:43 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) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10-11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=-796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ce'riktO PROF c, GINE - Frei 89782PE <" 7 X yV •REGON �� . .9 +4, 5) %62k; �k /0AUL RJ EXPIRES: 12/31/2016 August 7,2015 I Q WARNING-Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI57473 rev.02/16/2015 BEFORE USE « Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 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 constructions 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 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Clinic Heights,CA A551n Job Truss Truss Type Qty Ply POLYGON R45124655 PL15-264_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug7 13:53:59 2015 Page 1 I D:DFkz9p3tCrPAGZnVberKOtyJvgB-uZB SOzc10j6XW 7b1 xUJTkT5MGNFRRbb0(fYQPgygBiM I 2-6-0 I 2-1-12 I I 1-2-0 I I 0-9-8 I 9-3-0 I I 2-3-0 1 1 1-?-0 1 1 0-8-8 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 4x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 O r'll--""'gIIIIIIIIIIIIIIIIIIIIIIIIIW?— N e e e e e 1.� 16 15 14 13 12 3x4= 3x4= 3x4 = 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 I 4-10-12 15-5-12r-0-12i 11-8-12 12-3-121 I 16-4-4 1 4-10-12 0-7-0 0-7-0 5-6-0 0-7-0 0-7-0 3-5-8 Plate Offsets(X Y)— [7:0-1-8.Edge].[12:0-1-8.Edge].[15:0-1-8.Edge].[16:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 14-15 >501 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=-2435/0,4-5=-2435/0,5-6=-2821/0,6-7=-2821/0,7-8=-2063/0,8-9=-2063/0 BOT CHORD 16-17=0/1509,15-16=0/2435,14-15=0/2698,13-14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=319/0,4-15=0/287,8-12=-559/0,2-17=-1629/0,2-16=0/1028,7-14=0/894,6-14=-276/0,5-15=-526/0, 9-11=-1675/0,9-12=0/946 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �,�p,E QFtss �NG1N�F9 f0 1-- Q 89782PE r= ..Irl.. ill -I •REGON o', 9R� xiiiy A5 PAUi� R� � EXPIRES: 12/31/2016 August 7,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MI 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 Wei(' fabrication.quality control storage,delivery,erection and bracing,consult ANSI/IP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 ritnec Haighvs r:A 45R10 Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264_UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:54:00 2015 Page 1 I D:DFkz9p3tCrPAGZnV berKOtyJvgB-MlIgEJccfn0E07HADV CgIGheXZnbxA2zXyJHyHygBiL 1 9-6-0 I 2-1-12 1 1 1-2-0 1 1 0-9-8 1 2-3-0 II 2-3-0 1 1 1-2-0 I 1:1-6-121 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 8 7 8 9 10 e e / a\ e e \ °o- / e e_ a c N / / l'-'11 Atli e ° p e ° 4J4`? 1/ 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4= 3x4= 12-10-12 I 4-10-12 15-5-12F-0-12 1 11-8-12 124-121 I 16-2-8 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— 17:0-1-8 Fdael.112:0-1-8 Fdael.[15:0-1-8 Fdael.116:0-1-8 Fdaej LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 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) 17=707/0-4-4,11=707/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2402/0,3-4=-2402/0,4-5=-2402/0,5-6=2764/0,6-7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=-1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �eiktO PRopts, ti�GINE raI_ 14.1' 8 782 PE r 7 v OREGON �N, EXPIRES: 12/31/2016 August 7,2015 will ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.0246/2015 BEFORE USE. Design valid for use only with MiTek connectors.This design k 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 81 A�TeL` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek" h fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/lP11 Qualify Cdteda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informcdton available from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. Suite 109 ("Rout Heightc(:A AS510 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury raMDimensions are in ft-in-sixteenths. • Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0 1/ �� 2. Truss bracing must be designed by an engineer.For 16 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ O •• p bracing should be considered. 111-� 0 Ai U 5 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ C7-8 c6-7 C5-6 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0 la' from outside BOTTOM CHORDS at 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 expresslynoted,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 in all respects,equal to or better than that 411111frj'. Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. w/�� 15.Connections not shown are the responsibility of others. Indicates location where bearings I \ (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior \yl ` ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. 11.11111.0NI18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: projectengineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek6 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.02/16/2015