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Plans (67) tic ST)-0/6, -00 q 7 . • . / 3733 .,r41 /7q . • 37'-0' AR 42.016 I 1Ca yon f ,;;;Rfl t11%9' T I — Jt — J1 J2 1111 Ur J3 11SisV. CJ3 •J4 t cJa • • J7 7:12 �',►\ JI Js - -_- ___.--_- _ JB J9 J10_ , 8 a .- DAD J11 14.11[ J9 4 J1013 J8 J9 r JT 38 i3 N \ X JI -- \ g / 7:1 .J5 ►: gc J4 J5, \; J3 J4 \\ J2 J3_ J2A ' ■12 Ll 1 J1 tiA2 --. 4 moi.w 1Y'1 -;LT i El CONFORMS TO DESIGN i,' or i. ❑ CONFORMS TO DESIGN CONCEPT,, " •a. .mat aaau REVISIONS AS SHOWN 1 tiEl GDNRX0eS To mama mem ❑ NON-CONFORMING-REVISE AND'iir stiff / / �I pCevigmsRaiS%CONCEPT wam THIS VW DRIERS HAS BEM ante FOR GEHEIAL INFITRONIM i- 14'2' • 81-4 Wep� _ ` • WITH TEE MUM CWl T OILY MN Dra DOT ELME THE , �ov1Q .a FADRTCiTOO,VEDOlOR OF REVERSIBILITY FON COIC-OItWKLE WITH liE ou.nac"'�Jptl�rPtmc �IGAGIGGIarre COGA!.0%MGGM MN moss mu SPECIFICATIOA6 NI OF PM HOPE PRIGRITY wr»maGGsnfir WRNS • Pa THIS StYJP ERWIN. CONTRACTOR SHALL VEPJFY NI DITENSIWIS. M DWPuha Date a aba Ry: Todd REau!! Date:*tabor 1S RIMMILRRkDi ARCHITECTS CT ENGINEERING INC DC:DwightComputrlrsInc.2DOa Eireffit MDEMTE ANNE RAN PROVIDED F (MSS POLYGON NW 07/25!14 PLACEMENT° ;' `TD PROJECT T M& REVISION-1: PLAN 3A DESIGNEFVENOIMEER OF RECORD �. PLAN DRAWNBY.' REINVONt RESPONSISLE MRTILN.WIL S TO TRUSS CONNECTIONS.HISt.DSiG 3A / GARAGE IEFTcr sr. OF r TO • t t)1►l;1+J11i�1' !)HIVFRYLOCl4TIDAt Isr.ALE REwsroH- o�s�cNsrR�oRTOI sr�ucnoN. e - MIS .. . i1 1/8MIt!I • All designs are property of-Pacific Lumber and Truss.All designs are null and void If not fabricated by-Pacific Lumber and Truss. • • 3714T • YR D��pp r r CR P441• • T -t- Ji 1 r' Kill ii. kf x!91.\. " J3j2 ,r1 ► . ,, , J4 tj'Ma J5 77:12 — — J7 . MI TM Js • J10 • 1 2 J7 ,-,• a/ 15 a 8 / U JT • � r.0 5 jigA _ °.. .A ' 0 u IS j Kr : 7.1 work.. : 1116___,._ MINIENOW - Ji Vi in a I ,p • • (rye I. 1111111♦11 i i 400T ® MORNS TO DESIGN CO - r1�Titi..:", c r ea:--~I-. • • ❑ CONFORMS TO DESIGN CONCEPT WITH • REVISIONS AS SHOWN _�__�'' / i / - GARAGE ❑ NON-CONFORMING-REVISE Atm'R..74 IT a, azaa 14'-,2' IN To onion car TRIS SHOP DRA![lE IAS OR ARMED FSR AAs «', 1 1 D=FORMS=DESIGN roan MR TIE t�1 carer cEer N®DOEST(FOR NOT RELIEVE p -CONFORMINGROMAN NOTED FAEeQCIt7ARlY RS OF R s1A1trn l (Cal>FICR B F12 TIE as Sar o�uerc ea PEEN M evi Dana commerce RUM MORS s errKnars ALL MICR BM eAraRm vac asps DE IF P �• •� WEE ne WEI TIES S wane. COFACTOR Ma 1�IP!N.1.MIMI& MN aspsPocP IF�s+aLT ISO n a WIN ECM 7I: WMWcm6.nm M4ueE comtra cs WPM NWE Ily: TNdd R.Estes octal SeMadar 19.2014 nQaECVERMl seu*'+o. by AUoa.ret+a ore 91vlsa CT ENGINEERING INC MILBRANDT ARCHITECTS j EARLDElt ISSUE SATE aaAIEArPLAN JNir POLYGON NW 07/25/14 LACE ENTO LYRE ERI R BATINEERED srwiC URA PRO.ECTTn1E REVISHJN4: DRAWN=FORNLg1RITIER . l - ••t. - PLAN 3A , IINCRMATEXBULDINIT 1 RAM DRtYYMBi^. R -2.' TOTmr.IME RA r101TMADaG 3A / GARAGE RIG SY: °SOF RSCORD TO IRU S 03JVERYWCATIOAt SCAM REKSION•1 111r=1' All designs are property of-Pacific Lumber and Truss.All deigns are null and void If not fabricated by-Pacific Lumber end Tress. - 4 l ; F , ...1 !r. ,.... . i .,,]i .. • .!:: • ._j•-.. • ... ,rg . N.I.rrektiSA,r,liid,ttorotitiTeu-itt*r.tvmee,. , .:, • .. "-,---:•-,,,,;,....,„:,: ,,-.,,,,,,•---•, ,,. - ..,.,,,„,„„,,,,"",••*,•:,,...:•:„.".•-•• Wiithingt.,&GetioiatNiiteti.:. :III:i:: . . 3 . • .-- , •. - . -•:, . t -... . . •,..-•• .,:, .,, :WARNINGS:. 1,, Builder*010-**4100.;00r4Ototti,h040 0 ****#;.,0,)#0,00ifee01-'I100* *.i0Watiii0.0*1506*060414-.00143h•botiitii0004...,,,,2-.L.•::-:...,..,_. •,. ..: 2x4::400Ei.Ois.00-ftVOtt*OchIgFitiPsti********!-1040:tik_ ..1 4, ,A0.itiliotielliiiiii4644.0t-ita6tio-400e0::*0104-ii•tioilitili601iif04004::• . ls.„O.iii4ij*i0)4j))fyq.-::tiiO4-:rO4', .4:A44)tii)n$1'.00.4i10t10ktif*T:040t. • .. thi,-0:40.01**tjo*-*0:70Y0t4t.00011:4Y4fibk400104i0,e*O00.-. :!. . . . ,• 4.,..- Nti.:10i0.*b044P040110014i*Y:t0i000060t 400.*40.t.§11.CP61410.000. r4ttiRfiq**t•Cii6NiUta:l:ah4-*it:.iiti_ti'trte-ttiiitik AfiffOlokOf§itiolido . ii .... design 10a0$!1304pOliedlo:onyOmporient t. 00000Iiiii160*:4**6*#444**40:**)Vs-,.*C000000-1414*** ... • If.011006.K11000.0.0M140.10.47.1iriti$.00.:In.#010#0,11**IY.0940010.411" 0, 7.1040iiiiiltruthisti.#000104:04!kliiiii*Ok•A„0140ki•f*. r, TPWPN-Itf.BOSVbtfOk180.410k*11.bkf*10bectiqt.0100e*ti• • .. 1,.. 't100***§1044)00411440:101ti'RO$P00....11$41XIPINIMPI#X0,04• . ..-:• REQUIREMENTS MANDATE A REGISTERED DESIGN pgoE0-§pciNAt... . .„„:...„........ :,...„ ... FOR • • 'GENERAL NOTES:unlessotherwise',noted' • 1„.. Thit43sigriiitbasOtteitilk-,upi*:,theoarametorwoliovio*Daiwtcifaqiridiyid4a1 14 liuildirigtolnpOnetitiftpilObility,-44 46400 00004ter4onoproope„ 16010.00110:04*101100(0,#*P00#01!iikittXAOtivittliP0A01004 2.: 0i*ig.n..4*iit*,i,,!tho•:##.:Eii•.gt.tkifeaiii•ONitific,t&r*ttitow.bi.*efittoy:, i..-. z 0t .,Aritt*:',10.!...'04 tOks*Olve*1116.**.ble4i6700040t0f0i,length by ,. ,.-i... od .. .-.. continuous sheathing i!6 %-akplyNoile*Iitt (...1,.,,...y.Ai ! edrywall 106), 0.. 2(li400t.40r0900,la! iflmoogro.00, 404.tt 4„ Op a114006-011ross„WV4-esponsibOgybf •, the.T.00.041*,00.0Tiiiiiit; ., k Design assumes trusses are t9::0q-vsP:41PAriPP;;PFT9Avt environment, and - for'c4.0.4014:00'0•0.0,. •-• • • •.:. - 6.,- Design atStittie1011:beititig•at:011:tuppcittt:thitokit.,:$hiew,-divedoelf. - ... „,. necessary..• ii 7.-• PPOg.n...*Ourrlesj0404400;r4ri.0)R.0e*Provided.,„..!... .. .....,„. .. ... .... It. Pidt00ttorto4:1100000.61i:„0011:1'40,*Ottruss„--„and..0i*t$P their center lines.- - otifhod4Iviitiiiiiint400witiieo: s., bigiiiiidiaiteiti:fbtOlate:".iitj06110$„ •• :.• ••••••:_„_••„•••.•-•:•:-. ,...„..:,...„..... :.,..„_ .• ....• •. , 10. For basic tiotiniotor Ottitt6tietbriiiitiei;see''ESR.1811;ES13-4038(1007014. • .:.4 .t•I PROFt•--•:---.. -Ai.,.•••-•• •• . •.6'4, ••••-: - -.- •••• • - : . ... ..:.-4.*•_•PAUL(.3:4,. ...; ; .,?:::::,.r.,:•,• N.4.ei.:tv-Ek,1-.•:(e›::.. : N.,..-:•••;2.t.„• •?: •-• : .. •:::k..-.: ... -. •T4'7-: -4- ''?".':-.....40-.'::: ..- ''€• :-.9•:82PE •7.r••• ,. .•: .io• its, ....• •. . .... .,.., - - - - ..;;,•,•,-c.• ....6 _• _ • •r;.-.',-. • • • . . -•,. •••,:-. • - 447 • . . " :-- 01aGoN..-...f,:•••• ::• . ••__ 't••.:44: 1976._., .• 4-.".r::..• :.::.•:•4',.:".iti' , -:41?•_-,4.71Z.T. ..,.':•ett.;.'''cisT:TALr.,,,,...:.- ---.1, . :14:4ii '.4b-'.:4;qk:. -—'10N;ii.s0'..-....' •...'-'4-Pi'...•-. '-'0,rk•-:''.." . • :•......AuL. ;-'•:, - ,'.....,.....,. ...„ . ,. . ... . . ... . •' '' • •-• . . . • :• 1E111I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" 'COND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing.] TC: 2x4 ROOF 81dBTR LOAD DURATION INCREASE - 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF 81SNTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC, DON. LOADING Kind: 140 mph, h-22.8ft, TC0L0.4.2,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 factor-1.6, TOTAL LOAD - 42.0 PSF Truss designed for wind loads LL + 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall UON. LIMITED STORAGE DOES HOT APPLY DUE TO THE SPATIAL Ft-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-01 7-01 1 f f 12 (IM-4x4 12 a 14.00 O 3 N14.00 0 0000/11111 0 i rn . ._. 111. o, 1 Io 0 f- M-3x4 M-3x4 / / j 1-00 14-02 JOB NAME : POLYGON PLAN 3A NH - Al Scale: 0.2987 `� N E °2: wo -y... WARNINGS: eENBRAL NOTES,unless elands*meth4r �e. p 1.Sunder and erection coMmoa should be advised of aft General Notes 1.This design to based only upon the paramaere shown and is Ar an fndndual Truss: Al and Warnings before wnstrudon oonmences. building componerd.Applicability of design parameters end proper Incorporation of m k M component the lay tithe beam designer. Pl.'' ' ' `t 2.1t4 compression we brining must be installed where shown e. 2 Design assumes the top and bottom dr Pole laterally braced al .....:., y +. DES. BY• LA 3.Additional tempaary bracing to Insure'teeny during construction 2 0.0.and at 10'0.0 resew:Wok unless Mated mroughow their lehtth by ` h Is the responsibility of the erector.Additional pamenent bracing of continuous sheeting each as plywood shealhhg(TC)ardor d C). 'V' m 'Y`•.}�iECiOtV4.. DATE: 3/12/2015 theNo oeral should be tip 0M responsibility designer. s,(nnImpact bddgas art ens MWngrewlred where shown•+ .. . '472,Z` 4.No load should be speed to try component until after an bracing and 4.Installation of truss la the responslbNh'of the respective contractor. .�Y:. - i9 ,fj. SEQ. : 62 0 6 6 4 4 fastemre tie complete and at no time should any ids greaterthen a.Deign esthetes busses are to be used Ina non-orroWe environment 4 -t end aro fw'tlry condition-of use. 9sl. design bads be applied to any component 8.ender asmmnae on8 basing use.suApone Own.SNm a wadga Id '�,5 t r' TRANS ID: 418842 5.CompuTms has m control over and assumes m responsibility for the PA • fabdcaSon,handling,sropmont and ingestion of components. • nDesignesessary. 7.Flutes bsub l cried on faceharus,a 'RBI I n q 1 6.This design Is furnished subject to the smletlons sat forth by 8.Mote shag be bestefdpon both(eves trot,and placed so their centerTPIEWMA In Beal,codes of which wIll be furnished upon r�h- I11 1 1 II�IIID h l f l� �l all MR �I JCompullua Software 7 6.8(1 L)-E � to.Digits er base ecter pNte dInches. values see ESR-1311,ESR-1985 PdtYetQ Pl l'1 S.'1 1�20t:6 1111111011 tillu111 I 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2144 KDDF 11148TR LOAD DURATION INCREASE = 1.15 1-2=1 -26) BO 1-7-1-100) 365 1-2-1-634) 160 BC: 2x4 KDDF 1I4BTR SPACED 24.0" O.C. 2-3=1-521) 200 7-6-1 -60) 308 3-7-(-193) 231 WEBS: 2x4 KODF STAND) 3-4=(-433) 255 7-4=(-2551 413 2x6 KID) 112 A LOADING 4-5-1-448) 261 7-5-1-228) 246 LL( 25.0)401.( 7.0) ON TOP CHORD- 32.0 PSF S-6-(-580) 193 IC LATERAL SUPPORT <- 12"0C. UON. DL OH 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 LETINS: 2-00-00 0-00-00 LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -75/ 585V -216/ 217H 5.50" 0.94 KDDF ( 6251 "" For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 11.0" -84/ 584V 0/ OH 5.50" 0.93 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP (COHb. 21 Design checked for net(-5 psi) uplift at 24 "oc spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL- -0.014" 8 3'- 2.7" Allowed - 0.650" 6-10 7-01 MAX TL CREEP DEFL - -0.028" 8 3'- 2.7" Allowed - 0.867" 1-05-09 1-10-07 3-06 3-06 3-07 MAX HORIZ. LL DEFL = 0.004" 8 13'� 5.5" 1 4 Z 4 1 f MAX HORIZ. TL DEFL = 0.005 a 13 5.5" Design conforms to main windforce-resisting 12 14-4x612 7\1 14.00 14.00 system and components and cladding criteria. 4.0" r 4 �+ Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, `� (All Heights), Enclosed, Cat.2, Exp.B, HWFRS(Dir), load duration factor-1.6, Truss designed for wind loads ," in the plane of the truss only. o, M-1.5x4 M-1.5x4 m 0 1 M-3x4 a I O f r^ llik* � a i10" I . +e I Vf C. CD I M-3x8 M-3x8 M-3x4 a y 3. Y 6-10 7-01 1, 1, 13-11 0. \0 GP E ,,;,,./0 , JOB NAME : POLYGON PLAN 3A NH - A2 Scale: 11.2675 • WARNINGS: GENERAL NOTES,unless otherwise noted: ?r :s.78 . . • F„ 1.guilder and emotion contractor should be advised of as General holes 1.This design is based only upon the peranetwa shown and le for an iMlvlduai .... .: ,. .•_... Truss: A2 and Melange before combmeon commences. bdtebg component Applicability of design parameters and proper , .. 2.2x4 compression web bradng most be Installed where shown". Incorpaat0n of component h the responsibility of the building Iger O'er '••. '!' S.Additional temporery bredng to Insure staidly during construction 2.Design resumes ate top and bottom chords to be laterally braced .•. -...... . DES. BY: LA A the respomporm of the erector.Ad staid!onel pennengco bracing or 2'°A and a Woe,e,respedPoeiy unless braced throughout iheblle�11h) continuous sheathing such as plywood sheat Ing(TC)andlor drywalKRC), .4 1V 1 0148GQN:... ' DATE: 3/12/2015 the overall sUcolure Is the responegtsty of the beading designer. 3.2x1mpact bridging or lateral bradng required where shown"* '.. !!y . 4.No load should be uppled to any component until alter all bracing and 4.!midden of Wer Is the respoh�ggy of the tespesave contractor. -9141 fr/ r'r5 t • SEQ. : 62 0 6 6 9 S fastnars ars complete end el no lime allcab any b0113100ads greater then B.0113100 assumes busses en to be u000 M a nonWna6Ne environment, '.. Y' '. *j design bees be'paged b any component and ere for dry condition"o!use. �1L h TRANS ID: 418 842 a.ComgRms has no control over and assumes no reaponddRr hr the S.mesagea's full bearing al alt supports shown.Shim or wedge if • pA.v L. T.n fabrication,handing,uHpmenl and bsnaDatlon of mmpoasnt$. 7.Design assumes adequate drainage to pprorovvided. .. . 10111111111111110111111111111116. II l (III 11[�� III 6.This desten b furnished subject to the Ilmaegons kat by 0,plates shag be located on both hoes album,end placed so ewe anter TPIMJFCA MBS],poples ofwhbh WI be burnished upon request ahs**KM size load ate in Inches.Welk USA,InciCo e.Dlgtenlooof adcenterInes. EXP(R $:'12231`/201.6 mpuTnes Software 7.6.8('11.)-E 10.For beam connector plate design vahnssee ESR-1351,E0R-1366 pante 11I 11111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-11-00 GIRDER SUPPORTING 39-09-00 IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1.00 TC: 2x4 ROOF 4I4810 LOAD DURATION INCREASE - 1,15 (Non-Rep) 1- 2=(-5618) 1256 1- 6=(-748) 3158 1- 2-(-5618) 1256 4- 8=( -606) 2842 BC: 2x6 ROOF 410810 2- 3=(-3656) 934 6-7•(-742) 3136 6- 2-( -580) 2708 4- 5•(-5648) 1264 WEBS: 2x4 NODE STAND; LOADING 3- 4=(-3658) 934 7- 8•(-696) 3320 2- 7=(-1350) 432 2x4 KDDF STUD A LL = 25 PSF Ground Snow (Pg) 4- 5-(-5648) 1264 8- 5 (-700) 3342 7- 3=(-1346) 5224 TC UNIF LI( 50.0)*01( 14.0)- 64.0 PLF 0'- 0.0" TO 13'- 11.0" V 7- 4-(-1656) 500 TC LATERAL SUPPORT <• 12"OC. UON. BC UMIF LL( 471.9)1DL( 340.9)- 812.8 PLF 0'- 0.0" TO 13'- 11.0" V BC LATERAL SUPPORT <= 12"0C. UGH. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) •° For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1382/ 6101V -217/ 218H 5.50" 9.76 ROOF ( 625) "t" ( 2 ) complete trusses required. 13'- 11.0" -1377/ 6101v 0/ OH 5.50" 9.76 KDDF ( 625) Join together 2 plywith 16d Common nails staggered at BOTTOM CHORD CHECKED FOR IOPSE LIVE LOAD. TOP 9 AND BOTTOM CHORDNON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 top chords, LIVE LOADS ACT 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc*pacing.] 7" oc in 2 row(s) 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" 4 6'- 10.0" Allowed • 0.650" 6-10 7-01 MAX IL CREEP DEFL - -0.078" 4 6'- 10.0" Allowed • 0.867" 1 T 1 NAX NORIZ. LL DEFL - 0.010" 4 13'- 5.5" 3-07-08 3-02-08 3-02-08 3-10-08 T f T i T MAX HORIL. TL DEFL • 0.017" 8 13'- 5.5" 12 12 Design conforms to main windforce-resisting M-4x6 14.00 • 114.00 system and components and cladding criteria. , f- 34'� Wind: 140 mph, h-23,4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), � load duration factor-1.6, tnr in thesS dplaneeoffthe truss or wind loads M-4x12 • M-4x12 r^ 0 41 I M-1.5x4 M-1.5x4 N p 1 IJ IL_ num pTp A6. "" Op 1'.► r N�l �/5 -s1,0 M-3x10 M-3x8 M-7x8 M-3x8 M-4x10 C 1 l 3-05-12 1 3-04-04 y 3-04-04 1 3-08-12 y l 13-11 JOB NAME : POLYGON PLAN 3A NH A3Scale: 0.2773 ry ?� OENHRAI NOTES,unless Mamas noted: WARNINGS:.Bonden .. . 1.erecter and emotion contractor should be advised of all General Notes 1.This design Is brad only upon the ParemNere shown and is M an Individual -��-� � �� -'""' Truss: A3 and Warnings before oonstuellon commences. building component.AppfcBUtfy of design parameters and pror .. 2,2s4 compression web bracing must be Installed where slum.. Incorporation of component Is the responsibility of the building ner. :. Y,.;. 3,Addrioral lemporery bradng to IMure debllry during conatmcaort 2.Omkln aemxrma trustee and bottom chorda to be IatsreNy breed DES. BY: LA 2'o.o.sad at 10'o.c,respeceve fy unless braced throughouttheirlenIru by b the reapomBdiry of are erector,Additional permanent bradrg of continuous sheathing such as plywood sheewng(IC)andlordrywstl(C), / /4 OA ('�i ON-.Q DATE: 3/12/2015 the overall structure is the responsibility any elbi ity of the bullring designer. 3.2s Impact bridging or lateral bracing required wham shown.• Y `Y , 4.No load should be applied to any oonmoneMural aner all booing and 4.Installation of truss Is the responsibility of the reser a lve contractor. ry/,1. SEQ. : 6206646 fasteners me complete and at no time should any loads greater than 5.Gestin assranes Missal ere to be used m a nomOorrotWe environment ' 1+Q' S `VS RY1 TRANS ID 918842 .satinladslaseppiedmany arywmm sedarsfor•dry futlbariorase. -1 P (� ` • 5.Corrpdyms has no control aver and assumes no rmponmdNry forth. N. tin assumes on bearing tri al supports shown.Stam swags H /�UL febdcaaon,handing,shipment and Installation of components. 7,Maoassumes adequate drainage le provided. ..- . . S.This design is furnished subject le the Natation*eel forth by a,Plates shag be located on both feces atrium and placed so Weir anter 1111 11 (I11II I j 1 I�� I��11 11 WI/WIGAN BC51,copies of which Milli he huemoad upon request. g Ines radlee"elsese delete In Inches. EXp!R S:12/31/2016 11 �I MiTek USA.IncJCotl1(wTrua Software 7.8.8(1 L)-E 10.For basic connector plate design values see ESA-1311,ESR-1989 pg7e10 I011VIII1[I This design prepared from computer input by 111 IIII !!!111111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/PDF/Cg-1.00 TC: 2x4 KDDF 114BTR LOAD DURATION INCREASE • 1.15 1-2•(-449) 490 4-5•(-584) 647 4-1-(-407) 395 BC: 2x4 RODE 010810 SPACED 24.0" O.C. 2-3-( 0) 0 1-5-(-493) 490 WEBS: 2x4 KDDF STAND; 5-2-(-503) 451 ' 2x4 ROOF RIOBTR A LOADING LL( 25.0)+➢L( 7.0) ON TOP CHORD • 32.0 PSF BEARING MAX VERT MAX HORD ERG 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 0'- 0.0" -68/ 387V -233/ 334H 5.50" 0.62 KDDF ( 625) 6'- 4.7" -269/ 404V 0/ OH 5.50" 0.65 RODE' ( 625) LL • 25 PSF Ground Snow (Pg) LIMIP£D STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL•L/240, TL•L/180 MAX TC PANEL LL DEFL - 0.528" 8 3'- 0.5" Allowed • 0.568" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TC PANEL IL DEFL • -0.465" 0 3'- 1.3" Allowed - 0.852" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL - 0.005' 8 5'- 11.2" 6-01 0-03-12 MAX HORIZ, TL DEFL - 0.005" 8 5'- 11.2" T 1'1 12 3 Design conforms to main windforce-resisting M-1.5x4 system and components and cladding criteria. 14.00 7 r Wind: 140 mph, h-23.9ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MRFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. .". ..,, .. I I os os cs A o ot + o+ M-3x4 /- leo 0 0 t M a r N IN II lil 11111111111111 II Iiiiii..-.4, M-1.5x4 M-3x4 y )' 6-04-12 sO) FR JOB NAME: POLYGON PLAN 3A NH - B2 5'``` G N F 04:2 Scale: 0.3006ItC"'! WARNNNOar aENSHAL NOTES,unless otherwise noted: % •8.: - .- 1.Badder and erection contractor should be advised of a8 fens Notes 1.This design Is based only upon the aremeta,sahewn end Is for an pmMdunl Truss: B2 and Warnings before oonatrvWon commences. building component ApplioendBy of design perannetore mw pror ` -) '' .. .... 2.2x4 compression web bradng must be Installed where shown+. incorporation of component Is the responslbfy of Bre building designer. ].Addaons a 2.Design assumes the top and bottom chords to be laterallybraced at • m DES. BY: LA torpor ry Mating ro Incus saNiiy dwi g°°"ruction 2.0.c.and at 1g'o.c respedlvey unless braced throughout thor le non by h is the reeponslbmy of the erector.Additional pameneMbradng of continuousshea0dng such as plywood nheathbg(TC)andfor V DATE: 3/12/2015 the overe8 structure Is the raponotf ray Nth*betdrg designer. 3.2x Impact bridging or lateral bracing required where shown+ � S'A'�.01150�N..ow 4.No load should be applied to any component unlit alter all bracing end 4.Insta�ation abuts Is the responsibility of the raspy:We cordndor. -. .,q.'rq. Ca.'.�-.:Qs- SEQ. : 6206647 fasteners are conpMe and at no time should any bads greater than 5.Design assumes susses an b be used In a non<owoalnn environment, n r1 Y 1 (/4 design bads be eppeed to any component. ahld ora lor'dry eonditlon"of use. . 7/�. .y" TRANS ID: 418842 pomtbhAly farms 6.^ "comesMl badrp et a8 supports shown.Shim orwedgeH AUL. 3.Computtus he,tro coMroi war end....m faada0nn,handing,sNpment and Installation ofcomponenb. 1.Design mums adequate drainage is provided. I I'��I Ii�� II�Y��II� 8.This design is furnished subject to the Imitations set forth by 8.Plates shalt be located on both laces of truss,end peed so IMr center ..�• TPINVTCA in SCBL copies of which wilt be(washed upon request. fines odnddswithjoMt center Ana. MiTekUSA.Inc./cS.Ines told.withofppl(aenterOnes. EXPJRES:12131%2016 OIIIp4Trus Software 7.6.6(1 L)-E 10.For bask corrnedor piste design values see ESR-1311,ESR-1088(Weld r.... .. IIIIIIIIIIIII This design prepared from computer input by II PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq-1.00 IC: 2x4 KDDF 11OBTR LOAD DURATION INCREASE -1.15 1-2"( -61 146 5-6"(-6151 671 5-2-1-463) 410 BC: 2x4 ROOF 81nBTR SPACED 24.0" O.C. 2-3-(-4891 516 2-6-(-519) 523 WEBS: 2x4 KDDF STAND; 3-4=) -201 9 6-3-1-5231 482 2x4 KDDF 010BTR A LOADING LL) 25.0)101( 7.0) ON TOP CHORD- 32.0 Pse TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF BEARING MAX VERT MAX HOSE BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -68/ 455V -256/ 310H 5.50" 0.73 ROOF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (NI 6'- 4.7" -292/ 414V 0/ OH 5.50" 0.66 RODE ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/290, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL- -0.001" 8 -I'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.002" 0 -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.519" 8 3'- 0.5" Allowed - 0.568" 6-01 0-03-12 MAX TC PANEL TL DEFL = -0.458" a 3'- 1.3" Allowed - 0.852" f T MAX NORM. LL DEFL 0.005" 8 5'- 11,2" 12 M-1.5x3 4 -,e MAX NORIZ. TL DEFL= 0.005" 8 5'- 11.2" 19.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-23.9ft, TCOL-4.2,BCDI. 6.0, ASCE 7-10, (All Heights}, Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. o A oo 0 ' M-3x4 N ��a tco,- F- II'jI1li5!iii . M-1.5x3 M-3x4 ) ). 1-00 6-04-12 .P :PROp' �. JOB NAME : POLYGON PLAN 3A NH - B1 �' - eiNeeyq ;o Scale: 0.300644 WARNINGS: GENERAL MOTEL unless oUerv4se noted: _ _ _ I.Bulkier end emceed centrum should be advised of el General Notes 1.This design Is based ordy upon Ms meters shown end Is for on lndlrkiuol , end Warnings before construction commences, building component Applcabdly of design parameters and proper Truss: B 1 a 244 compression wob bracing must be Installed where shovm•. Incorporation of Component Is the responsibility of the bWkeng designer. tempormy -tins to Insure:teddy dudmdg oanNroctfoa 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LA 3.AdditionalIstM of the erador.Addllonal anent bract of 2'o.c.and at 10'o.e,respectively mdess braced throughout IMbien5pCChh by 4:737 �/.�v+yyyy..��t� � responsibility gam's erg continuous sheathing such es plywood sheathing(TC)andiad,ywag(BC). 7:uf••1C\,`7,Q °.©4e'r�„, DATE: 3/12/2015 the overs(structure is Bar responaibeity of the bolding designer, 3.2s Ifoppaact bddgtng or laurel bracing required where shown** - r Y rL . 4.No toed should be tippled d any component until after erg bracing and 4.MstalleSun of Muss Is the response:NV of the respective contractor. 'qn.Gq f�1F N$ `(` SEQ. : 6206648 festa ars are complete and et no time should any loads greeter than a.Design assumes tresses are to be used in a non-corrosive environment TT design bads M appiad to tory component end are assume condition'of use. }..c: '/ A�. TRANS T D: 418892 a.CompuTne has no control over and assumes no responslN6ry for the S.anne ear umes full bearing at al supports sham Shim or wedge If r�V.{, " fabricator,(tending.shipment and dstaneeon of components. 7.Design assumes adequate drainage In provided. I' n 0.This deign Is furnished subject a the 1m taagm set forth by S.Plates Moll be located on bath faces of Muss,and placed so thdr canter l I11]�''Ig�I�I1 1��l�ll 11III ib1I1 11II(�) TPIiWfCA In DCB(,apes of wHch WO be furnished upon ragvast. a Cts(u Ines wind*,sire offppMae nnrInchees'. EXP(FR S::12J31/201.6 111 II II MISek TGAInB.(CO des of Software rnishe1L)-E 70.FabaYeamector plata design values we EBR-1311,ESR-11158(Mi7eq ...........................................i......................... ... ......._......................... .... ..........._........................................................................._..................................._.............._...... ., ,............................................... ..........................,....................................................... IflII ill This design prepared from computer input by PACIFIC LUMBER-6C LUMBER SPECIFICATIONS 43-00-00 011-0 SETBACK 6-00-00 FROM END WALL IBC 2012 NAR MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 OF 2400F; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=1 0) 114 2-14-1-1347) 4921 14- 3.1 0) 314 2x6 KDDF 81411TR T2, T3 2- 3-(-5934) 1745 14-15=1-1351) 4918 3-15-( -372) 279 BC: 2x6 KID'SS LOADING 3- 4.1-5598) 1901 15-16=1-1937) 5858 15- 4-( -443) 1733 WEBS: 2x4 KDDF STAND LL . 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 16-17-(-2046) 6145 15- 6.)-1751) 843 TC UNIF LL( 50.0)+DLI 14.0)• 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6-(-4772) 1685 17-18•(-1937) 5858 6-16.( -55) 609 TC LATERAL SUPPORT <. 12"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 12'- 0.0" TO 31'- 0.0" V 6- 7-(-5999) 2198 18-19=(-1351) 4918 16- 7-( -320) 249 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0). 64.0 PLF 31'- 0.0" TO 43'- 0.0" V 7- 8-(-5999) 2198 19-12.1-1347) 4921 7-17•( -320) 249 BC UNIF LL( 0.0)+11,I 40.0)- 40.0 PLF 0'- 0.0" TO 43'- 0.0" v 8-10.)-4772) 1685 17- B-( -55) 609 9-10-( 0) 0 8-18-(-1751) 843 NOTE: 2x4 BRACING AT 24"0C ION. FOR TC CONC LL( 500.0)+GL( 140.0)'. 640.0 LRS 8 12'- 0.0" 10-11=1-5598) 1901 10-18•) -443) 1733 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS a 31'- 0.0" 11-12.1-5934) 1745 18-11.) -373) 278 ' •^__..._..•......................... 12-13-( 0) 114 11-19.1 0) 314 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE OVERHANGS; 24.0" 24,0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1048/ 3712V -171/ 17TH 5.50" 5.94 KODF ( 625) 43'- 0.0" -1048/ 3712V 0/ OH 5.50" 5.94 KDDF ) 625) )COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.j VERTICAL DEFLECTION LIMITS: LL.L/240, TL4/188 MAX LL 008'L - -0.032" 8 -2'- 0.0" Allowed - 0.200" MAX IL CREEP DEFL - -0.039" 8 -2'- 0.0" Allowed - 0.267" MAX LL DEFL - -0.303" 8 21'- 6.0" Allowed • 2.104" MAX TL CREEP DEFL - -0.601" 8 21'- 6.0" Allowed • 2.806" MAX LL DEFL - -0.036" 8 45'- 0.0" Allowed • 0.200" MAX IL CREEP DEFL • -0.043" 8 45'- 0.0" Allowed - 0.267" MAX RORIE. LL DEFL • 0.106" 8 42'- 6.5" MAX HORIZ. TL DEFL • 0.175" 0 42'- 6.5" 11-11-11 19-00-10 11-11-11 Design conforms to main windforce-resisting 1 1 1 1 system and components and cladding criteria. 5-05-02 !�f 4-05-13 5-00-08 0-06-11 5-11-19 5-11-14 1 0-Ub�11 1 5-00-08 1 1 4-05-13 1-1 5-05-02 1 1 Wind: 140 mph, 11.22.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 1 1 1'46408 1 -1 1 +60 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1212 load duration factor-1.6,6. M-7x8(5) Truss designed for wind loads 7.00 0 M-5x10 5 M-3x5 0,25" M-3x5 y M-5x10 d 7.00 in the plane of the truss only. 4 e 6 7 8e,0 M-3x4 M-3x4 .., 3 I. I O I 40 M-4X12 M-4x12 0 � Y ,,ry-- t 1 � o M-1.5x3 M-3x10 6.25" 0.25 M-3x10 M 3-1.5x3 0 ::14-8x8(S) -M-8x8(5) J, 5-10-02 5-05-02 6-10-07 6-08-11 6-10-07 5-05-02 5-10-02 l y 2-00 43-00 2-00 pt JOB NAME •. POLYGON PLAN 3A NH - Cl �� cNGI e 0. scale: 0.1461 4 . 78 r- WARMfNOR: GENERAL NOTES,unless othe,Aee noted: -•.,. 1.Bulkier and ereceon comrador should be advised of an General Notes 1.This design In baled only open Rte perametan shown and Is for an Inddsduel Truss: Cl and Warvngs before condrac0sn commences. bWhing component ApplicaRRty of design parameters end proper 2.214 compression web daring must be Installed Mare shown.. Incorporation of component Ic the rapondblllmRy.of the building designer. 1� ' 3.Additional temporary lxadng to Insure stability dining oerhdmctbn 2.Design*names the top end bottom chords 10be laterally braced al .. DES. BY: NUN reeponad4b of the erector.Additional permanent brain 01 2'o.o.and d 10'o.e.respectively unless braced throughout their length by OREGON: alj' oonenusue sheathing such as plywood sheathing(7C)endladrywatke `f vREQON. t` DATE: 3/1212/2015 the overall structure Is the remtomtbale oithe btdlding designer. 3.2x1 d bridging or lateral ixadng requited where shown ,,pa- .4r SEQ. : 6206649 4.lista Kmdo m ietea�ttdattoa component ndadmyaedso a re8reand s Designas umeelhlmm�eesa is ilr.`e toob uussedity n•nal`oective efmmatoeenin�nmenl. .419, RFilf A5 k, TRANS I D: 418842 design beds be opted to eny component a end Catalan�nsumryes bs of a t ri' B,CanuTnes has no control over and assumes no respomlbnity ferthe necessary. g p0ort show».BMm m wedge W j4 ,L C`�' fabrication,bombs,shipment end lnstdlagon or component. 7.Designumes adequate dnlnage is provided. II�V�VIII IN I �� II III III ISI ISI 6.This design t famished subject to the entente set forth by S.Plate*shall be located on both faces of bplea truss,and d so their center Y TPInMCA In BM,copies*roach w1A be furnished upon request lines odnarle wllh Joint center Ones. X 11E$~12/311201.6 O.D81Re Indicate sloe of piste In Inches. M?ek USA,InalCompUTnrs Software 7.8.8(1 L)•E 10.For bade connector plate design values see 01110-1311,ESR-191111 Weld 1111 11 This design prepared from computer input by II PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg"1,00 IC: 2x4 HOOF 0148TR LOAD DURATION INCREASE - 1.15 1- 2-1 0) 114 2-14=(-817) 2484 3-14=(-140) 185 BC: 2x4 KDDF 8118T0 SPACED 24.0" 0.0. 2- 3-1-2898) 1108 14-15=(-682) 2325 14- 4"( -38) 317 WEBS: 2x4 HOOF STAND 3- 4=1-2722) 1103 15-16 (-525) 2177 4-15•(-467) 356 LOADING 4- 5-(-2274) 1037 16-17-(-525) 2177 15- 5-(-298) 814 TC LATERAL SUPPORT <= 12"OC. UON. IL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-( 0) 0 17-18-(-725) 2189 15- 7-(-457) 189 BC LATERAL SUPPORT <- 12"0C. DON, DL ON BOTTOM CHORD = 10.0 PSF 5- 7•(-1920) 988 18-12•(-859) 2344 16- 7•7 0) 298 TOTAL LOAD = 42.0 PSF 7- 9-(-1920) 988 7-11-1-457) 189 8- 9-( 0) 0 9-17=(-298) 814 NOTE: 2x9 BRACING AT 24"OC UON. FOR - LL - 25 PSF Ground Snow (Pg) 9-10-7-2274) 1037 17-10-1-467) 356 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2722) 1103 10-18") -38) 311 ..........============= ....... BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-(-2898) 1108 18-11-(-140) 185 .. . LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13-( 0) 114 OVERHANGS: 24.0" 24,0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ,IT 2, 12: Heel to plate corner - 2.25" BEARING MAX VERT MAX HORZ BRC REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -329/ 2034V -229/ 229H 5.50" 3.25 KDDF ( 625) 43'- 0.0" -329/ 2034V 0/ OH 5.50" 3.25 HOOF ( 625) - 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL-L/240, TL.L/180 MAX LL DEFL - -0.036" 8 -2'- 0.0" Allowed - 0.200" MAX IL CREEP DEFL- -0.043" 8 -2'- 0.0" Allowed - 0.267" MAX LL DEFL= -0.152" 8 21'- 6.0" Allowed - 2.104" MAX TL CREEP DEFL= -0.304" 8 21'- 6.0" Allowed " 2.806" SAX LL DEFL - -0.036" 8 45'- 0.0" Allowed - 0,200" MAX IL CREEP DEFL - -0.043" 4 45'- 0.0" Allowed = 0.267" MAX HORIZ. LL DEFL - 0,074" 8 92'- 6.5" 15-11-11 11-00-10 15-11-11 MAX 00011. TL DEFL- 0.121" 8 92'^ 6.5" 5-00 0-04-15 5-06-05 { 5-03-08 5-03-04 Design conforms to gain windforce-resisting { 1 system and components and cladding criteria. 5-03-04 1 '( 5-03-08 5-06-05 0- 15 5-00 { { { {{ ' ,(,( { { Wind: 140 mph, h-23.3ft, ?CDL-4,2,6C01."6,0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, NWFRS(Dir), 7.00 pr M-4x6 1-3x8 't4-4x6 d 7,00 load duration factor-1.6, Truss designed for wind loads M^5x6(5) M-5x6(S) in the plane of the truss only. 0.25"4 ....7/ 0.25" N. M-1.5x3 * .1- a, /11„,,,,-1.5x3 0 0 .-r 3 0 ' -3x8 M- x4 .25" M-1.5x3 0.25" M-Y x4 M-3x8 0 M-5x8(S) M-5x8(S) y7-11 j 7-05-15 } 6-01 y 6-01 1 7-05-15 y Y 7-11 J" / y2-00 43-00 2-00 357 r��PNOF��s✓p�. JOB NAME : POLYGON PLAN 3A NH - C2 :- . Scale: 0.1 - WARNINGS: OENEWIL NOTEB,unless otherwise noted: 4t- __.78 'r.... 1.Builder and erection oonmeuocehould be advised of all General Notes 1.This design Is based rutty upon the peremeters shown and Is for an IndNWual -. . Truss: C2 ono warnings before consbnc8on commences. bulhsre component.Appicattity of design parameters and proper 2.404 eompresslonweb bracing must be entailed where shown.. Incorporation of component Is the reeponsItdIRy of the bulking designer. 3.Additional temporary braving to Insure stadlry during censbuceen 2.Design assumes the lop and bottom dtordste be laterally braced* :� :... . DES. BY: LA le the responsibility of the erector.Additional permanent bracing of 2 o.a,and at td o,o.respecter*unless brazed throughout Bwir length by c+ continuous sheathing such ea plywood aheae norTC)endrardlywe A•ORE(3d.K '. DATE: 3/12/2015 NMs o sbucbire is the responridRy Mete building designer. 3.2r Impact bridging or lateral bradn9 required where shown** '`! 'Y.,.. .c),, ,,, 4.No bad should be tippled to any component until after ail bracing and 4.Installation of trues is the respcndnily of the respective zemhecbr. 1,41,"' ,q RY AS . .1; S EQ. : 6206650 fasteners are complete and at no time should any loads greater Men 5.Design assumes tunes are to be used In s non.corro0Ns environment1�! TRANS I D: 418842 design bads be rippled to any component tied are for"dry full bearing ata y.A 5.Compares has no cordial over and assumes no resporn illy for Me 8.Design assumes full'Mali"'°M all suppose shax7l.Shim commie*it A.V,� neoesa7. hbdwtlon.handing,aNpment and 6tstsle8on of components. 7,Design assumes adequate drefnegs Is podded. B.This design Is furnished subject to the l rdelons ad forth by 8.Plates shell be located locatedon both lases of nna,and placed so their center srequest center EXPIRES:'�nry 1�20Ts MTekUSA,InaiCompuTruSoftw 7,8,8(1tEi0. alc�egorr*deeeignvvaluesseeESR-15l1,ESR1888NITe 11 1I1 III111111IIHill 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 814BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 114 2-14-(-1080) 2498 3-14-(-124) 180 BC:. 2x4 HOOF 816BTR SPACED 24.0" O.C. 2- 3.1-2898) 1468 14-15-1 -985) 2339 14- 4-1 -33) 317 WEBS: 2x4 KODF STAND 3- 4=1-2736) 1464 15-16-) -994) 2181 4-15.(-467) 277 LOADING 4- 5-(-2288) 1414 16-17-1 -994) 2181 15- 5-(-404) 830 TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6=1 0) 0 17-18-(-1031) 2189 15- 7-1-4771 335 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7-1-1933) 1284 18-12-(-1160) 2344 16- 7-1 01 298 TOTAL LOAD- 42.0 PSF 7- 9=1-1933) 1284 7-17-1-477) 335 -- ------ - a- 8- 9=) 0) 0 9-17-(-404) 830 NOTE - - = 2x4 BRACING AT=24"0C UON. FOR LL - 25 PSF Ground Snow (Pct) 9-10'(-2288) 1414 17-10-1-468) 277 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1-2736) 1464 10-18-1 -32) 317 - ---................n=n=====-_-- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-(-2898) 1468 18-11-(-124) 180 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-13-1 0) 114 OVERHANGS: 24.0" 24.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 14-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA vertical members (von). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 2, 12: Neal to plate corner - 2.25" 0'- 0.0" -483/ 2034V -232/ 232H 5.50" 3.25 ODE ( 625) 43'- 0.0" -483/ 2034V 0/ OH 5.50" 3.25 UDE ( 625) . ICOND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing. VERTICAL DEFLECTION LIMITS: 1.1.1/240, TL-L/180 MAX LL DEFL --0.036" 8 -2'- 0.0" Allowed = 0.200" HAX TL CREEP DEFL- -0.043" 8 -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.203" 8 27'- 2.3" Allowed - 2.104" MAX TL CREEP DEFL - -0.304" 8 21'- 6.0" Allowed - 2.806" MAX LL DEFL - -0.036" 4 45'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL- -0.043" 8 45'- 0.0" Allowed - 0.267" MAX NOM. LL °EFL = -0.084" 8 42'- 6.5" 19-11-11 { .1$3-00-10 19-11-11 MAX MOATS. TL DEFL - 0.121" 8 42'- 6.5" 5-03-04 5-00 5-03-08 4-00-081-102.0-X124-00-08 5-03-08 5-00 5-03-04 Design conforms to main windforce-resisting f T f 1 T4 8 4 f 1 4 T T system and components and cladding criteria. 12 12 Wind: 140 mph, h-24.5ft, Ten-4.2,BCDL-6.0, ASCE 7-10, 7.00 'q7.00 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-4x6.,00,7", .14-4x6 load duration factor-1.6, M-3x8 7 Truss designed for wind loads M-5x6(S) M-5x6(S) in the plane of the truss only. 0.25".,00.0.0.7 �00 251' i o. M-1.5x3 + M 1.5x3 /* O r / • o 00//H-3X8 M-34x9 .25" M-1 5x3 0.2 M-3x4 M-3x8 3 to M-5x8(S) M-5x8(S) l y 7 -11 l 7-05-15 6 6-01 y 6-01 i 7-05-15 b 7-11 y l z-oa 43-00 2-00 `�tD PRO S JOB NAME: POLYGON PLAN 3A NH - C3 Scale: 0.1355 �Y 0CaINS ,.:i...��g'IL . WARNINGS: GENERAL NOTES,unless oftenwse noted: I,:';7$_. -� •.. .pe:. 1.Builder end erection connector should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual - Truss: C 3 and Wen dnpt before c wbu Hon OOaa bnoe. building component Applicabilityof design parameters and proper -/ 2.254 compression web hoiden must be Installed where shown+. Incorporation Of component Is the reepes01t8Rtfr of the building designer. I'* .Additional temporary bracing to incurs stagily dudrg oonetrudlon 2.Design assumes the top and bottom chords to be Wendy Wooed et s DES. BY: LArex.and atl0'oo.respectivelyuNessbracedthroghouttheirMeth bJ • ry y Is the responsibility of rno orecror,Addinoal permanent bradng of odntinuobs sheathing such as plywood shaanks:KM)aed/ordryvnl c). *v. . • DATE: 3/12/2015 the wenn taurnxeisthe responsibility'NUN d ging a lateral brain required where shown OR CON'. M g designer. 0,2c Impact bridging !� y; O' 't�'' 4.No bed should be appMd to any component unlit agar all brachia and 4.Instalment of buss la me r poaidly of the respedne contractor. '^, �✓ '2 SEQ. : 6206651 fatenereare com and atnuerneetwvld '' Q'L� ,,5, '� piste any Iotas grantwBien Deign assumes wase:en be used In a nontormaMe environment, I.S1 r7�Y� _t�.' design baa be tippled to any component and aro near condition"of use. Q�1 TRANS ID: 418842 5 Convenes has no control war and assumes no raponarogay for the S.Design gamma fug bearing at ilia supports shown.Shim or wedge If pA ti L L fabrication.handing.shipment and MetaRedon a1 components. Design ss 0 er"Po 7.Design auumes adequate drainage no Is puss,a tt This design Is aimfehed subject to the and ations set forth by a.Plates shag be loanedonboth leas Of buss,arta placed se their anter fines e with joint r Ines. I 1111111111111111111111111111111111111 TPAMR USA,ItIC./CampuT(un CA In SCSI,copies of Soltwere 8.t3(11 Eh will be Wished n request. 10.For basic connecter plate design values see ESR-1311,ESR•1 sae MING EXPIRES:12/31%201.6 0.Digits Indicate atee of to In lakes. 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•1.00 TC: 2x4 KODF 116BTR LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2.1-12806) 2744 1-10=(-2196) 10580 10- 2=(-1340) 5912 14- 7=(-438) 294 BC: 2x4 HDDF 816BTR; SPACED 24.0" O.C. 2- 3.) -6774) 1374 10-11=)-2092) 10118 2-11=)-4860) 1190 7-15=( 0) 302 238 HOD. 116BTR B1 3- 4•1 -4012) 820 11-12=1-1016) 5698 11- 3=) -522) 2698 WEBS: 2a4 XDDF STAND; LOADING 4- 5=( -2656) 814 12-13=( -436) 3336 3-12=(-2796) 688 234 DP STAND A; LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSI 5- 6=( -2658) 792 13-14=( -424) 2662 12- 4•) -286) 1690 2x6 HDDF 82 B DL ON BOTTOM CHORD- 10.0 ?SF 6- 7-) -3204) 878 14-15-) -662) 3028 4-13=(-1854) 498 TOTAL LOAD • 42.0 PSF 7- 8-) -3704) 924 15- 8=( -660) 3030 13- 5=1 -482) 2182 TC LATERAL SUPPORT <- 12"OC. UON. 8- 9-( 0) 94 13- 6-) -836) 518 BC LATERAL SUPPORT <- 12"OC. DON. LL - 25 PSF Ground Snow (Pg) 6-14=( -78) 464 ADDL: BC CONC LL+OL= 585.0 LBS @ 2'- 0.0" OVERHANGS: 0.0" 20.0" **A0D1: BC CONC LL+DL• 6101.0 LBS 4 3'- 3.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DT 1: Heel to plate corner • 2.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -1732/ 8066V -304/ 293H 5.50" 12.90 NODE ( 625) ( 2 ) complete trusses required. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 43'- 0.0" -446/ 2428V 0/ OH 5.50" 3.89 HDDF ( 625) Join together 2 ply with lid Common nails staggered at THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. --",- 9" oc in 1 row(s) throughout 2x4 top chords, 1C0N0. 2; Design checked for net(-5 pat) uplift at 24 "or spacing.) 9" oc in 2 row(s) throughout 2x8 bottom chords, ** HANGER BY OTHERS TO APPLY CONC. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 bottom chords, LOAD(S) EQUALLY TO ALL MEMBERS. MAX LL DEFL - 0.108" 8 14'- 4.2' Allowed • 2.104" 9" oc in 2 rows) throughout 2x6 webs, MAX IL CREEP DEF),• -0.332" @ 14'- 4.2° Allowed • 2.806" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL= -0.004" @ 44'- 8.0" Allowed - 0,167" MAX TL CREEP DEFL " -0.005" @ 44'- 8.0" Allowed • 0.222" MAX H0RI2. LL DEFL- -0.039" @ 42'- 6.5" MAX HORIE. TL DEFL • 0.100" 8 42'- 6.5" 21-06 21-06 Design conforms to main windforce-resisting 13-05-12 4-01-15 7-00 6-10-04 1 7-00-05 7-00-05 7-05-06 system and components and cladding criteria. 1 1 1 f 1 1 1 1 Wind: 140 mph, h•24.9ft, TCOL0.4.2,BCOL•6.0, ASCE 7-10, 12 M-4x6 12 (Alt Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), 7.00 C17.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 .yy in the plane of the truss only. M-5x6(5) \ M-5x6(S) 0.25" 0.25" I 6 0 1 +1 0 1. M-3r.6 4I-389 rn + + M-3x10 + + „,,ii r M-9x32/-.!rn# � c 1 M-4x12 k.25" .25" M-'x8 0.251'1 M-1 55x4 M-3x6`\ Ip =M-10x10(S) 1-586(S) M-5x6(S) +58,%1018 y3-03 4-01-03 1 7-00 l 7-01-12 ; 7-03-13 6-10-09 l 7-03-10 l 1 93-00 1-08 R`�ti0P 4Fe- o' JOB NAME : * POLYGON PLAN 3A NH - C4GIRD Scale; 0.1364 t1 t, R ..,2 WARNING.; 08NBMl NOTs b,urine oo e n the p Md: � - ::� 78 ,--- 1.Bulkier and erehdbn contractor should be advised of NI General Notes 1.7bb design b based only upon Ns pmamelere shown and is for at irhdlWdhhN '��_ _ � � ' '-�- and Warnings before construction conwnerhas. budding component Applicability of deelgn Parameters and P .: .! ... . .. . rohoppyer .f .. .. �. Truss: C4GIRD Moaporaton of component is the responsmmly of the butting deslanm. 2.2x4 compression web bradrg must be Metaled where unarm+. 2.Design nemeses the top and bottom chords b be Merely braced at ..." .. . DES. BY: LA 3.Additional*macron;bradng lo inure Nabeity during censtrucaon 2'o a and at 10'0.c.rospehahey MesebluedahroupoutShNr length b/ Pr the responsibility of the erector.Additional Permanent bracing of conanuous sheathing such as plywood shsa8ang(TC)andfordtywal(9C), ')►. OREGON<. .'v DATE: 3/12/2015 the overall Oudot.Is She responsibility of the bonding designer. 3.Bc Itt,�mad bddghm of Mend bredny requited where shown++ 4' r��' ,1 4.No load should be applied to any component unlit after as bredng and 4.Inds Von of gess Is the r amwthisty of lite respective contrlWor. •� ,_0,4'13 ,�fj �Gj- SEQ. : 6206652 fasteners are complete and at no ono sb"ud any bads greater than S.Design assumes busses are to be used M a non-corrosive e"Mronmant v9Y V' TRANS I D: 418892 design loads be applied to any component Designarbr w%lull bearing°I use. • 0 CompsTrus her no control over and assumes no responsibility for the e,Design asfuma holt bearing et all supports shown.8Nm or wedge N • -.PA U)„ I` fabriation.handing.shipment and installation of components. 7.Design assumes edaquete drainage Is provided. . e.This design is furnished sub)ect to the Imitations set torah by a.Filmes shah be bested oft boat lana of WH.and placed ss their cinder 1PINTCAln SCSI, of vAlt be I11�til ilf pal lh��l n 11110 MiTalt USA,lnc./CompuTrus Software�6(114-2 10.F bolo cennecbr plats design values see 88f+t317.ESR-11101 palrag EXPIRES:12f31`/2016 O.Dolts Indicate sin d upon request. lines coincide wilh joint ol In Maros. .............................t.... ... ................... 111111 ��ll� This design prepared from computer input by U PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 LODE 816BTR LOAD DURATION INCREASE - 1.15 1- 2-( -63) 95 9-10'.1-181) 1566 1- 9=1 -96) 75 5-13.1-129) 609 BC: 2x4 K00F 1116BTR SPACED 24.0" O.C. 2- 3-(-1827) 468 10-11=(-203) 1783 9- 2.1-2070) 419 13- 6-1-303) 236 WEBS: 2x4 BODE STAND 3- 4=1-1877) 567 11-12-1-153) 1420 2-10•1 0) 482 LOADING 4-5-1-2008) 577 12-13.1-226) 1846 10- 3-( -296) 107 IC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+011 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-2593) 594 13- 7.1-363) 2195 3-11-1 -383) 293 BC LATERAL SUPPORT <- 12"OC. DON, DL ON BOTTOM CHORD - 10.0 PSF 6- 7•(-2722) 510 11- 4-( -182) 753 TOTAL LOAD - 42.0 PSF 7- 8-1 0) 114 4-12-1 -244) 1086 OVERHANGS: 0.0" 24.0" 12- 5•( -724) 347 LL - 25 PSF Ground Snow (Pg) "" For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA 7T 7: Heel to plate corner - 2.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -254/ 1699V -346/ 29111 5.50" 2.72 BODE ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -355/ 1913V 0/ OH 5.50" 3.06 KDDF ( 625) )COND. 2: Design checked for net(-5 pat) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL --0.120" 0 25'- 4.8" Allowed - 1.942" MAX TL CREEP DEFL - -0.232" 0 25'- 4.8" Allowed - 2.589" MAX LL DEFL - -0.036" 8 41'- 9.0" Allowed - 0.200" MAX TL CREEP DEFL - -0.043" 8 41'- 9.0" Allowed - 0.267" MAX HORIZ. LL DEFL - 0.056" 0 39'- 3,5" MAX HORIZ. TL DEFL - 0.087" 8 39'- 3.5" 18-03 21-06 Design conforms to Alain windforce-resisting f4-01-03 7-00-14 7-00-14 7-00-14 7-00-14 7-04-03 system and components and cladding criteria. f f 1' 1 1' T Wind; 140 mph, h-25.5ft, TCOL-4.2,BCDL-6.0, ASCE 7-10, 12 M-4x6 `'::17. 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 p d 7.00 load duration factor-1.6, 4.0" Truss designed for wind loads 4 ''u in the plane of the truss only. M-5x8(S) E\�` M-5x8(S) 0.25" \ 0,2511 Jr 1 th0 O let M-3x6 M-1.5x3 . M- 1.5x3 - I aillibillh, Ca M-3x6 M-p x4 1.25" 0.2 rA / M- x4 x4 M-3x6\ 1 0 M-5x6(5) M-5x6(S) 1 Y l ). y i- 5-06-03 5-06-03 8-05-14 8-05-14 8-05-14 8-09-03 , , y ` 39-09 2-00 p PROP 4. JOB NAME : POLYGON PLAN 3A NH - C5 - GINE `/0 Scale: 0.1327 '' WRiO ARNB: GENERAL NOTES,unless*Itemise noted: " :78 1.Bolder and erection contractor should be advised oral General Nobs 1.This design la bored only upon the peremelere shown and Is for en Individual -. Truss: C5 and Warnings before construction commences. budding component Applicability of design perimeters and proper 2.214 compression web Inning must be Installed where mown*. lncorpnretion of component is the respanppb of the budding oewgner. �- 3.AddiBenel temporary bracing to inure etadery during construction 2.Design,scorns'the sop and bottom chords to be latently braced at DES. BY: LA2'oo and at10'oa,respectively unless braced throughom their le le tiro responsibility el the endo,.Additional permanent bracing or cont4lwua sheath such u j. '..1 � sheathing pyworequkedwwe%Mownrdrywa y`t;QI'OREGON. DATE: 3/12/2015 tM overall structure is the responslNlpy oftM building designer, 3,2c Ndnqpad brdgdp or lateral Maar�ppngakea venue shown+• ,t 4.No load should be applied to any component until atter WI I, dng and 4.Installation of buss is the responsibilityof the respective contractor. �G.. +�n� SEQ. : 6 2 0 6 6 5 3 *donors are complete and at no lime should any toads greater than B.Datfgn assumes tresses ere to be used In a no"mnaslvve environment, IS' !.a�. j6'' (GS TRANS Z D: 418842 design bads be applied to say conponen. end oro talky condition'of use. S.cofipuTrus ins no camel own end assumes no respomnipry Or the G.Design nes lug wedng at nip supports shown.Shim or wedge II AUL. rebdoatlon,handling,shipment end Instellatlon of components. 7.Design assumes adequate drainage m presided. 8.This design is hmdshed subject to Ma In9taaons set kith by 8.plates shell be keeledonboth faces of truss,end placed so theiroenlerIPWIry ' �IIII�i I�I��II�i I I I��I��11II1IIl Mile(USA rina/CompuT Sofiw e 7.6.6(11)-E nBaal 15.Poples>ccon�w tpla eIn Inches. values seeEBR ESR -1311. EXPIf ES:12/311201.6 111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 IC: 2x4 ROOF 81&BTR LOAD DURATION INCREASE - 1.15 1- 2=(-1841) 617 12-13-1-181) 257 12- 1.1-1606) 573 17- 9=1-133) 133 BC: 2x4 ROOF 81HBTR SPACED 24.0" 0.C. 2- 3-1-1865) 771 13-14=1-424) 1646 1-13-( -490) 1574 WEBS: 2x4 RODE STAND 3- 4-1 0) 0 14-15=(-538) 1868 13- 2-1 -423) 254 LOADING 3- 5.(-1520) 706 15-16.1-538) 1868 2-14•1 -99) 107 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)1DL( 7.0) ON TOP CHORD • 32.0 PSF 5- 7-(-1721) 758 16-17-(-560) 1993 14- 3-1 -170) 612 BC LATERAL SUPPORT <• 12"0C. VON. DL ON BOTTOM CHORD • 10.0 PSF 6- 1=( 0) 0 17-10=(-645) 2163 14- 5-1 -647) 258 TOTAL LOAD- 42.0 PSF 7- 8-1-2044) 830 15- 5=1 0) 316 B- 9•(-2505) 833 5-16.1 -318) 177 NOTE; 2x4 BRACING AT 24"0C UON. FOR 'LL • 25 PSF Ground Snow (Pg) 9-10.(-2678) 830 7-16"( -189) 706 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11-1 0) 114 16- 8-( -483) 170 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17-1 0) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS; 0.0" 24.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -392/ 1656V -264/ 208H 5.50" 2.65 KDDF ( 625). vertical members (uon). 39'- 9.0" -474/ 19194 0/ OH 5.50" 3.07 KDDF ( 625) •. For hanger specs. - See approved plans 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) JT 10; Heel to plate corner- 2.50" VERTICAL DEFLECTION LIMITS; LL-L/240, TL-L/180 MAX LL DEFL - 0.116" 8 23'- 11.3" Allowed - 1.942" MAX IL CREEP DEFL • -0.216" 8 23'- 11.3" Allowed = 2,589" MAX LL DEFL - -0.036" 8 41'- 9.0" Allowed - 0.200" MAX TL CREEP DEFL - -0.443" 8 41'- 9.0" Allowed • 0,267" MAX NORIZ. LL DEFL • 0.049" 8 39'- 3,5" MAX HORIZ. IL DEFL • 0.081" @ 39'- 3.5" 16-08-11 3-00-05 20-00 Design conforms to main windforce-resisting 6-03-10 6-00-02 4-00-08 1-10-12-06 4-05-04 5-03-08 5-00 5-03-04 system and components and cladding criteria. 4 ( 1 f 1 T f fWind; 140 mph, h•25,1ft, TCOL=4.2,BCDL-6,0, ASCE 7-10, 12 4 M-3x8 6=14-4)0+ 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 . . 'z17.00 load duration factor•1.6, Truax designed for rind loads M-4x6 M-4X6 in the plane of the truss only. 5 M-2.5x4 or equal at non-structural diagonal inlets. M-5x6(S) 0.25"--t. M-3x4 I 1.4 N O �, + + M 1.5x3 M-3x5 + t o res a res 1 1 M-1.5x3 M-3x8 •25" M-1.5x3 0.25' M-3x4 M-3x6 �1 0 M-5x8(S) M-5x8(S) 1 Y Y 1 1 1 Y 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 1 Y Y 39-09 2-00 11PROFt JOB NAME : POLYGON PLAN 3A NH - 06 G(NIEF'�X02 Scale: 0.1507 4i.' oo .17.. WARNING*: OINERAL NOTES,alas olhemhs noted: :7a 1.*under and erection contractor should be advised of al General(,rotes 1.ills design Is based onh Won the perimeters shown end Is for an individual • "' • and Warnings atom WnWba8o,commences. bonding component.ApplcmP4Hy or design pofemeters elle Near - 1 Truss: C 6 Incorporationofcomponenl Is the responsibility of the biking deftest. ' 2.2a compression web bluing moat be Welled where shown*. 2.Design assumes the lop and bottom chords to be Mainly braced al ..... .. .. 3.Additional temporary bracing to Insure Neatly during construction o.s.and at 10'6.0.respectively unless braced throughout their gbt try DES. $X: LA ls me responsibity of the tactor.Adsnonaf pemsnant bra%%or continuous sheathing such as plywood sheathing(TC)andlor*ragtag, '9 OREGSON� ' DATE: 3/12/2015 aw overall structure Is the responsibility of It bending designer, 3.2r Impact bddging or lateral bridng required when shorn•• e 'fy. �: ,. .. 4.No IoW should be rippled to any sun9nnent wale aper al basing and 4.Installation of truss Is the responsibility of the respective contactor. ".y !Q ty 1�>:j -{G SEQ. : 6206654 listeners are complete and at no ems should any toads greeter than 8.Oeaflpt aoowi busses ars io be used M a rror"coroaire environment, `lV design bead be rippled a any component area ire for•dry condition"Dross. BANS I D• 418842 9.Design assumes at b.edng et alwppods shown.Shim or wedge H ` &Compares has no antral mooed assumes no responsibility forth- neon*. it pA�J1.. ` labdsason,handing,shipment ape hntsladon of components. 7.Design assumes adequate drainage Is provided. &This design Is furnished ambled to the IMlerms set forth by 8.Plates shad be located on both taps ofruNtt .and placed so their center 1111 IIIII!H VIII IIIIlIiiio 11111 MfT SAInniCoropttTrusSoflware7 6(1L)E�wst. 10.Foorbadeonen�(pateAdrgnvWessee ESR-1311,ESR19889dlTeq EXPIRES:12/3'1/201.6 I'EI IIII This design prepared from computer input by tAAllll PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1.00 TC: 2x4 KDDF 814BTR LOAD DURATION INCREASE • 1.15 1- 2•(-1841) 511 12-13"(-180) 256 12- 1-(-1606) 485 17- 9 (-139) 139 BC: 2x4 HOOF 81SBTR SPACED 24.0" 0.C. 2- 3-(-1865) 636 13-14-(-330) 1622 1-13-( -394) 1574 WEBS: 2x4 ROOF STAND 3- 4-6 0) 0 14-15-(-409) 1835 13- 2-1 -423) 220 LOADING 3- 5•(-1519) 597 15-16-(-409) 1835 2-14.) -131) 115 TC LATERAL SUPPORT <. 12"OC, UON. LL( 25.01+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 7•(-1741) 671 16-17-1-477) 1993 14- 3=( -176) 610 BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-( 0) 0 17-10-(-568) 2163 14- S=( -651) 239 TOTAL LOAD- 42.0 PSI' 7- 8.1-2068) 730 15- 5•6 0) 316 8- 9"(-2528) 738 5-16=1 -298) 104 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10.1-2681) 737 7-16•1 -130) 691 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11•( 0) 114 16- 8•6 -481) 176 -a== BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17-) -1) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BT IBC 2012. OVERHANGS: 0.0" 24.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -309/ 1656V -264/ 2088 5.50" 2,65 KDDF ( 625) JT 10: Heel to plate corner • 2.50" 39'- 9.0" -424/ 1919V 0/ OH 5.50" 3.07 KDDF ( 625) [COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - 0.111" 8 21'- 11.3" Allowed • 1.942" MAX TL CREEP DEFL • -0.216" 8 23'- 11.3" Allowed = 2.589" MAX LL DEFL = -0.036" 8 41'- 9.0" Allowed - 0.200" MAX TL CREEP DEFL - -0.043" 8 41'- 9.0" Allowed • 0.267" MAX RORIZ. LL DEFL - 0.048" 0 39'- 3.5" MAX HORIZ. TL DEFL - 0.080" 8 39'- 3.5" 12-08-11 7-00-05 20-00 1 1 1 1 Design conforms to main windforce-resisting 6-03-10 6-00-02 0-04-15 5-06-05 1-06 4-05-04 5-03-08 5-00 5-03-04 system and components and cladding criteria. 112 1 11 1 �M-4X4+ 1 1 1 1 12 Hind: 140 mph, h-25.1ft, TCDL•4.2,BCDL=6.0, ASCE 7-10, 7.00(7' M-3x8 8 "q7.00 (A11 Heights), Enclosed, Cat,2, Exp.B, MNFRS(Dir), load duration factor-1.6, Truss designed for wind loads M-4x6 4 M-4x6 in the plane of the truss only. r S' M-Sxb(S) M-2.5x4 or equal at non-structural diagonal Inlets. o M-3x4 0.25" r • N O r + + rh '" /*N-1.5x3 M-3x5 •,, I O T (4 1.5x3 M-.x8 1.25" M-1.5 5x3 0.25' M-3x4 M-3x6 l am' M-5x8(S) 14-5X8(S) 3, 3, 3. 1 3, 3. 3, y 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 39-09 l l 2-00 to P'ROp JOB NAME : POLYGON PLAN 3A NH - C7 �' NG1Ne •`�'�/ Scale: 0.1507 . gyp �. WAMNINGR: 4t.' .' '.:78. :r �NaRAI.N07HS,unlace othsnvtse miss: . . � 3 .,.. 1.9dider and ereetoo conbador should be advised of ell General Notes 1.TNa design Is based only upon Be ammeters sham and Is for an IntIvlduet ...: Truss: C 7 and wamIngs before oon$h,cHon commences. building component Apppoabilly ofdeslgn perimeters and proper -..._.... 2.2x4 compression web bradng must be belated where shown•. Incorporation of component Is the responsl6FKy of the buildhq designer. ,►'s :.+ ..`" DES. SY: LA 3.AddBonal temporary btadrg to Insure statipty during construction 2.Design assumes Bre by and bottom chords to be laterals braced at is dna responsibility d the tedw.Addition/4 permanent braebp of r o.e and at 10'o e.respectively unless bread throughout thee length by v h continuous sheathing such as plywood sheathing(TC)endlordrywall(BG). la.OREGON�.,Y;r. DATE: 3/12/2015 the overall structure Is the resyonddpty of the building designer. 3.V Impact Medlin or latent bproedng required where shown•• - ; o., �._ SEQ. : 6206655 4.Noload asrecbaoteenbtry lime should uoycreat� tired s:Desilgnae"srmei`6 seaeto bedduseedin ly of anoomerroslve ernaironment ' ` P?' '917y'AS, , laotamneredbea plantetmsae menta bads design bares be applied*any eompomM. and me for"Ory condition' use. • PAUL h TRANS I D: 918842 S.CorrpaTma hes m carbo over and assumes no responsibility for the e.melte sesame*full bearing at e8 supporta shave.Shim or wedge a ry U.L ``,' fablaason,handing,shipment end betalleton or components. Dnntoe a adequate p • a.Tats design le furnished subject to be 4mitadons set forth by e.Mattes shad be located on both faces of buueard placed so thsbca ler .. lines I II IIIc'III ��i III I VIII IIIA�I II Wel(USA,lWINVICA In ncfI,copies of which will be fCompuTrus Software Meshed 8(I upon west 10.For basteconnnth Joint center Ines. neerorplaate design values see ESR-1311,ese.lann pdrretq EXPIRES:12 3j/'01.6 9.Dolts Imitaate size Webb in Inches. IHI1111I� This design prepared from computer input by ii PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq-1.00 IC: 2x4 KDD£ 8168TR LOAD DURATION INCREASE - 1.15 1- 2.1-2583) 554 1- 9-1-380) 2240 2- 9-1-221) 211 BC: 2x4 KODF 816BTR SPACED 24.0. O.C. 2- 3-1-2340) 553 9-10-1-229) 1927 9- 3-( -37) 492 WEBS: 2x4 RUDE STAND 3- 4-1-1694) 505 10-11-(-241) 1804 3-10.1-724) 284 LOADING 4- 5-1-1694) 491 11- 7.1-387) 2133 10- 4.1-312) 1292 TC LATERAL SUPPORT <- 12"OC. VON. LL( 25.01+011 7.0) ON TOP CHORD - 32.0 PSF 5- 6.1-2380) 532 10- 5.1-748) 284 BC LATERAL SUPPORT <- 12"OC. VON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7-(-2635) 534 5-11-1 -29) 528 TOTAL LOAD - 42.0 PSF 7- 8•1 01 114 11- 6-(-257) 210 OVERHANGS: 0.0" 24.0" IL- 25 PSF Ground Snow (Pg) .. For hanger specs. - See approved plans BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -257/ 1669V -287/ 274H 5.50" 2.67 ROOF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -346/ 1906V 0/ OH 5.50" 3.05 ROOF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL-L/240, TL-1/180 MAX LL DEFL - -0.124" @ 19'- 9.0" Allowed • 1.942" MAX TL CREEP DEFL- -0.250" 8 19'- 9.0" Allowed • 2.589" MAX LL DEFL - -0.036" 8 41'- 9.0" Allowed - 0.200" MAX IL CREEP DEFL --0.043" 8 41'- 9.0" Allowed - 0.267" MAX HORIE. LL DEFL - 0.061" 0 39'- 3.5" MAX HORIZ, TL DEFL - 0.098" @ 39'- 3.5" 19-09 20-00 Design conforms to main windforce-resisting 1 1 1 system and components and cladding criteria. 6-06-10 6-06-05 6-08-01 6-08-01 6-06-05 6-09-10 1 1 1 1 1 1 1 Wind: 140 mph, h-25.1ft, TCDL-4.2,BCDL"6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, HNFRS(Dir), 7.0017 M-4x6 Q 7.00 load duration factor-1.6, 4.0" Truss designed for wind loads 4 .yf in the plane of the truss only. M-5x6(3) 3. M-5x6(S) 0.25" 0.25" o +t o M-1.5x3 )4-1.5x3 1-4 M-5x6 00 n ' xr 14-3x4 .25" M-3x4 M-3x6 \ o M-5x8(5) l 1 j l 1 9-10-10 9-10-06 9-10-06 10-01-10 J. 1, y 39-09 2-00PR:OPE .. ... F JOB NAME : POLYGON PLAN 3A NH - C8 Scale: 0.1504 5 NGINE �0 "• qty • :7$ • r WARNINGS: GENERAL NOTES,unless oiherMse noted: t.Bolder and emotion contractor should be Weed of al General Notes I.This design m based only upon the parameters shown and N for an Individual • Truss: C8 and Warnings before eonnaceon commences. building component.App8canety of design parameters and proper , 2.aro eomprenq"web bracing must be Installed where sham+. Noarpora0on Of component is the respenslblNy of the building designer. ,. et 3.Additional temporary bracing to inure atebley during construction 2.Design assumes the top and bottom chords to be laterally braced e • DES. BY: LA is Me reaponmbBry of the erector.Additional pemanerd bracing Of X oo.and at tC o.a resew!***toilette braced throughout t eirhnf ltth by V • continuous sheathing such a plywood sheathing(TC)andfor drywall(BG). A ">+/ .bE G`ON-.�' DATE: 3/12/2015 the were structure Is the resnyMlbliry o(ihe building do brsdf. 3.2a lmmppaaect bridging or eni bracing reewree where Shown++ 7 N� .1 �' 4.No bad should be applied to any component unyl after el bradrg and 4.Insle@atton of truss a the resptobe sof the nspenNe contractor. '9 �. •��j.�1. .. SEQ. : 6206656 fasteners Ara complate and at no lime shown any loads waist man A Design assumes buena are to be used In a non-corrosive e"Nnnmen6 c .ld ere to©ry wndmon'of use. �t A design bads be tippled to any component a.Design assumes full hoodoo et mil supports shown.Shen a wedges Ut.. `,` .. TRANS • I D: 418842 a.cameyrus has no coni over and assumes no responsibility for the ...and fabdcanen,handling.shipment and installation el components, T.Design assumes adequate drainage Is pprraolded. . e.This design Is furnished sugeot to the hnitetions sat forth by 8,plates shoe be located on both Noes of Imes,end pieced so meld center 111111111111111111II11�11l11 MTekUSA,Ino,fCompuTrusSoftware 6.t3(1LW).Erepeat 10.F Indicate connector sin lateedeelpnva esseeESR•1311,ESR'I0O59.41e10 EXPIRES:12/3112016 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 14AX MEHBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE 81SBTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 554 1- 9=(-380) 2240 2- 9=1-221) 217 BC: 2x4 ROOF 814BTR SPACED 24.0" O.C. 2- 3=1-2340) 553 9-10=(-229) 1927 9- 3") -37) 492 WEBS: 2x4 KKR STAND 3- 4-1-1694) 505 10-11=1-241) 1804 3-10-1-124) 284 LOADING 4- 5=1-1694) 491 11- 7=1-387) 2133 10- 4=1-312) 1292 TC LATERAL SUPPORT <= 12"OC, DON. 11,1 25.01+01) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=4-2380) 532 10- 5=1-748) 289 BC LATERAL SUPPORT <= 12"0C. DON, DL ON BOTTOM CHORD= 10.0 PSF 6- 7=1-2635) 534 5-11=1 -29) 528 TOTAL LOAD - 42.0 PSF 7- 8=1 9) 114 U- 6=(-257) 210 OVERHANGS: 0.0" 24.0" IL = 25 PSF Ground Snow (P9) °+ For hanger specs. - See approved plans BEARING HAX VERT MAX HORS BOG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0,0" -257/ 1669V -287/ 274H 5.50" 2.67 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -346/ 1906V 0/ OH 5.50" 3.05 KDDF ( 625) ECOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: 1104/240, TL=L/180 MAX LL DEFL = -0.124" 8 19'- 9.0" Allowed - 1.942" MAX Ti.CREEP DEFL - -0.250" 0 19'- 9.0" Allowed = 2.589" MAX LL DEFL = -0.036" 0 41'- 9.0" Allowed = 0.200° )40X TL CREEP DEFL = -0.043" 8 41'- 5.0" Allowed = 0.267" MAX HORIZ. LI DEFL = 0.061" 8 39'- 3.5" MAX 90RTE. TL DEFL • 0.098" 9 39'- 3.5" 19-09 20-00 Design conforms to main windforce-resisting 6-06-10 6-06-05 6-08-01 1 6-08-01 6-06-05 6-09-10 system and components and cladding criteria. 1 1 1 1 1 1 1 Wind: 140 mph, h=25.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00)" M-4x6 "c:17.00 load duration factor-1.6, 4.0" Truss designed for wind loads 4 4.4. in the plane of the truss only. M-5x6(5) 3,1 M-5x6(5) 0.25" 0.25" a N +I M-1.5x3 M-1.5x3 4/ • M-5x6 c 7 e- -' M ., yr 1_1t o = •• -3x4 .25" 11-3x4 M-3x6 0 M-5x8(S) Y / 3 / l 9-10-10 9-10-06 9-10-06 10-01-10 l j JOB NAME : POLYGON PLAN 3A NH - C909 2-00 S tW3 4ri5s Scale. 0.1504 ? WARNINGS: GENERAL NOSES,unless otMnN»noted: _` 1.Builder and erection aonwador should be advised elan Genua Notes 1.This design Is based only upon the parameters thaws and Is fort en bdeduai Truss: C9 and Waning*before construction eonanenoen, building component Applicability of design parameters and proper 2.244 compression web bradng must be Installed whore shown+. incorporation of component is Bre resp000lbliiy tithe budding designer. !^' � ..... .. 3.Ad6tion*I temporary bracing to Insure slebliy doting construction 2.Design assumes the top end bottom dew to be laterally braced al DES. BY: LA r o.a and al 1Co.e.royally*unless wood ihrognaii igr',nnopt by r lathe responsibility ty of the erecta.Additional permanent(racing of continuous sheathing such as plywood sherdh6g(TC)andfordry«ati18C). xa DATE: 3/12/2015 the overall sbudun Is the responsibility of the building designer. 3,aspnpadbridging or lateral tinting required where shown++ 1,0AGG04 C('' 4.Noland should be tippled to any component until strait bracing and 4.Weldon of trues le the responsibility of the reaped**contractor. '/ .. SEQ. : 6 2 0 6 6 57 fasteners are complete and at no dm,should any bads greater than 5.Design assumes busses are to be used In a non.eerronie envh"mnatt t '1 Ft Y %6 ..--yl .t and are fOr'dry condition'of bee. TRANS I D: 418842 design loads be applied lo any corpaneat "wig" p R� I_ 1 5.Comp-fro has no control over and assumes no responsIbiMy forme a sarany. full km4'0 at erg appals ahovm.Shim orwedpe if _ U.� febdoe9on.bending,shipmate and Insla0aHon of components. 7.Design assumes adequate drainage Is pprorevdided. 1 p N.This design Is furnished abject to the Wisdoms set forth by 8.Plants shall be located on both faces of buss,end pissed so theft anterIPeea�rr Ipul��I l'�I� -,�II)Nlu Eli Mllek USANICA,IncJCon tuTrtn Software 8n BC8I.copies of which will be .6(11hed)E�� 10.Four sin�eonnedor plate design values see ESR-1311,EBR 19am QNTe1p r`)71erJ.'1 y3�E2016 m.Baa indicate Ore Opiatete inches. • 1E111 1 This design prepared from computer input by 11111 lul PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq-1.00 TC: 2x4 ROOF 810810 LOAD DURATION INCREASE • 1.15 1- 2-1-2585) 552 1-10=(-378) 2170 2-10•(-225} 219 6-15•3 0) 373 BC: 2x4 ROOF 810818 SPACED 24.0" O.C. 2- 3-(-2344) 556 10-11=(-230) 1834 10- 3-3 -41) 520 15- 7•(-696) 249 WEBS: 2x4 KDOF STAND; 3- 4-3-1699) 509 11-12-3 -8) 61 3-11•(-730) 284 7-16=(-134) 956 2x4 OF STAND A LOADING 4- 5-(-2266) 692 12-14=) 0) 0 11- 4=3-121) 681 IL( 25.01+01( 7.0) ON TOP CHORD= 32.0 POP 5- 6=1-2256) 533 13-15-(-361) 2364 11-13•(-142) 1315 TC LATERAL SUPPORT <- 12"0C. DON. DL ON BOTTOM CHORD - 10.0 PSF 6- 7=1-2830) 555 15-16-(-603) 3056 4-13-(-372) 1131 BC LATERAL SUPPORT <- 12"OC. UON. TOTAL LOAD- 42.0 PSF 7- 8-1-4065) 797 16- 8-(-652) 3342 12-13.) 0) 75 8- 9-) 0) 114 13- 5-1-400) 273 OVERHANGS: 0.0" 24.0" LL • 25 PSF Ground Snow (Pg) 13- 6=1-624) 170 +s For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -246/ 1669V -285/ 272H 5.50" 2.67 KDDF ( 625) 39'- 9.0" -334/ 1906V 0/ OH 5.50" 3.05 HOOF ( 625) )COND. 2: Design checked for net(-5 psf) uplift at 24 5oc spacing.) VERTICAL DEFLECTION LIMITS: LL-L/240, TL"L/180 MAX LL DEFL= -0.164" 8 25'- 6.1" Allowed • 1.942" MAX TL CREEP DEFL - -0.327" @ 25'- 6.1" Allowed " 2.589" MAX LL DEFL • -0.036" 0 41'- 9.0" Allowed • 0.200" 19-09 20-00 MAX TL CREEP DEFL • -0.043" 8 41'- 9.0" Allowed - 0.267" 1 6-07-03 6-06-14 6-08-10 5-06-08 5-08-08 5-06-12 3-00-011 MAX HORIZ. LL DEFL - 0.092" @ 39'- 3.5" 1` ,/ T 1 T 1' 1 1 MAX NORIE. TL DEFL • 0.153" @ 39'- 3.5" 12 12 H-6x8 'Z17.00 Design conforms to main windforce-resisting 7.00system and components and cladding criteria. 6.0" 4 .hf Wind: 140 mph, h-24.5ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNERS(Dir), M-5x6(S) load duration factor=1.6, 0.25" M 1.5x3 End Truss edesigned)for are windoloadssed o wind, 3 M-5x6(S) in the plane of the truss only. cs 0.25" t o M-1.5x3 z /\ • -3x5 c 14-5x6 Al .'"'".:114 � M-5x6 0 1 A \ 1 "1+ t 4 x4 1.25" M-1.5x3 c M- x4 M- M-5x6 1 M-5x8 M-3x4+ M-6x10(5) M-3x4+ 7 27 0 - 12 l ). / ). / y 9-09-12 j 9-11-04 l 5-08-04 1-01-124-10-04 5-06-12 2-09 yy y 25-07 1 Y 11-05 2-09 y-00 l 26-07 1-00 13-02 Y 1, 39-09 2-00 F,(S PROF�sS 5�� /0.. JOB NAME: POLYGON PLAN 3A NH - C10 <0. �GtNfi FR ..: : Scale: 0.1294 WARE Glia GENERAL NOTES,unless°themise noted: .. . 1.Milder end erection contractor should be advised of el General Notes 1,Thls design Is lased only m upon the p"rwlers shovm and Is ler an IndMdual .,. Truss: C10 and Warnings beton construoaon commences. building cannoned.Applhcablity o)design peremeten and proper 2.2(4 comprealonweb bracing most be installed where shown+. Inoorpaatan of component b the respmsb of the bulking designer. �y sig ,_......: .. teasing to Insure stability 1.Addkodsl temporary teasing during construction2.Design assumes the op and bottom chola tole laterally bread MDES. BY: LA h the responsibility of the erector.Additional permanent Ening of 2 OA and at 10'o.c,respectively unless Mand throughout t hek length by (i � DATE: 3/12/2015 axlimeussMan or ng hdMadan as dshesdiw ereshoNordrywe 9";.OREGON' K" the want structure k the responsibility Ohio building designer. 9.b<In�ppaadct bridging or Island bracinga requited wham shown++ 4/6, - �0`iir 4.No load should be gppled to NW component unit alter all Ming end 4.Installation el truss Is tie Imponeldmy of the respective contractor. .. �_v 1 SEQ. : 6206658 falenensrecomplete andatnote.should coy leans greater gan 6.Design assumes bussesmtobsused Inanoncormdveerwironment ••T ��RY I y design bade M sealed to any eenporenL aril aro ror'dry eont l of ase. �t`.jIJ.A' P�`�.- TRANS ID: 918892 5•CompuTnn Ms no control war and assumes no responsibility for to 8 �doem,,aamam bearing datisuppona smarm.Shim or wedge If .PAUL fabda8o5,handing,shipment end batalason of components. 7.Design assumes adeaah drainage W provided. " . 5.Thls design Is furnished subMd to Me Inea5ons set forth by 8.Plates shelf be loatedpoonNboth faces threee,end placed so their cenW 110111111111111111 111 I11111ft MIT SAtnlBC./Coml nTrug ch MI he famished i(1 L}E�essL 9.ONes t baicceenedo rplate design valves see EBR 1217.ESR 1955 gATeW EXPtR S:12/31/2016 1111 1 This design prepared from computer input by Illllllll 8 i PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1,00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 1- 2-(-2585) 552 1-10-(-378) 2170 2-10•(-225) 219 6-15•( 0) 373 BC: 2x4 RODE 0166TR SPACED 24.0"O.C. 2- 3-(-2344) 556 10-11-4-230) 1834 10- 3-( -41) 520 .15- 7•(-696) 249 WEBS: 2x4 KDDF STAND) 3- 0)-1699) 509 11-12•( -8) 61 3-11-)-730) 284 7-16•(-134) 956 2x4 DF STAND A LOADING 4- 5-1-2266) 692 12-14-) 0) 0 11- 4-(-121) 681 LI( 25.0)+DL( 7.01 ON TOP CHORD • 32.0 PSF 5- 6-(-2256) 533 13-15-(-361) 2364 11-13-1-142) 1315 IC LATERAL SUPPORT <- 12"OC. DON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7•(-2830) 555 15-16-1-603) 3056 4-13•)-372) 1131 BC LATERAL SUPPORT <- 12"0C. VON. TOTAL LOAD- 42.0 PSF 7- 8-(-4065) 797 16- 8-(-652) 3342 12-13-( 01 75 8- 9-( 01 114 13- 5-)-400) 273 OVERHANGS: 0.0" 24.0' LL • 25 PSF Ground Snow (Pg) 13- 6•(-624) 170 s* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -246/ 1669V -285/ 2728 5.50" 2.67 KDDF 1 625) 39'- 9.0" -334/ 1906V 0/ OH 5.50" 3.05 KDDF ( 6251 (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0,164" A 25'- 6,1" Allowed - 1.942" MAX TL CREEP DEFL - -0.327" 8 25'- 6.1" Allowed - 2,589" 19-09 20-00 MAX LI DEFL .. -0.036" A 41'- 9.0" Allowed • 0.200" r MAX TL CREEP DEFL • -0.043" A 41'- 9.0" Allowed • 0.267" 6-07-03 6-06-14 6-08-10 ' 5-06-08 5-08-08 5-06-12 3-00-06 1 T 1' 1' 1 1' 1' 4' MAX HORIZ. TL DEFL - 0.092" A 39'- 3.5" 12 12 MAX HORIZ. TL DEFL .• 0.153" A 39'- 3.5" 7.00 d M-6x8 `z:37.00 Design conforms to main windforce-resisting 6.0" system and components and cladding criteria. 4 ,f.f Wind: 140 mph, h-24.5ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, M-5x6(5) ! (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor-1.6, 0.25" M-1.5x3 End vertical(s) are exposed to wind, 3� Truss designed for wind loads M-5x6(9) in the plane of the truss only. r • 0.25" M-1.5x3 rn �4-3x5 14-5x6 �� M-5x6 ' # M- x4 -i,25" M-1:5x3 o M- x9 M-5x6 ' to M-5x8 M-3x4+ M-6x10(5) M-3x4+ 3.27 cm,- 12 J. J. J. 1 ) J. Y 1 1 9-09-12 9-11-04 5-08-04 1-01-124-10-04 5-06-12 2-09 1 1 1 1 25-07 1 1 11-05 2-09 j-00 1 26-07 1-00 13-02 39-09 2- 00 JOB NAME : POLYGON PLAN 3A NH - D4 5`` tote ss�o Scale: 0,1294 WARNINGS: - MINERAL NOTES,unieaeolhetwtes noted: $-. .. . 1,Builder and erection auhaeter Sboule be edvlsed of a6 oaneral Notes 1.TNe design is bleed only upon the parameters shown and Is reran Individual . ' Truss: D4 and Warnings bkon oonahuaton Gonane noes. building component.Applicability of design A 2n4 compression was APP N 8a parameters budding gegen - - - btadngmustWIrnclaiadwhereshown+, Cosign assumes thetopnl laaRthe m cords liyyelateally brged al r. ' A Additional temporary bradng 10 insure stab y dudng constructon 2.Delon ndtitWY Y Bre top and eu em chords lo cad t laterally booed, -- - DE S. BY: LA Is the responsibility of the erector.Addleoal permanent bracing of 2'n in cad at tryhin respectivelysuch asplywood ood s braced throughout&� length). L. S . DATE: 3/12/2015 the overall structure 1s Na continuoussheathingreuohs<pywood shed hares own responsibility of bugdng destgner• 3,2a)raga&bdd�rg or literal bracing required wham shown•+�"'W�• '9A` O��GO�.�� : . . 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the rosponstmiy of the reseals*entracte r Y�J Z ' ' SEQ. : 6206659 fasteners are eempieta and et no line shoald spy bads gtea(ereren s.Oesign assumes tunas IN to be used In s nen-connive environment, . j9,.. Y -16 ,. design beds ba apple&to any component. and are Mr*dry condition"of use. /r' q,1� • TRANS I D: 418842 6.ComPUT,ws Ms no control mar and assumes no responsibility forme e't> aesvn:u N8 49000110g s�polbshOwn.MUM or wedge K Pry UL R`'' fabdaOon.handling,shipment and bndallaeon of components. 7.Design assumes adequate drainage is prmrlded. 11111111111111 IT III I VIII III�I IIIN I I IIID 6,This&reign la Nestled sugeet to the pneaRorsset forth by a.Plates shalt be located on both fees of Truss,end placed so Net anter TPI/W CAinSCSI,copiesofwidohwetbefundeeduponrequest e,lines Digits etndoaeMtte nptc ire to EXPIRES:12/31/2016 Muck USA.IncJCampuTrus Software 1.6.7(1L)-E 10.For bash connector plate design values see ESR-is11,ESR•teln(MITA) IRE 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" TBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq.1.00 TC: 2x4 RODE #16010 LOAD DURATION INCREASE - 1.15 1- 2-( 0) 114 2-11-( -738) 2233 3-11•)-260) 296 16- 8-(-698) 416 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3=(-26561 1050 11-12-( -513) 1862 11- 4-(-103) 554 8-11.1-302) 962 WEBS: 2x4 ROOF STAND; 3- 4-(-2405) 1043 12-13.1 -18) 61 4-12-(-752) 500 2x4 DF STAND A LOADING 4- 5•(-1718) 926 13-15•( 0) 0 12- 5=(-269) 695 LL( 25.0)0L( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-1-22871 1248 14-16-1 -774) 2382 12-14-1-211) 1328 TC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF 6- 1-1-2277) 1030 16-17-(-1180) 3076 5-14-(-681) 1133 BC LATERAL SUPPORT <- 12"0C. UON. TOTAL LOAD - 42.0 PSF 7- 8-1-2851) 1097 17- 9.1-1280) 3364 13-14-) 0) 75 8- 9-(-40911 1565 14- 6-1-400) 454 OVERHANGS: 24.0" 24.0" LL - 25 PSF Ground Snow (Pg) 4-10-) 0) 114 14- 1=1-625) 293 7-16-1 -6) 373 .31 2: Neel to plate corner - 2.50" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -332/ 1908V -293/ 293H 5.50" 3.05 KDDF ( 625) . 40'- 0.0" -332/ 1908V 0/ OH 5.50" 3.05 RODE ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.036" 8 -2'- 0.0" Allowed - 0.200" 20-00 20-00 MAX TL CREEP DEFL - -0.043" 8 -2'- 0.0" Allowed - 0.267" MAX LL DEFL - 0.187" P 25'- 9.1" Allowed - 1.954" 6-10-03 6-06-14 6-08-10 5-06-08 5-08-08 5-06-12 3-00-08� MAX TL CREEP DEFL - -0.334" 8 25'- 9.1" Allowed - 2.606" 4 4 f 1' { f 4 1 MAX LL DEFL- -0.036" 8 42'- 0.0" Allowed = 0.200" 12 12 MAX TL CREEP DEFL - -0.043" 8 42'- 0.0" Allowed - 0.267" 7.00 M-6x8 Q 7.00 MAX BORIS. LL DEFL- 0.094" 8 39'- 6.5" 6,0" MAX HORIZ. TL DEFL -' 0.156" 8 39'- 6.5" 5 oh! o Design conforms to gain windforce-resisting M-5x6(5) ! system and components and cladding criteria. porpo, 0,25" j4-1.5x3 Wind: 140 mph, h-24.5ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, ,a M-5x6(S) load duration factor.1.6 Cat.2, Exp,B, MWFRS(Dir), End vertical(s) are exposed to wind, 1N 0.25" Truss designed for wind loads 7 in the plane of the truss only. M-1.5x3 r ol M-3x5 • �i` M-4x8 1 Vii:r- lfi+ � o 1/ M-3x6 M-3x4 1.25" M 1.5x�s ,, M- x9 M-5x6 g o M-6x10(5) H-5x8 M-3x4+ . M-3x4+ 3.27 cm 12 1 10-00-12 y 9-11-04 } 5-08-04 1-01-124-10-04 y 5-06-12 2-09 2-00y 25-10 l 11-05 2-09 y-00 26-10 1-00 13-02 l / y 2-00 40-00 2-00 ()PRa4s i JOB NAME : POLYGON PLAN 3A NH - D35: ‘ GINE .:°2�, Scale: 0.1363 78 WARNINGS: GENERAL NOTES.unless otenlsenoted: . 1.Bulkier end erection matador shovel be advised of all Genera Notes 1.This design Is based easy upon Bre peranielers show end Is for an h+dM dueI Truss: D3 end Warinea before coaswdfon°eminences. bolldl"D sonVonent.Appllad0y of design parameters and proper ^.. 2.24 compression web bradng must be lnstoled where shown+. incorporation of component Is the tesponslbily of the Making aligner. Z Design assumes the top and Whore dtords to be laterally braced .. .. 1.Additional temperer,)Waring to insure MOW during constmfUon 7 o a and at 10'o e,respectively unless throughout theirlelengthb f ' DES. BY: LAis tro responsibility atm erection.Mtlltiorml prmarard bracing of continuous sheathing such as Wooed shtething(1'C)andlorayvrao(Bc7. �.d 'lT ofIE�7,O'N'QN ; DATE: 3/12/2015 the overall structure Is the reaponslbmty once building 4.0110 t. 3.2t1mpad bridging or Metal bracing requited where shown+4. -..y G:. 2 .Q`�. 4.No load should be eppned to any component end alter di bradng and 4.Inslesegon of truss Is the resperwblIt of the respective contractor. + 9'. ..AIRY 15 .-�/ SEQ. : 62 0 6 6 6 0 fasteners are complete and at negme should any bads greater then B.Design assumes trusses are to be used In a eomconedve environment ...9 O/ design loads a appled Warty component and are for miry rue bearing of use. .,p. R.. TRANS I D: 418842 5.Compunw has no control over and assumes no responsibility for the 8,Design assumes not beads a ell supports shown.Shim or wedge If !Q V�... Wdtca5on,haedtng,slipment and Imtetlegon al oomponems. 7,Design anecessaryssumes edegaste drainage feral, 6,This design Is hrmkbed sub)ect to me Imitations set forth by g,plates shop bre locatedplon both tapas as. rxl placed so their cantor 11111111111U I1111111�H i ft p� MTITCk USA,InCSCanWrT vs Softetbe Cr 6.7(1)-z request 1o.Fo°�doaconnectorshe°ofete dtesip nvefuess.e ESR 1311:E8R•IB11e(hgTek) EXPIRES:12/31/2016 IINIIII(IIfl This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 OF 2400F; LOAD DURATION INCREASE - 1.15 1- 2-( 0) 114 2-15-(-1004) 2240 15- 3•( 0) 222 11-23•( -44) 291 2x6 RUDE 011810 T3 SPACED 24.0" O.C. 2- 3-(-2741) 1390 15-16-(-1006) 2238 3-16-( -309) 194 23-12-(-724) 423 BC: 2x6 KDDF 816870 3- 4-(-23731 1382 16-17-(-1098) 2343 16- 4-{ -397) 841 12-24-(-450) 1022 WEBS: 2x4 KDDF STAND; LOADING 4- 6-( 0) 0 17-18-(-1160) 2466 16- 5-( -662) 418 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD• 32.0 POE 4- 5-(-1967) 1250 18-20.) -47) 96 5-17-( -27) 278 DL ON BOTTOM CHORD• 10.0 POE 5- 7-{-2353) 1479 20-21-) 0) 0 17- 7-( -246) 107 TC LATERAL SUPPORT <- 12"0C, UON. TOTAL LOAD• 42.0 PSF 7- 9-(-2469) 1552 19-22-(-1238) 2470 18- 7•( -181) 199 BC LATERAL SUPPORT <- 12"OC. DON. 8-10-( 01 0 22-23-(-1233) 2539 18-19-(-1120) 2387 LL - 25 PSF Ground Snow (Pg) 9-10-(-2171) 1341 23-24•)-1642) 3249 7-19•( -112) 87 "'""'"-----= 10-11-(-2578) 1504 24-13-(-1790) 3566 20-19-( 0) 86 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12-(-3007) 1588 19- 9-1 -93) 366 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13-(-4278) 2158 9-22-) -680) 474 --'•------•-------•------------------ 13-14-( 0) 114 10-22-( -556) 1017 BOTTOM CHORD CHECKED FOR LOPS!'LIVE LOAD. TOP 22-11-( -457) 253 OVERHANGS: 24,0" 24.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) vertical members (uon). 0'- 0.0" -438/ 1908V -173/ 173H 5.50" 3.05 KDDF ( 625) 40'- 0.0" -438/ 1908V 0/ OH 5.50" 3.05 ROOF ( 625) ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "or spacing.] VERTICAL DEFLECTION LIMITS: LL-1/240, 11-1./180 15-11-11 8-00-10 15-11-11 MAX LL DEFL• -0.032" @ -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL • -0.039" 8 -2'- 0.0" Allowed • 0.267" f '( f f MAX LL DEFL • 0.190" 8 20'- 7.0" Allowed - 1.954" 5-11-12 5-05 4-04-08 4-09-12 3-09-12-05-N09-03 4-02-02 4-02-02 3-00-08 MAX TL CREEP DEFL • -0.301" 8 20'- 7,0" Allowed = 2.606" 1' f f f 1' f f f f f 1' MAX LL DEFL --0.036" 8 42'- 0.0" Allowed • 0.200" 11-09-08 11-09-08 MAX TL CREEP DEFL •-0.043" 8 42'- 0.0" Allowed- 0.267" f 12 f (4-4c4 8 M^3X4 f 12 f MAX 00811. TL DEFL - 0.125" 8 39'- 6.5" 7.00 P "c:17.00 ::::gnHe:::::::sE::1::iesd,w::::::c::::::5tIMN:RSIDir), in windforce-reaist]ng M 9X6 M- x8 M-4x6 em pons and cladding criteria. 4 � � s g M-5x6(5) M-5x6(5) T� .- a Wind: mph3fCDL-4.2,BCDL•6.0, ASCE 7-10, 0.25" sed, Cat.2, Exp.B, HNFRS(Dix), 0 0'253 /" �1 load duration factor-1.6, t End verticals) are exposed to wind, A A!, � MM 3x5 Truss designed for wind loads t in the pane of the truss only. M 4x12 0 I It 1••••40 -t o M-3x8 M-3x4 `` "`�4 , M-3x10 M-1-.5x3 M-3x8 b.25" .M-.x6 14-7x8 o M-6x8 c M-1.5x3 M-3x4+ M-7x8(S) M-3x4+ 3,27 0 12 1 / / ,/ / ) / 1 / 3. 3' l ! 5-10 5-05 4-09-12 4-08 4-11-081-0 y11--1i -154-03-14 4-02-02 2-09 y y 2-00), 25-10 , 1 11-05 2-09),2-00 i 26-10 1-00 13-02 1 1 2-00 FROP4 JOB NAME : POLYGON PLAN 3A NH 40-00 D2 2-00 _- �� e . oz. Scale. 0.1335 , 2 WARNINGS: GENERAL NOT ,unNssolhemiae tided: " ' -'!� _r ES t.Builder and erection contractor should be advised of d General Notes 1.This design a based only upon the parameters shown and Is for an IndMdeel - Truss: D2 end Warnings before anabuotion commences. building component Applicability of design parameters and propel / - 2.214 compression web beadng must be Installed where shown+, incorporation of component Is the responsibility of Iha bWNing designer, 3.Additional temporary bracing to Insure stebitity during construction 2.Dellen assumes the top and bottom chords to be latefehe braced at . DES. BY: LA ISNo toal temporary of the ng to Inf.ureAdrsSOMI permanentcohreokg of 2 o.a and at ter'c.a.respectively WON deeedthreogiqut Nair!IMP by ` .... .:h.. . oanassous sheathing such es plywood sheathing(TC)sndbr dowagBC} '.:.0 GON'. w' DATE: 3/12/2015 the creel structure lathe responeibaty of the b,akang dating. S.2x Impact bridging urn a lateral bracing required wham shown++ -1p , /L, ,.0.' SEQ. : 6206661 4.No toed should be women ere oomph and at no component strode any beds praeta than 5.Oee�deeeSsuUsbftlion Meoboneessa obetlWof aeeanccacro*Weemk�red. 11 �AI Fly AS '4j` TRANS I D: design bads be rippled to any component and ere for'dry condition'of We. V 8 8 4 2 5.compuTnn hn no mann over and assumes no responslbeity for s•O umes roti bearing a a8 auppode$hown.Slim or"dge 11 .Ftl..0 L W II'' I11'IgI �ppplpl�(�1�� I �piN� abdodesignadoo,handing,nNpment and Installation of components. 7.Design assumes adequate drainage Is provided. f 11181 e I Ili 111111 1 111 'SN 1811 III @8[ 8.This VTCA Islen eof which the l fu ns seteforth r S.Plates shell withh Inln on both htps o1 truss and placed so Nefraeaer TFUVYTGin BCS(.copies dwhich wig he furnished upon request. a iDtgla Indlcatt,siof pate Iii arches. EXPIRES:12/31/201.6 Mll'ek USA,Mc./CompuTrue Software 7.6.7(71)-E to.For basic connecorpate design vetoes see ESR-1311,RSR-1955(eITek) IIII r, a: This design prepared from computer input by Ip' II` 'I} PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP-1) SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 41R/DDF/Cq=1.00 TC: 2x4 OF 24001; LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2.( 0) 114 2-1S"(-1185) 4537 15- 3=( 0) 331 11-23.) 0) 457 2x6 KDDF I1&BTR T2 2- 3=(-5477) 1552 15-16=(-1189) 4534 3-16.) -390) 273 23-12-(-1180) 207 BC: 2x6 EDDY 01611TR LOADING 3- 4=(-5115) 1707 16-17-(-1637} 5178 16- 4-( -380) 1549 12-24-( -398) 2022 WEBS: 2x4 NODE STAND: LL - 25 PSF Ground Snow )Pg) 4- 5=( 01 0 17-18-(-1719) 5409 16- 6=(-1453) 684 2x4 DF 2400F At • TC UNIF LL( 50.0)+DL( 14.01- 64.0 PLF 0'- 0.0" TO 12'- 0.0" V4- 6=(-43531 1516 18-20"( -55) 170 6-17-1 -26) 451 2x4 KDDF #IOBTR B TC UNIF LL( 100.0)+DL( 28.01- 128.0 PLF 12'- 0.0" TO 28'- 0.0" V6- 7"(-5198) 1890 20-21"( 0) 0 17- 7") -372) 173 TC UNIF LL( _50.0)+DL( 14.0)- 64.0 PLF 28'- 0.0" TO 40'- 0.0" V7- 8-(-5480) 1961 19-22-(-1711) 5481 18- 7-( -419) 331 TC LATERAL SUPPORT O. 12"OC. UON. BC UNI1 LL( '0.01+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 40'- 0.0" V8-10-(-4803) 1651 22-23-(-1430) 5261 18-19-(-1676) 5278 BC LATERAL SUPPORT <- 12"OC. UON. 9-10-( 0) 0 23-24=1-1584) 6420 7-19-) -48) 107 IC CONC LL( 500.0)+1)1( 140.01= 640.0 LBS 0 12'- 0.0" 10-11-(-5601) 1871 24-13-(-1724) 7047 20-19=( 0) 128 ..........a=---------------....-"----- TC CONC LL( 500.0)+DL( 140.0)- 640.0 LBS @ 28'- 0.0" 11-12.1-6163) 1810 19- 8=( -161) 683 NOTE: 2x4 BRACING AT 24"0C UON. FOR 12-13"(-8418) 2171 8-22=1-1537) 732 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14") 0) 114 10-22") -568) 1945 ...0----------------....... REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. 22-11-( -5471 267 OVERHANGS: 24.0" 24.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HOBE RAG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.1N. (SPECIES) 0'- 0.0' -943/ 3460V -171/ 111H 5.50" 5.54 KDDF ( 625) 40'- 0.0" -943/ 3460V 0/ OH 5.50" 5.54 KDDF ( 625) (COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL."L/180 MAX LL DEFL - -0.032" 8 -2'- 0.0" Allowed - 0.200" MAX TL CREEP DEFL- -0.039° 4 -2'- 0.0" Allowed - 0.267" MAX LL DEFL - -0.309" 0 20'- 7.0" Allowed - 1.954" MAX TL CREEP DEFL - -0.615" @ 20'- 7.0" Allowed " 2.606" 0-06-14 0-06-14 MAX LL DEFL - -0.036" @ 42'- 0.0" Allowed - 0.200" 11-11-11ff 16-00-10 11-11-11 MAX TL CREEP DEFL = -0.043" @ 42'- 0.0" Allowed - 0.267" ' 5-11-12 5-05 /3-09-09 4-09-12 5-03 2-02-45 4-02-02 4-02-02 3-00-08f MAX HORIZ. LL DEFL - 0.151" @ 39'- 6.5" 4' 1 i T 4' { 4 44 T f T MAX HORIZ. TL DEFL - 0.250" 0 39'- 6.5" 11-09-08 11-09-08 Design conforms to main windforce-resisting �56gg gq g 1 system and components and cladding criteria. 1 12 M-4 12Op M- x4 M-3x8 M- x4 2 495x10 12 8 �0 Q 7.00 Windt 140 mph, h-22.1ft, TCOL-4.2,BCDL"6.0, ASCE 7-10, 7.00 j. _ _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 31t 4 load duration factor-1.6,M-3x4 End verticals) are exposed to wind, a ::.:A _ : _ , P. M-4x8 M- x4 M15x3 M38 125" M- x8 M- xU ok =M-8x8 0 M-1.5x3 M-3x4+ M-7x8(5} M-3x4+ 3.27.. 12 l l ). ). J. 1 1 l ,i Y y 5-10 5-05 4-09-12 4-08 4-11-061-01-L -154-03-14 4-02-02 J. ) Y ) y 2-00 25-10 y j 11-05 2-09 y-00 • 26-10 1-00 13-02 y i ) . 2-00 40-00 2-00 PROS 5�NGIiNr�'S''��`' JOB NAME : POLYGON PLAN 3A NH - Dl • Scale: 0.1244 4 r-. v;78 r WARNINGS: GENERAL NOTES,miles'otheretse noted: .... 1.builder and etec$on contractor should be advised Mali General Notes 1.This design Is based only upon the pwameters shown and is bran lndvlduel Truss: D1 and Warnings Benue ton tnweon commensal, building component.Applcahiely of design pareOmMre and 2 214 compression web bradng must be Installed where sham e. Incorporation of comports/Ms the responsibility of the Isdkprn ner. ced a 3.Addmodwi tempOreq agoing b Insure stability doling consauWon 2•Design 111,00003 the top and bottom chords to be throughout bra DES. B Y: LA is the of Ute erector.Additional permanent bracing of 7 o.c.ale 0110'o c.respectively unless bracedthrwphout gwh le by t Y X45 respmmHy M R continuous shoeing g such as pywood ehea0dng(TC)ancrod tl ). A".-+DR.EGON`. . DATE: 3/12/2015 lin overall structure Is the responsibility of Ma bulldog designer. 3.2t Impact brWging or lateral bracing required where shown++ _ P0. 'yZd". 4.No bad should be applied t0 any component until after ell bracing and 4.Installation of truss Is the respdrlsndlIy of the respective contactor. _ n„ b i�j.' ,!! SEQ. : 62 0 6 6 6 2 fasteners ase comma and at no ams shock!any loads greater than s.Design assumes busses are to be used in a non•cor,osivs environment ,7 ,7 Y �v' design bads a eppied b ore component ane ore for'dly condmon'of dee. .F): >��' . TRANS I D: 418842 s.Compdfrus las no comm.'over and assumes no responsibility for Ore S.Design xi c fop iUdd.d at all summits shown Ulmer wedge if R.0 L Macedon,handling,aldpmeM and lnstaRs400 of oomponente. 7.Design assumes adequate drainage 1/pqrovkled. 8•This design Is furnished eubled 10 the lnsta0ons sef forth by 0.places deaths located on both faces of Miss.and placed so their center iINTI alb 111 I N II I @{(ii I�1 o I11 TPINVTCA b SCSI,copies of which will be furnished aeon Musa g.Ines��b h la M cense liteen.. EXPIRES: 21311201.6 '11 IIIIWII 11111 lI 811 1 Mffek USA`)nc'/CompuTrus Software 7.6.7(1 L)-Z 10.F07 basic connector plate design values sea ESR-131%ESR-1958(MITek) 1E11111 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IRC 2012 MAX HEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 8150TR LOAD DURATION INCREASE- 1.15 1-2-( -3) 141 5-6=(-261) 253 5-2-(-473) 238 BC: 2x4 KDDF 81EBTR SPACED 24.0" O.C. 2-3-(-140) 126 2-6-(-220) 238 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6-3=(-148) 158 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0" 0'- 0.0" -70/ 511V -111/ 159H 5.50" 0.82 ROOF ( 625) LL - 25 PSF Ground Snow (Pg) 4'- 1.0' -89/ 203V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREHENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.029" 8 -2'- 0.0" Allowed - 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.036" 0 -2'- 0.0" Allowed - 0.267" MAX TC PANEL LI DEFL - 0.025" 8 2'- 1.0" Allowed = 0.246" 3-09-04 0-03-12 MAX TC PANEL TL DEFL - 0.028" 8 1'- 6.9" Allowed - 0.369" f f f 12MAX HORIZ. LI. DEFL - -0.001" 8 3'- 7.5" 7.00 MAX HORIZ. TI DEFL - -0.001" 5 3'- 7,5" M-1.5x3 4 -r Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-15ft, 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. b• 14-3x4 -r ,. 1-• J 1 li :a Ir, 0 ch O t N m wow I (2A- r- -,•• -,•• M-1.5x3 M-3x4 1 J, 1- 2-00 4-01 :OttU -N.QFA$S, JOB NAME : POLYGON PLAN 3A NH - E2 Scale: 0.4167 BFR p� WARNINOL: GENERAL NOTAL,unless omendae noted: ."itt :: O� 1.Builder and erection contrutorshould be advised of a8 General Notes 1.This design n based only upon an parameters shown and n for en hldlvldual _" - . i..78 5. Truss: E2 and Warnings Lepra construction commeilns, beelike,component APPIwbINY m design aerometers end tors n 2.act compression web bradng must be Installed valeta shown•. Moorporation of component%the reapormlbRty of me MINIM mac 3.Additional temporary 2.Desi assumes the hip and bottom chords to be Ira DES. BY: LAmparary bre gr et Ir.Ad stet**MOW nmm�waon 8 o.a and a1 WO p.c.respectively unless braced throughout Mehien h Is the responsibility arae erector.AddNorwl permanent leading of continuous sheathing such as plywood aha nd1orayw �8c v y. DATE: 3/12/2015 me overall ebucWre n the yeapolemlity Of the ndhimg designer. 3.tx Inspect bridging dr lateral bracing reywred'w�n mown.. +4,_OFIEGON., SEQ. : 6206663 4.No bad should be applied b any component unN otter ell bmdlg and 4.Installation atoms n the reeponaictity otthe respective contractor. 1 t�� mamma are complete and et no time should any bade greeter man 5.Tadao resumes busses are to be used In■non-centavo environment, : ..•. '.1(�Y j CJ - .0- TRANS TRANS I D: 418842 design pads be spaded to tory oormionsM 6.Design aeu assumes MSI beamdna T �v a.Compares nos no aantrd war and assumes no rosponspmly for g at ad supports shown.Mimorwedge if ryUL. febdcefoe.handling,shipment end wwtalta6on of components. 7.Design assumes adequate drainage to prnmae 8.4179WTCA In This deatgnn furnished'objectof which arellbe donsWashed set upon 8.Mates shag be coincide with joint on both fanso bf use,area plated so their center EXPIRES:. .. . I Ili iI� NI Ell 111111111-:„1111 iTekV A,IBnciCompuT Software? request.6(IL).E10� nectorpWedesgnvelureseeESR-1311.ESR-Weba5lt1e14 '(ti311201fi 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1.00 IC: 2x4 KDDF 014BTR LOAD DURATION INCREASE • 1.15 1-2-( -3) 141 5-6-(-261) 253 5-2.1-473) 238 BC: 2x4 KDDF 8160TR SPACED 24.0" 0.C. 2-3-1-140)01266 2-6.(-220) 238 6-3•(-148) 158 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT O. 12"0C. UON. ILI 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD - 42.0 PSF LOCATIONS MAXCTIRTS MAXCHIRNS SIZE RE.UI, (BPGCIRE) 0'- 0.0" -70/ 511Y -111/ 159H 5.50" 0.82 KDDF ( 625) OVERHANGS: 24.0" 0.0" LL - 25 PSF Ground Snow (Pg) 4'- 1.0" -89/ 203V 0/ OH 5.50" 0.32 KDDF I 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMIT3: LL-L/240, TL•L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.029" 8 -2'- 0.0" Allowed= 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.036" B -2'- 0.0" Allowed • 0.267" MAX TC PANEL LL DEFL - 0.025" 8 2'- 1.0" Allowed - 0.246" 3-09-04 0-03-12 MAX TC PANEL TL DEFL - 0.028" 8 1'- 6.9" Allowed- 0,369" 12 ( MAX HORIZ. LL DEFL - -0.001" P 3'- 7.5" MAX HORIZ. TL DEFL • -0.001" 8 3'- 7.5" 7.00 P. M-1.5X3 q Design conforms to Hato windfo[ce-reaiating . .. �- system and components and cladding criteria. Hind: 140 mph, h•15ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 I f o 1 e 0 1 01 O I N E OG I t'- f5n ='a 6 -ye M-1.5x3 M-3x4 l y 3. 2-00 4-01 ;e4.1:14;; JOB NAME : POLYGON PLAN 3A NH - E3 �, �N Scale: 0.4767 �V WARNINGS: GENERAL NOTES,unless oiwnne noted: • ......... e7$ 1.Bulkier end erection contractor should be atoned of all General Notes 1.This design Is based only upon the Geometers shown and is for on individual . and Wbnlnas balers oomhucaon commences. bdldsg conmor*m.Applloabtity ofdeNgn perimeters and r ::-,Truss: E 3 Incorporation of omroonent Is the responaroEN of the building designer. • :.:- 2.2r4 compression wale bracing mint be IeteBed where Mean�. 2.Design assumes the top end bottom chores to be laterally traced at 3.Additional temporary leading to Insure stability during construction Z'o,c.and at 10'o.c,responds unless braced throughout Moir length by DES. BY: LA a,Uta reaponsitd0y of the erector..Additional permanent bradng of oornlnuous sheathing sudt as*wood sheatdng(FC)andfor drywolKBC) �1�'° OREGON*.0° DATE: 3/12/2015 11w overall structure Is the responsibility of the building designer. 3.7x impact bridging or lateral bradnp reghdred where shown•* 7 (y 4.No load should be tippled to any eonpm an unit ager an Oradea ern 4.lnats8stlon of hues Is the nespondblmy of the responds.contractor. :,. !Q Y �t3 (G SEQ.: 6206664 Iaugnars an complete sod at no nun should any bads(patar than S.Design assn^**wanes are to be used In a non-concave endrom*nl Design bads be rippled to any cotnponanl mA are Wr"dry full bream; re"of nae. A TRANS I D: 418842 5.Compuhua hos no control over and assumes no responsibility for the S'nes asunhsa f robe°I u".supports shown.Shim or wedge if PAUL S. bbbedon,banding,shipment and instetoton at components. 7.Design assumes adsawto drainage Is provided. S.This design Is TPIMrtCAIe SCSI,aeed subject to the *of ell Imitations t tioNnisset forth by upon request. s Mies ries sW be ndde Loc tojoinn both)e�Nimes,and Placed so thew center III1B11 111111 11 1161 I II5,Gilgit*indicate size of Wats b Inches. EXPIRES:RES:121391201.8 It rat I ,SII f MITGE USA,Inc 1Compulrus Software 7.6.6(11)-E to.For boob conrwaor Ante deslIneWuesaM EStt 1311,ESR-101111 pATelO 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" !COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.) TC: 2x4 RODE 11OBTR LOAD DURATION INCREASE a 1.15 Design conforms to main wihdforce-resisting BC: 2x4 RODE B140TA SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. • LOADING Wind: 140 mph, h-15ft, 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 PSI- DL SFD1 ON BOTTOM CHORD " 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MifFRS(Dir), TOTAL LOAD - 42.0 PSF load duration factor"1.6, Truss designed for wind loads LL 25 PSF Ground Snow (Egli in the plane of the truss only, LIHITED STORAGE DOES NOT APPLY WE TO THE SPATIAL Gable end truss on continuous bearing wall UON. 14-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. Refer to CompuTrus gable end detail for i BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP canplete specifications. 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. DESIGN ASSUMES SHEATHING 1.00 TO ONE FACE ONLY .- 2• -# - 10/00v r n 0 1 UI 4111111 . 0 0 A 0 g, IIIIIIIIIIIIIIIIIIIIIII a F -/WI�Alte ��IF0AFAIJAFA% �A'I" AM -1 • • ) 1 ) 2-00 9-01 - JOB NAME : POLYGON PLAN 3A NH - El `�� fi GPnorE Nee /o. . Scale: 0.6697 :� . WARNINGS: GENERAL NOTaa,unless emends'noted: pp i-. • i e 7p t"' 1,Builder dna erection contractor nosed be educed of all antral Nokias 1.This design Is bend ooly upon Bre pwemater*sham dna Is wren Individual - Truss: E l and Warnings before cansbudion commences, building component ApplicabWy ofdesgn plummier*end proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the uspendbMy of the building desgnet. '. . by 3Additional temporary bracing w Insure aromary ductule construction 2.Desgn assures Mein and bottom chords to be Many brand at DES. BY: LA . 2'd a and at td'a e,retentivelyretentivelyinns braced tihrohghoutthek loath to Is Ura mpanslbSy of the erector.Additional permanent anent bredng or continuous shestt,ing such as plywood sheathing(TC)andfordrywao(8C). '4 DATE: 3/12/2015 the overall structure m the responeibl ity of the beading designer, 3.2r Impact bridging or lateral bredng ranked wham shim++ 'Y OF�EGOMt 0 4.No bad should be appied to any component until alter al bracing and 4.Installation Ones is the responsibility oft*respective contractor. - -YCl t� r� SEQ. : 6206665 fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non•wrroslve emRonmwnt, 919 4r7 5'•15! -' and are ton d candlenfl of use. �7 �� TRANS I D: 418892 aesgn loads be applied to any component 8.�cgn aaswwa full beading m sHau pods'hewn.8hlm ocwaags if p',f 9' 5.Corneal-me has no control war and assumes no responstdrty for the necessary, -PAUL rsbdatlon,handling,shipment and Installation of components. 7.Deign assumes adequate drainage Is provided .... . d.This design Is furnished subject to the Irritations set forth by a.Plates shall be located on onbotwas of Buss,end dead so their center Usrequest platebnil EXPIRES:-12/31/2016 MTekSA,Inc/CompuTtuSoftWe2.6.6(1L upon 0.For ba annecoNatenvMumseeESR-1311.ESR-1988 old)1I��I'�1I111111111,11111111111111 • 11tH I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.2" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cq=1.00 IC: 2x4 NODE 8168TR LOAD DURATION INCREASE = 1.15 1-2=4 0) 86 2-5"(0) 0 BC: 2x4 KDDF 016BTR SPACED 24.0' 0.C. 2-3=(-559) 495 3-4"(-137) 87 IC LATERAL SUPPORT <= 12"0C. UON, LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD- 10.0 PSF BEARING MAX VERT MAX NORZ BAG REQUIRED ERG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD- 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -1971 426H 5.50" 0.60 KDDF ( 625) LL - 25 POE'Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 ROOF ( 625) 5'- 11.2" -408/ 471V 0/ OH 1.50" 0.60 ROOF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.2" -91/ 107v 0/ OH 1,50" 0.17 KDDF 4 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL-L/240, 11=1/180 f MAX LL DEFL " -0.002" @ -1'- 0.0" Allowed = 0.100" MAX IL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL " 0.145" @ 3'- 4,8" Allowed = 0.576" MAX TC PANEL TL DEFL - -0.146" @ 3'- 2.5" Allowed- 0.864" MAX HORIZ. LL DEFL - -0.012" 8 9'- 10.4" MAX HORIZ. TL DEFL - -0.012" 4 9'- 10.4" Design conforms to main windforce-resisting system and components and cladding criteria. CE 7-10, 12 Wind: ( mph, HaEnclosed, Cat.2, Exp B.AS Alleights), MMFRS(Dir), 14.00[7 load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. ti N cw i-i M O Nif- Vi: 1 c, M-3x4 y ) ,1 Y 1-00 6-00 3-11-03 [PROVIDE FULL BEARING;Jts: , , ,i JOB NAME : POLYGON PLAN 3A NH - DJ10Sale: 0.2822 ; '9 WARNINGS: OEN@RAL MOTES,unless emsrwtsenoted: 1.Bolder and erection contractor should be advised of ad General Notes 1.No design Is Rued only upon the parameters shown and Is for an Individual '". ..... Truss: 11.110 and Wardngs before construca0n commences. budding Component.AppOceblty of de:Nan parameters end proper 2.204 compression web bracing must be habitat ether'shown a, bootporaaon of convenient lathe responsibility of the budding designer. 3.AdSeond temporary bracing to Insure stabMry during construction 2.Deapn asames the top and bottom Chords to be laterally braced a DES. SY• LA lathe r of the erector.Additional permanent bracing of 2'o.o.and at te'o a respectively unless braced throughout their length by t/ k responsibility g continuous sheathing such as plywood shesdm.g(TC)anWPor drywet(B0). w -7..:OREGtON'. DATE: 3/12/2015 the merge structure is the esponstety of the bulking designer. 3.2c impact bridging or lateral bracing required where shown++ 1y fL� v, 4,No load should be applied lo any component until after el baldly and 4.installation of tans Is the respondbilly of the respective contractor. [�. SEQ. : 6206666 fasteners ere compete end at no time should any bads greeter Men 6.Design assumes trusses are to be used M e non-Cerro:Iva anvlromnent .1.,§. 4 ti'Y A S 9 TRANS I D• 418 8 4 2 design bads be applied to soy component and we for'dry condition•of one. C.p _ • S.Com Tea hes no control over and MUMS no m � si for the 8.Outgo slimes tog bewi g at all supports shown.Shin erwedge if . .r4 UL ��'`. mbdufen,handing,shipment and InstallaSon of components. T.Designawomumes adequate drainage Is provided. G.Tats design Is furnished subject to the Irritations set forth by H.Plates shad be located an both faces of buss,end placed so their center I i.oIlil1 1 vi Umea7PINfCA In BCSogles of which nil be furnished upon requestdicisijolf center"he s.oft Indicate zzeopmts In Inches. EXPIRES12/31/2016 Munk USA,Inc.ICompulrus Software 7,6.6(11)-E 10.For basin connector plate design values ase ESR•1311.EOR 1888 Kiehl 11111111 a I ( I II1111HII This design prepared from computer input by ii88 111 UUU PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" ` IBC 2012 MAX MEMBER FORCES 4HR/DDF/Cg-1.00 TC: 2x4 KDDF 814BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 86 2-6"(0) 0 BC: 2x4 KDDF 81TOTR SPACED 24.0" O.C. 2-3-(-618) 500 3-4"I-211) 92 TC LATERAL SUPPORT <- 12"OC. UON. LOADING 4-5-( -59) 0 BC LATERAL SUPPORT <" 12"OC. DOH. LL( 25.01+01( 7.0) ON TOP CHORD - 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF OVERHANGS; 12.0" 8.2" TOTAL LOAD- 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -209/ 475H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -411/ 473V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -119/ 1799 0/ OH 1.50" 0.23 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ,� 5 (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc�acing.1 VERTICAL DEFLECTION LIMITS: LL-L/240, TL-1/180 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" NAX LL DEFL --0.001" @ i0'- 8.2" Allowed = 0.068" MAX IL CREEP DEFL " -0.001" 8 10'- 8,2" Allowed - 0.091" MAX TC PANEL LL DEFL - 0.144" @ 3'- 4.8" Allowed - 0.576" MAX TC PANEL TL DEFL - -0.145" 8 3'- 2.5" Allowed - 0.864" MAX HORIZ. LL DEFL - -0.014" 4 9'- 11.2" MAX HORIZ. TL DEFL - -0.014" 8 9'- 11.2" Design conforms to main windforce-resisting 22 system and components and cladding criteria. 14.00[7 Wind: 140 mph, h-24.9ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), � 1 load duration factor-1.6, .. Truss designed for wind loads b N in the plane of the truss only. 1 '+ .. .v, a 1 ,n r� 0 , 0 M-3x4 f Y l 1. y 1-00 6-00 4-08-03 (PROVIDE FULL BEARIHG;Jts:2,6,3,41 -Op P. JOB NAME : POLYGON PLAN 3A NH - Jl1 �` GN 610 Scale: 0.2690 �'. N fiR 'Q . OSNBHAL SOTN,unless otharvdse noted: - :%78:. 1.Solider and erection contractor should Ds advised of at Simonet Matas 1.This design Is based 4141Ny upon the paremHem shorn and Is fo,en Indh , duel " Yll$$: J11 a,w Nhmtngs Mfore arlslrection commoners, bWRHrg component.A�leahigty of dva�n promoters and pror 2.2114 compression web taming g must be Installed where shown.. InoolporMIota of component Is the respmuibl of the bWiding designer. 2.DhWgn assumes the andciv DES. BY: LA s.A33133"ttemporoy brednOte Insureslahiltydudrg ceeseucson top bottomdradato dbo eism ghiutawde 2'oc.and st ea e.a.such asvety unldss braced thCagndl Melr le by Is the responaldtryolthe moor.Additonet permanent bracing of �� iw .� DATE: 3/12/2015 the overall structure Is then 2:rI pact sheathing sashasprywoeeshndwhere)mdrordrywal c). espornibllty of ret bullring c elsbgler, s.las5am$p Han o bridging ottefaret bre Nl,4$y l the e.respective co.• �1- '`� :OREGON,. 4.No load shmdd be appled to any component until after oll bracing and 4.Design or inns is the responsiMlly of tre respective contractor. .,�r. (/,4. �'�! . SEQ. : 6206667 fasteners an complete and at no lima should any bads greater than 5.Design assumes Musses ere to be used In a nmticormshre environment A i'Y ti ff TRANS ID: 918892 dalgn bads be applied to any component 9.aoeslpeeaswu la•of use. Y` 5.Cortp,rtrps hes no oonbd war and assumes rto rasporharoitity for the Mcwswy. '� PPo'le semi'aim"'edge if • A.UL fabrication,handgng.shipment and inatellaton of oomponents. 7.Design 0981/TOS edentate drainage is provided. p fill11 8.This design is furnished subject to the Imitations set forth by 8.Plates stint be bit on both feces Onus*.and placed so their canter IIliii71.1/WrCA in SCSI. center Ines. I�1III lin IIS liiiI M ek USA,IncJCoommpuTrus Software 7.8.8(11es dollish vAll be furnished) t0.o.Digits Indicate joint request. Ones coincide with of plate piste tdeasgnrabies see ESR-1311,ESR-,wee @alreq EXPIRES:12/31/2016 .... ........... 1 1/4 I 1IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq•1.00 TC: 2x4 KDDF 8168TR LOAD DURATION INCREASE= 1.15 1-2.1 0) 86 2-5•(01 0 BC: 2x4 KDDF 116 BTR SPACED 24.0" O.C. 00 3-4-6-140) 590 IC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. ILI 25.0)+DL( 7.0) 014 TOP CHORD- 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 8Q.I1. (SPECIES) 0'- 0,0" -22/ 375V -1991 430H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -412/ 474V 0/ OH 1.50" 0.61 (DDT 1 6251 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.9" -94/ 110V 0/ OH 1.50" 0.18 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. 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" 0 -1'- 0.0" Allowed - 0.133" ' MAX TC PANEL LL DEFL - 0.144" 0 3'- 4.8" Allowed - 0.576" MAX TC PANEL TL DEFL - -0.145" 8 3'- 2.5" Allowed - 0.864" MAX HORIZ. LL DEFL - -0.012" 8 9'- 11.2" MAX HORIZ. IL DEFL - -0.012" 8 9'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-24.5ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B. MWFRS(Dir), load duration factor-1.6, 14.00Truss designed for wind loads in the plane of the truss only. rn I r N 0 o 8 1 1 m N Q ...1 N O yr I 1 . I M-3x4 p y J. ). Y 1-00 6-00 3-11-15 PROVIDE FULL BEARING;Jts:2,5,3,41 Qt N /E�� JOB NAME : POLYGON PLAN 3A NH - J10 �` ` `� �9 Scale: 0.2799 :.!78. 78 e GENERAL NOTES,unless oherwtSe coded: ' _ .. 1.Bo3det and erection contractor should be advised of ell General Notes 1.This design Is based only open he parameter:shown and Is for en Individual Truss: J10 sialWamnga before construction commences. bulking component Applicability of design parameters and pope` 2.2x4 compression web bracing oast be lnstelkd where shown+. Incorporation of component Is the respon9p tv of he building designer. '. I Design assumes he top and bottom chords lobo!Men/bread at .. J 3.Additional temporary WWI*to Insure stab6hdudrg canstrucian 2 o ns end at 17 o.a.respectively unless braced throughout Melt 1en01h by t✓ y DES. $Y: LA lathe nmpremts ty of Ste sector.Additiatat permanent braeimp a continuous sheathing such es plywood abeemig(TC)endlor drywa� S(BO), "S" OREGON. 4 DATE: 3/12/2015 the overall structure Is the responsibility orthe huilding designer. 3.2tInvest bridging or lateral leadoff required where shown++ '1,9.. � (� ry` 4.No bad should be rippled to any component until alter all bracing and 4.Inuteblton of truss lathe responslbSly of he respective anhacto. TA.. x't y AS `�(j SEQ. : 6206668 fasteners are complete end at ne ems should airy loads greater than S.Deacon assumes trusses are to be used In a nenKronodve emlronment 7 4 design hada be tippled b any component. aM are for"dry arlditloM°1".. use. TRANS I D: 418842 S.Dorman has no control Duet and assumes no responsibility for the S.a emare ryaa,mn Ml wr°at agsupporte shown Shim or wedge W et PA UL febdadon,handing,shipment and tnstalle6on of components. 7.Design assumes adequate drateege it provided. S.This design is furnished subject to he imitations set forth by S.Plates shell be located an both laces of buss,and placed so heir anter III 11IN 1I�Ii f ill( III 11111�IIII(III IIII TPIAVTCA In BC51.eopim arwManvdi be Nmlehed upon reguaN. 9 l lkc size of plataMbar es inches.Ines. h .EXPIRES::12/31/2016 Ill 11N1111l 11UII I' I1II 1111111nlf IIAII 111111 111 1111 Iii MTek USA.IECJCompUTrws Software 7.6.6(1 L)•E 10.For Wena connector pats design within see ESR•1311.ESR•19es OJataq 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.9" IBC 2012 MAX MEMBER FORCES 4HR/DDF/Cq=1.00 IC: 2x4 ROOF 116811 LOAD DURATION INCREASE - 1.15 1-2-( 0) 86 2-5-(Q) 0 BC: 2x4 KODF 81BBTR SPACED 24.0" 0,C. 2-3=(-4801 429 3-4=1-1121 99 TC LATERAL SUPPORT <= 12"OC. UON, LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD - 10.0 PSF BEARING MAX VERT MAX HARE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0,0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -24/ 378V -179/ 386H 5.50" 0.60 KDDF ( 625) L1 ,. 25 PSP Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ) 625) 5'- 11.2" -371/ 439V 0/ OH 1.50" 0.56 KODF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.9" -50/ 57V 0/ OH 1.50" 0.09 RODE ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. f THE BOTTOM CHORD D AD LOAD IS A MINIMUM OF 10 PSF. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 I MAX LL DEFL--0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEF, - 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL= -0.156" @ 3'- 2.5" Allowed = 0.864" MAX RORIE. LL DEFL = -0.009" @ 8'- 11.2" MAX HORIZ. TL DEFL - -0.009" @ 8'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 14.00Mind: 140 mph, h-23,9ft, TCDL-4.2,BCDL-6.0, ASCE.7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, oTruss designed for wind loads u, in the plane of the truss only. o .1 II"1O O Ne. O '' //V ;. io ,k ). 3. 3. 1-00 6-00 2-11-15 (PROVIDE FULL BEARING:Jts:2,5,3,4( • iktD PR 0P4,6, JOB NAME : POLYGON PLAN 3A NH - J9 <*. 60'. Scale: 0.3138 ! �` ' . k/ -,, �..pp " ' WARNINGS: GENERAL NOTES,unlessomendse noted: fr '- •74Q' 1.Builder end erection contractor should be advised of M General Nates 1.This design is based only upon 0,e parameters sham end is for an Individual - Truss: J9 and Warnings beano consbuodon commences. betiding component Applicability of design parameters end proper . .... ....... 2.ate compression web bracing mutt be instated where shown+. Incorporation of component Is the responsibility Mlle building designer. Z Design assumes*etas and bottom chords to be latera 3.AddHaml temporary bracing to tnsvrs tnahilty dudn0 oonanuaan S N tbracedtheir DES. BY: LAr ex.end at 17 reipsotivaly unless alhing throughout d length by he o responsibility of die oropor.Additionaltyrhe balding t bracing of marmots sheathing sash as plywood ahealdng(TC)ands drywal DATE: 3/12/2015 the overall sbuchde fe the responslbsty of me balding designer. 3.2x kneed bridgig or lateral bracing required when shown++ ��QaN'•p. SE 6206669 4.No bad should be applied to any component until Baer al bracing end 4.imt.ladon ortmae is the responsible*of the respective contractor. a! A 4• • fasteners are oomplate and at no lime should any Maas greeter than 5.Design assumes trusses ere to be used In a noreconoslve environment, . ;r':s •41iy, 4 51 design loads be applied to any component. and an feed*cowman"of use. [� ;�` TRANS T D: 418842 5.CortpdTrue tins no caara over and asoma no ro�onMpl�for lite e"Mucols�se stye mea�Mdabveueadng at al euppVods shown Shim orwsdga if FA L- , .v' nt and btstalladon of 7.Design assumes 5. fabrication. ilds design Is banished subject to thean ns set toroth bye 8.Plates shall be locatedonboth fate ces of buss.and placed**their venter :.. .. IIII I II II 111111111111111111111 MiTek inciCompuT s Software of which will be 7.6 6((11}E request upon 10.Farbaelecotesize)dplat nt design values toe ESR 1311,ESa lOSe fdITeq er Inas. 6 XPfF{ 5:12131/2076 9.Digits Indicate alae of tete In inches. IIIII�IIIlit This design prepared from computer input by lII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.9" IBC 2012 MAX MEMBER FORCES 4W11/UDF/Cg-1.00 TC: 2x4 ROOF @l&BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 86 2-5.)0) 0 BC: 2x4 KDDF 81aBTR SPACED 24.0" O.C. 2-3-(-419) 363 3-4-(-107) 44 TC LATERAL SUPPORT <- 12"OC. UON. LOADING BC:LATERAL SUPPORT <- 12"0C. 00N. LI( 25.0)40L( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX MORE BRG REQUIRED ERG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -158/ 3438 5.50" 0.61 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.2" -352/ 430V 0/ OH 1.50" 0.55 KODF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.9" -17/ 9V 0/ OH 1.50" 0.01 ROOF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "o0 spacing.( /- '� VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL- -0.002" @ -1'- 0.0" Allowed - 0.100" (! MAX TL CREEP DEFL - -0.003" B -1'- 0.0" Allowed= 0.133" MAX IC PANEL LL DEFL - 0.199" 0 2'- 11.6" Allowed - 0.576" MAX TC PANEL TL DEFL = 0.180" @ 2'- 11.6" Allowed = 0.864" MAX BORIS. LL DEFL - -0.008" B 5'- 11.2" MAX 8ORIZ. TL DEFL- -0.008" @ 7'- 11.2" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00t77 Wind: 140 mph, h-23.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, cn Truss designed for wind loads I in the plane of the truss only. .n as O 0 1 I r4 lit t 0 0 i i -• o M-3x4 y 3' / l 1-00 6-00 1-11-15 PROVIDE FULL BEARING;Jts:2,5,3,4I 1,0 PRPr$ JOB NAME : POLYGON PLAN 3A NH _- J8 '.. . Scale: 0.3414 I ° 2: WARNINGS: GENERAL Norm,unless oeremise noted: _._,,,,, 1.Funder and erection contractor should be advised oral General Notes ,.This design Is based only upon the perimeters shown end Is Por en Individual .- Truss: J 8 and Warnings before construction coillmences. building component-Applicability of design parameters and props l ....' ..... Incmperatmn of component Is the regnantbrRy orate bd dtmaMr, ip .:i J . :a..r...+ Z.2t4 compreeslon web bracing must be msteno0 whore snows+. 2.Design assumes the top and bomsm chords to be lateray bread a .. : • .. .:... .. 3.Additional temporary bracing to blame Nattily dung construction 2'o.c,and at 10'ori.respectively alivey unbss • bleed thtotgladmeb le y ti b . DES. BY: LA Is gra responsibility cities groes.Aadltlonal pemansnt bracing of continuous sheathing such as plywood sheathing(TC)endtordrywe4 G). 'y'`:OREGON' .sN' DATE: 3/12/2015 me overall structure is the respmplbily ot the building designer. 3.Xs bddelg or lateral bracing requiedwheteshown++ �' 4.No toed should be rippled to any component ural alta el bracing and 4.InstamYatbn of buss Is the responsibility of the respective contractor. 1��G '/ '. SEQ. : 6206670 fadonersare complete and alneBmeshaldenv badsgroatsMao 5.Design esarmiesbusses are to be weed inenorwmrosveemironman. .,9 ,4-r AS . l . design bads be rippled to am/component and an sumsteary condition'of ase. P I, P` TRANS 101 418 8 4 2 5.CompuTme has no centra over and immense no responsibility for the e.nandm"assumes al beermO ataesuppods shown.Shim or wedge it i t y4.1 , te6dation,handling,shipment and blatalation of components. 7.Design assumes adequate**Moue Is Sptruovdded 6.This design Is furnished ished abject to me Irn tasonasot forth by 4.Plates shag be boated on both Noes ataten.and placed so their center IIIiIIFI!IIIiIIIIII I1111i l SAnWeCompuT�;Sawigb 76she1L request ,OlFlmbu�bcam IxaHdsmnvaluessee 8518-13n.ESFS,g9e4•,rzeYJ EXPIRES:12131/2416 11I0�I1�iii� This design prepared from computer input by u PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 • TC: 2x9 KDOF 0166TR LOAD DURATION INCREASE . 1.15 1-2-( 0) 86 2-5-(0) 0 BC: 2x4 KDOF NIaBTR SPACED 24.0" O.C. 2-3=(-339) 185 3-4-) -86) 0 IC LATERAL SUPPORT <- 12"0C. DON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD- 32.0 PSF DL ON BOTTOM CHORD - 10.085F BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.9" TOTAL LOAD • 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 00.I11. (SPECIES) 0'- 0.00 -34/ 392V -132/ 322H 5.50" 0.63 HOOF 1 625) LL • 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDOF ( 625) 6'- 0.0" -287/ 276V 0/ OH 1.50" 0.35 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) THE BOTTOM CHORD DF�AD LOADIS A MINIMUM OF 10 PSF.A- VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 SAX LL DEFL- -0.002" @ -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL • -0.003" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - -0.003" 0 6'- 11.9" Allowed - 0.099" MAX TL CREEP DEFL - -0.003" @ 6'- 11.9" Allowed - 0.133" MAX TC PANEL LL DEF1 - 0.295" 8 3'- 7.3" Allowed • 0.576" MAX TO PANEL TL DEFL - -0.289" @ 3'- 5.2" Allowed - 0.864" it MAX HOR1Z. LL DEFL = -0.006" 4 5'- 11.2" 12 MAX HORIZ. TL DEFL - -0.006" @ 5'- 11.2" 14.00 Design conforms to Rain windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-22.7ft, TCDL-4.2,BCDL•6.0, ASCE 7-10, or (All Heights), Enclosed, Cat.2, Exp.B, 14WFRS(Dir), q load duration factor•1.6, ,r) t- Truss designed for wind loads o in the plane of the truss only. cs rn 0 7 r 0 M-3x4 Y Jr- y 1 1-00 6-00 0-11-15 PROVIDE FULL BEARING;Jts:2,5,31 III JOB NAME : POLYGON PLAN 3A NH - J7 �-N-N°"F9' `i Scale: 0.3742 ;��' WARNINGS: GENERAL NOTES,unless Wends°noted: .78P ,F' 1.Builder and erection comrador should be advised of all General Notes 1.This design Is based only upon the monsters shown and is for an Individual -_:, Truss: J7 end Warnings before oonetrulclion commancea. humane component.Applcabileydof esign parameters and proper 2.2x4 compression web bndng must be listened where NWT n Incorporation of component Is the responsibility of the bulling designer. /!'' �..+' 3.MdltlonN temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally Wooed a1 '`... .:: .... DES. BY: LA Is there Y on.endattn.o.o.respectively Wass braced throughout then length by h' sponNMny of the eredar.Additional permanent bnrbug of contimmus:hashing such as plywood sheating(FC)and/or dryvagl L7• • DATE: 3/12/2015 the wenn structure Is the responsibility of the building designer. 3.2s nn bridging or lateral bracing required where shown++ :OI.. .... O T. SEQ. : 6206671 4.No armee complete and at be weed to o time should my lont mai ads all greater s.Installation nssuiuiteed musses e to be uned In a iten•casooske e vitoonment •.114 .:i1 Y 16 t q, TRANS I D: 418892 design toads be applied to say component and ore WNW condition'of use, 6n�l N.CompuTna has no control over and*MUMS no nspanelWAty fame a Design assumes erg baaMg of"Mort'shown.Siam a wedge H - P!1 U L. s`` nae . fabrication,bending,sidemen and Inatanadon of components. 7.Design assumes adequate dni nege to mulled. .. 6.This design Is furnished eugect to the(redilation set laid by 8.Plates shell be boated on both lads o Vuoe,aid pieced so Ihelr center 1111111111111110111111111111111111111 Mu ck�USA Inc.lCompul r s Software a113 E req lines10.p�� l n fp ebedesign�R�esseaESR-1311:EBR.10ee(MITeq EXPIRES:12/31'/201.6 IIIIIHII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4MR/DDE/Cq=1.00 IC: 2x4 KDDF B148TR LOAD DURATION INCREASE - 1.15 1-2"( 0) 86 2-4=(0) 0 BC: 2x4 KODF 810TR SPACED 24.0" O.C. 2-3.(-224) 185 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <" 12"OC. DON. LL( 25.0)401( 7.0) ON TOP CHORD " 32.0 PSF BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 14.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 403V -119/ 263H 5.50" 0.64 KDDF 1 625) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 HOOF 7 625) LL - 25 PSF Ground Snow (Pg) 5'- 11.9" -162/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE jCOND. 2: Design checked for net(-5 Ref) uplift at 24 "oc spacing.' LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 5-11-15 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL"L/240, TL-L/180 1 f MAX LL DEFL - -0.002" 6 -1'- 0.0" Allowed " 0.100" a MAX TL CREEP DEFL --0.003" 4 -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL= 0.342" B 3'- 7.2" Allowed - 0.575" MAX TC PANEL TL DEFL = -0.291" 8 3'- 5.2" Allowed - 0.863" rt /12 - 14.00 MAX HORIZ. LL DEFL- -0.004" 8 5'- 11.2" MAX HORIZ, TL DEFL= -0.004" 6 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Mind: 140 mph, h-22.1ft, TCDL-4.2,BCDL"6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor-1.6, Truss designed for wind loads a, in the plane of the truss only. 0,nC,oirN0w0 to ..y0 r- ) ,1 'I 1-00 6-00 PROVIDE FULL BEARING:Ste:2,4,31 �s��stJGP p,' JOB NAME : POLYGON PLAN 3A NH - J6 Scale; 0.4037 Ni �' WARNINGS: GENERAL NOTES,unless otherwise noted: Q' .. ';78:. • ' T.Gunder and erection connector should be advised of an Goners)Notes 1.This design Is based only upon the parameters shown midis tor an Individual - Truss: J 6 end Wemhtgs before construction commences. bWMing component Applicability of design peramelers sadper 2.2nd compression web bradng mitt be husUmd where shorn+. incorporation of component is the respondbiNy of the Wieling designer. P/.. -se'a L-': 3.Additional teruporary beachg to Maras stability during anshuWon 2.Design wumee the top and bottom chortle to be laterallyreced DES. BY; LA Tntinendeteao.c,suchayslyoodsunless bread1 their length) - !otos reapamiwlt)+of sro eregor.Additional pemmMnt bracing of continuous sheathing soca as plywood aM/ordrywNl(C), WW--xx K• lisped Urethra A� dl�cU .-. DATE: 3/12/2015 4.Noload overall ad should be ap1bplieedd to anycomponentmp noel ate b°brastng end 4.lasttansten Est vss N the Worst the MP*00ewne0MMaa. Y. !�(� rL� SEQ. : 6206672 tatenen aro cmp)ete and axon thus.should any loads greeter Than 5.Design assumes busses are to be need In a nonconoslve emtrufeneet, 1.9.h.. S .. and are for"dry condition-of use. Y i - TRANS ID: 418892 igndcaeec d ntro any component. O.Design assumes tun bearing at en supportsshown.Shim or wedge H . PAUL C' &comm.Crxnputies run antral ser and assumes no tthponalDNly fa the necessary. • febdaan.handing.eldpmein and installation of anponeeta. 7.Design assumes adequate drainage Is provided. Et This design Is frmiehed subject to the Imitations net fonts by &Plates shah*toothed on boot Mae 01 truth,end pieced so that anter 11111111111111111111111101 M Wok USA,IncicompuT a Software 7.6.8(11.)-E 0.Forib"wnt connector pete dealg design see SSR•I3I1.ESttagee MVO) EXPIRES:12/31/2016 111111I�I This design prepared from computer input by A PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IOC 2012 MAX MEMBER FORCES 4NR/DDE/Cg- 1.00 PC: 2x4 )(IMF 813BTA LOAD DURATION INCREASE " 1.15 1-2.1 0) 86 2-4"(0) 0 BC: 2x4 ROOF 016BTR SPACED 24.0" O.C. 2-3.(-L81) 158 TC LATERAL SUPPORT <- I2"0C. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0" -22/ 376V -100/ 226H 5.50" 0,60 ROOF ( 625) 4'- 11.2" -164/ 179V 0/ OH 1.50" 0.29 ROOF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL- -0.002" 0 -1'- 0.0" Allowed - 0.100" 4-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" a -1'- 0.0" Allowed - 0.133" HAX LL DEFL - 0.000" a 0'- 0.0" Allowed - 0.027" MAX TL CREEP DEFL - 0.000" B 0'- 0,0" Allowed - 0.036" -1 MAX TC PANEL LL DEFL - 0,145" a 2'- 10.3" Allowed - 0.473" MAX TC PANEL TL DEFL - -0.136" a 2'- 10.5" Allowed - 0.709" • MAX HORIZ. LL DEFL - -0.003" 0 4'- 11.2" MAX HORIZ. TL DEFL - -0.003" 0 4'- 11,2" 12 Design conforms to main windforce-resisting 14,00 system and components and cladding criteria. Kind: 140 mph, h-21.Sft, TCDL"4.2,BCDL-6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.)), MNFRS(Dir), load duration factor"1.6, cn Truss designed for wind loads o 1 in the plane of the truss only. M NO O 1 1 ,o O , O 1 ItilliMMMMIOMMEMEMEMEMEMEMO M-3x4 Y ), y 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,4J JOB NAME : POLYGON PLAN 3A NH - J5 ,<"04G?NE ,s,/. Scale: 0.4272 . � � ' WANNINOB: DENERAL NOTES,unless othendso noted: '4 :1'78 .. I✓' 1.Buller and erection contactor should be advised al an General Notes 1,Tey design Is based only upon the paremelereshown end IS for en IadMdeel :: ... Truss: and Warnings before aohdnudibh commences. bulldog component.Applicag6ly of design pmameters end proper 2.2n4 compression web bracing must bsInstalled where shown h m Incorporation of component Is the responsibility al the budding designer. .••. _.�.. ,` DES. B y: LA S.Additional temporary bradng to Insure stability construdWn 2. sumo w 100and unless brato ced ilrtorally i their harper Br is he responsibility of the erector.Additional permanent bradng of continuous sheathing such as p�tywoad sheethlrnd(TC ndlor dm se c)by 0,' DATE: 3/12/2015 the overall structure h the responalbilty of the building designer. S.2a Impact bridging or lateral bradng required w6&o shown 4• 5.'Sr OREGON,p 4.No load should be applied to any component until alter all bracing and 4.hrebSaeon of bons Is the responsibility of the respective contractor. tet- SEQ. : 62 0 6 67 3 fasteners are complete s at no sine should any loads greeter than 5.Design assumes bases are to be used In s no wiosno environment Y�-I RY 16 • . TRANS ID: 418842 design loads be no Red control anycomponent.asset 8.Design iasr'daon beoidy al aappoM sharwr.Shim or 5.CompolYue has no contrei over and assumes no responsibility for thee tt '"AUL. F� febrlceHon,handing,shipment end Installation of components. Designmemoa s adequateprovided.0,This dedgh Is furnished subject to the lnvta0ans set kith by S.Platen Mag located pplbbot faces of buss,and plated so their settler res Fv.. IIIIIIIIIII 11111111111111111 TPINVTCA In BC8I,copies of width WA be furnished MFFe USA,Inn:./CatfgluTrua Software 7,0(1L)-EE request. 10.or bulncaonedaaint center lines. plats design values sae ESR-1311,ESR-10110 0r0Te10 EXPIR S:12/3112016 0.Mlle lndcalesize of ate In Inches. Illll(IIIHI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4MR/DDF/Cq-1.00 TC: 2x4 KDDF 81SBTR LOAD DURATION INCREASE• 1.15 1-2-( 0) 86 2-4.10) 0 BC: 2x4 ROOF 814BTR SPACED 24.0" O.C. 2-3•(-1341 132 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'- 0.0' -11/ 347V -81/ 1890 5.50" 0.56 HEIDF ( 625) 3'- 11.2" -164/ 160V 0/ OH 1.50" 0.26 KOPF 1625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50" 0.10 KDDF 16251 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) 911ft at 24 "oc spacing, REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL - -0.002" 8 -1'- 0.0" Allowed • 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed - 0.133" 3-11-15 MAX LL DEFL • 0.000" 6 0'- 0.0" Allowed - 0.077" r sfMAX IL CREEP DEFL= 0.000",8 0'- 0.0" Allowed - 0.103" MAX TC PANEL LL DEFL - 0.056" 8 2'- 2.3" Allowed • 0.371" f- MAX BC PANEL IL DEFL • -0.037" 0 3'- 1.4" Allowed - 0.339" 12 ii MAX HORIZ. TL DEFL - -0.002" 8 3'- 11.2" 14.00f27Design conforms to main windforce-resisting system and components and cladding criteria. Mind: 140 mph, h-21ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRSIDir), load duration factor-1.6, cn a Truss designed for wind loads o in the plane of the truss only. 0 0, t o .o i 0 .o a Ir+y �� I o -., a► � =-e 4 H-3x4 /- / 1 1, 1-00 6-00 PROVIDE FULL BEARING;Jta:2,3,41 JOB NAME: POLYGON PLAN 3A NH • - J4 y9. 806 Scale: 0.9 WARNINGS: GENERAL NOTES,unless*Mendes noted: 1.Builder end maim aontmdor should be advised of ell General Notes 1.This design Is bused only upon the persmetere ahem and N for an individual -- Truss: J4 end Wanings before cOMbadion oomMenees. building component AppiioebGly of design parameters and proper ; -. 2.2,4 comprefeian web Waft must be Installed where shown+. Inaaporetion of Component Is me rnponsibG boeo buil:Eng designer. ._.... . .. ..... a AdGaonal tanporary Dreei,g w In ss ctgbNlyduNg coratreetiat 2.Design assumes the top snot bottom chorda robe latersitj traced at DES. B Y. LA lithe,espongbltty of the erector.Additional permanent bracing of a o.a and at ee o.e,respective d u braced gwoughouttMN.r lenge by it N congnuuassMselnosuch as plywood sheathing(1eahaw7orarywalKec). ..,0.94. . .ON ,,,.:. DATE: 3/12/2015 the overall structure Is the responsibility nu my oftheat building designer. 3.Installation u Impact bridging or lateral bradnt required where shown 4+ 0 4.No toed should be rippled to any canpenent anal alter ad bracing and 4.Irate ation dews Is the of the respective contractor. ,.'Q :__:q ''r.y 5 .YQ`. SEQ. : 62 0 6 6 7 9 fasteners are complete and at no gme should ant tee&greater lhan B.Design assumes busses are o be used In a non-corrosive erwimnment. (,� deign bads be rippled to any component and ere es Ary full condition'of use. A p ' TRANS I D 418842 5.CompuTnis hes no control over end assumes no responsibility for the S•omen assumes on bion'o at e.auppods dawn.Shim or wedge if ' PAUL, ``` • fabrication.handing,shipment and Installation of components. 7.Design assumes adequate drainage Is oral -' 6.This design is fur ishhed subject to the imitations set(Dash by a.Plata shag be loceted on both faces o1 Vass,ant paned so their anter (lull 111 II it 1 11 11 111 11MI ek USA Inc fCompuTrus Software furnished 6 6(1 L) request. S.10. sF�enctpavor bale connector joint design values see EOR.1311,E l9na(Marek) EXPIRES:12/31/2016 IIIIt1 This design prepared from computer input by u f t PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cg-1.00 TC: 2x4 NODE OliBTR LOAD DURATION INCREASE = 1.15 1-2.1 0) 86 2-4-(0) 0 BC: 2x4 RDDF 8168TR SPACED 24,0" O.C. 2-3=1-82) 107 YC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BEARING MAX VERT MAX H0R2 BRG REQUIRED BAG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF CO- 0.0" -4/ 319V -62/ 153H 5.50" 0.51 KDDF ( 625) 2'- 11.2° -159/ 141V 0/ OH 1.50" 0.23 ROOF ( 625) LL - 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50" 0.09 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: besign checked for net(-5 psf) uplift at 24 "cc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL- -0.002" 0 -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL- -0.003' @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.127" 2-11-15 MAX BC PANEL LL DEFL - -0.009" @ 2'- 8.6" Allowed - 0.254" T 4 HAX IC PANEL TL DEFL - -0.016" @ 1'- 8.4" Allowed - 0.402" MAX BC PANEL TL DEFL- -0.031° @ 3'- 1.4" Allowed - 0.339" 12 MAX RORI2. LL DEFL - -0.001" @ 2'- 11.2" 14.00 MAX HORIE. TL DEFL = 0.001" @ 2'- 11.2" ii Design conforms to main windforc®-resisting system and components and cladding criteria. Wind: 140 mph, h-20.4ft, TCOL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), rn Load duration factor-1.6, c Truss designed for wind loads in the plane of the truss only. W a m 0 r o� i F� 0 h PI-3E4 x j 1-00 Y y 6-00 [PROVIDE FULL BEARING;Jta:2,3,41 • JOB NAME: POLYGON PLAN 3A NH - J3 , G ss' Scale: 0.5401 •. O oR .. ��. WARMN08: OBNBRAI NOUS,unless otherwise nate* ',' ', ' 1.Bulkier one ereseon Connector should be advised o1 ell General Notes 1.This design Is based only upon the pperemetets shown and Is for an Individual .• T I:u S S: J3 end Warnings gs before construction commences. building componenl Appsaebisty ofdat in parameters and proper 2.2x4 compression web bracing oust be Installed where shown,, Incorpotdlon of component lathe respondhl0v oldie building designer. ,1's `...- S Additional temporary tracing to loupe stability dudrg conslrudbn • 2.Dedgn assumes the top did bottom chords to be Warmly braced M ... �y :+: .:.• :. . DES. BY: LA A the t al tem oraility of res erector,Insure sorrel y&d g cont aredng of 2'o.c.end at 10'o.o.respectively unless braced throeOtaut then length by v h oonsnuew sheathing such at plywood eheeMlog(fc)arMMrdryvrakeq. . DATE: 3/12/2015 the overall structure is Um resporWtlNy Mg*inning designer. 3.24 lmppaad bridging or Mann brednngg required where shown++ '9"'-�RI=Q N.O 4.No load should be appled b any component until seer al brining end 4.InstaMt"n of truss m the responddlty atlas respective oontraraot. Z/ SEQ. : 6206675 fadenersare complete and atnotm should anyleads spoor then a.Pastan mmmstndsesanlobeused in*nm'conosNeemhonment Is."... 'Qr7�!A5'':' and are for"dry condition'of use. R:.. hh TRANS I D: 418892 Cespn loads be noapplied contra tiny component assn a,oesgn a ntn.n all bluing at w auppons aaawn.shim or weags t 11 pl4111., S.. 5.CompuTnd Iwo no control over end assumes no responslhtiey Porde aeseessry hbdtmgon,handing.shipment and hidsOation of components. 7,Denton assumes 'ate drainage la psvgod. a,ibis Mogan to fumbhed snidest to the Winton;set forth by e.lines coincide wah joint center Inas. Plates shall be located on both faces oftruas,and plana an their center�ISfamished n request 111110111111111111111111111 Mekk UA,150 JCoompefTrUs Software daa,FXxhale%glcels cnedasire oplate latedetodlgnveene,saes ESR-13t1,Ere-tea (dlTek) EXPIRES:12/31/201.6. 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4MR/DDF/Cq=1.00 TC: 2x4 ROOF 8148TR LOAD DURATION INCREASE • 1.15 1-2-( 0) 86 2-4•(01 0 BC: 2x4 ROOF 916BTR SPACED 24.0" O.C. 2-3-(-631 84 TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT O. 12"0C. UON. LL( 25.0)301( 7,0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42.0 PSF 0'_ 0.0" -32/ 296V -44/ 1170 5.50" 0.47 KDDF ( 625) 1 11.2" -139/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL - 25 PSP Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: 1.1-1/240, TL-L/180 BOTTOM CHORD CHECKED FOR nOPSF LIVE LOAD. TOP MAX LL DEFY, - -0.002" 8 -1'- 0.0" Allowed - 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.003" 8 -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.004" B 1'- 3.1" Allowed - 0.166" 1-11-15 MAX TC PANEL TL DEFL - -0.006" 0 1'- 1.6" Allowed - 0.249" MAX BC PANEL LL DEFL - 0.009" 8 2'- 8.6" Allowed - 0.254" MAX BC PANEL TL DEFL - -0.023" 0 3'- 3.8" Allowed - 0,339" 12 MAX HORIZ. LL DEFL - -0.000" B 1'- 11.2" 14.00 V •a MAX HORIZ. TL DEFL - 0.000" 8 1'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. ff Wind: 140 mph, h-19.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Load duration factor-1.6, ' c Truss designed for wind loads a in the plane of the truss only. 0 N N O 1 1 M 0 1 i�in M-3x4 r 1-00 6-00 lPROVIOE FULL BEARING;Jts:2,3,41 0PSR Qpfi • JOB NAME : POLYGON PLAN 3A NH - J2 eiNe -,9 /°,� Scale: 0.5989 WARNINGS: GENERAL NOTES,unless otherwise noted: ', .. ......... 1.Budder and erection contractor should be advised of a0 General Notes I.This design Is based only upon the parameters shown and Is lot an Individual - Truss: J2 end Warnings before oeMka0Oen commences. building component.Applicability of design parameters end proper 2.VA oomprestdon web bradng mud be Installed where shown.. inoopwwton&component Is the responsibility of the Miking designer. 2.Design assumes Me top and bottom dards to be laterally braced at .. . 3.Additional temporary bracing to kmre.stability during canskuc6on co,snot u td'e.g.respedwek unka bread throughout the by t. 'h DES. BY: LA I the resp sibmy of the erector.Additional penMnent brdng of continuous sheathing each as pyweed eheaodnnpp(TC)and/ordrywati '1P�'1"'�OR ON s DATE: 3/12/2015 the overall structure Is Me of Ore budding designer. 3.5xImpact bridging or hteretbradng required Owe shown . $. "Y :Z� I 4.No bad should be tippled to any component until alter oB bracing and 4.1nota8s4on of buss m the resp°ndbiky of the respects/0 can6ador. I4...I' . 't6 (GI; t. SEQ. : 6206676 listeners are complete and et no lime should any loads greater than H.Design mama busses we to be used en a nomewmske envlronmenl /� V design loads bo tippled to emy cortironent, and we br'bry cordthon'at use. }..�J',c. 't �,. •" TRANS Z D: 418 8 4 2 s.CompuTrus has no control aro and assumes no reepoastbiy for Me e.Design assumes telt bowing at ell supports shown shtmw wedge if PAUL 1sMkuHon,handing,eIdpment end Installation of components. necesnass emitted. IL Tib design is furnished subject to the Imitations set forth by 6.Platteesnshall bye located adequate both lases of truss,end placed so Mak center 11111111111111110111111111111111 Musk USA,Inc MEI, copies puTrus SoRw a finished upon request 0.Potn ns000�rsizer (°f oint center Ines. deco In Inches. eesee E5R lett,estb,sea perp EXPiR S:12731'/201.6 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 6001 814BTR LOAD DURATION INCREASE - 1.15 1-2-( 0) 86 2-4-(0) 0 BC: 2x4 KDDF 0148TR SPACED 24.0" O.C. 2-3.(-93) 157 TC LATERAL SUPPORT <- 12"0C. DON. LOADING BC LATERAL SUPPORT <- 12"0C. DON. LL( 25.0)rDL( 7.0) ON TOP CHORD- 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD- 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD - 42,0 PSF 0'- 0.0" -156/ 322V -26/ 82H 5.50" 0.52 KDDF ( 625) 0'- 11.2" -67/ 162V 0/ OH 1.50" 0.26 RODE ( 625) LL - 25 PSI Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0,08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-4/180 BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP MAX LL DEFL --0.002" @ -1'- 0.0" Allowed • 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL- -0.003" 8 -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL- 0.001" @ 0'- 8.1" Allowed - 0.062" MAX TC PANEL TL DEFL - -0.002" 8 0'- 8.1" Allowed - 0.093" 0-11-15 MAX BC PANEL LL DEFL •• 0.007" 0 2'- 8.6" Allowed - 0.254" f fMAX BC PANEL IL DEFL .. -0.020" @ 3'- 3.8" Allowed - 0.339" 22 . MAX HORIZ. IL DEFL • -0.001" 8 0'- 11.2" MAX HORIZ. TL DEFL - 0.001" @ 0'- 11.2" 14.001;7Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-19.2ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, -./ (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), load duration factor-1.6, Truss designed for wind loads ij oc' in the plane of the truss only. 0 cr, set cv i 1[ so 0 t o 0 0 -3x4 Y Y .1- 1-00 1-00 'PROVIDE FULL BEARINGf3ts:2,3,41 6-00 JOB NAME : POLYGON PLAN 3A NH - J1 5 G F e ,5, /c), Scale: 0.6364 _41 Cy.. �. WARNINON: GENERAL NOTES,unlessoUremise nate 1.Builder and ermaion oenbedor snootd bo advised of eat General Notes 1,Tide design Is balled only upon the parameters sham and Is for an individual . Truss: J I and Warnings before oonatmWon commences. building component Anenabilty of design peremelers and proper / _ ._... 2.244 eompreaton web bracing must be installed where shown s. mwrporalon of component Is Me fooponsIbilleg of era banding desloner. temporary bracing to Intone atablfry during construction 2.Design assumes the b and bottom chords Tobe latera booed at DES. BY: LA a.Adasonaltem N p laterally is the responsibility of the erector.Addmorol penmanentbracing of 2'AA and at sty o.a reapeclvelyunless braced throughout their length by DATE: 3/12/2015 the enum structure h the r continuous sheeMkg such as plywood sheathI g(rC)andrordrywea(50). T.- OREGON:.�r:t. . responsibility of tie bulldog designer. A 2s bddpi g or lateral bfadng requked whom shown r♦ J4 TA. _ 4.No bad should be toppled to any componrel until Beer ani bracing and 4.Instillation of trues Is the responslld ty of the respective contractor. '" "P�.. Q+ n� SEQ. : 6206677 fasteners are complete and et ne ams should any bads greeter than A Design eaeumen busses are to bo used Int a rencoeosNe environment : 1 .Y 3'S Q` design bads be applied to any component. and are for"diy cadlnon"of use. nn�' �UL � ..: TRANS D: 418842 5.cimmores hes no control over and assumes no raspowbility fa the 6.Designnames NN Deming at all supports shown.shbn or midge If `? fabrication,handling,stipnent and Installation of components. 7.Design assumes misquote drainage In provided. B.This design m furnished subject to the lmhasons cel forth by A Motes ehanbo located on both hoes of buss,and pissed so Ihet,center II1111lili�I 11111II�I�tIII IIII MTbM t,JnciCompul s1 Software7.6.8(11)-E request 10.Forgtiod ante awaaudolga aluesseoESN-1311,ESR-INNe(hor q EXPIRES:12/31/2016 III 1�� This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 810BTR LOAD DURATION INCREASE - 1.15 1.- 2-1 0) 86 2- 7-(-140) 162 7- 6-1 -11) 39 BC: 2x4 KDDF 814010. SPACED 24.0" O.C. 2- 3-(-230) 39 7- 8-) 0) 0 6- 3-1 0) 73 3- 4-(-102) 74 6- 9-1-161) 184 3- 9-(-220) 192 WEBS: 2x4 KDDF STAND LORDING 4- 5-1 0) 0 TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF TOTAL LOAD- 42.0 PSF BEARING HAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -25/ 381V -101/ 228H 5.50" 0.61 KODF ( 625) 4'- 11.2" -96/ 157V 0/ OH 1.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -33/ 134V 0/ OH 5.50" 0.22 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. `COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 5-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL LL DEFL - -0.002" 8 -1'- 0.0" Allowed - 0.100" 1 { MAX TL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed - 0.133" r 5 -, MAX LL DEFL- 0.006" 8 2'- 3.8" Allowed - 0.221" HAX LL DEFL - 0.000" 8 0'- 0.0" Allowed - 0.027" MAX TL CREEP DEFL - 0.000" 8 0'- 0.0" Allowed- 0.036" MAX BC PANEL TL DEFL - -0.007" 8 4'- 0.2" Allowed - 0.199" MAX HORIZ. LL DEFL - -0.011" 0 5'- 6.6" 12 MAX HORIZ. TL DEFL - 0.011" 8 5'- 8.6" 14.00f1 4.00 f1 Design conforms to mein windforce-resisting system and components and cladding criteria. ,r G)cm Wind: 140 mph, h-22.1ft, TCDL-4,2,BCDL-6.0, ASCE 7-10, "i n ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 vo Load duration factor-1.6, t End vertical(s) are exposed to wind, s` Truss designed for wind loads cI liNkh%% ‘, in the plane of the truss only. m i W1111.0 -, >n r = o -1.5x3 0 tM3 `, o a M-3x4 M-3x5 r y 1 2-03-12 l 3-08-04 3. i •1 3. 1-00 2-05-08 3-06-08 Y 1'3. l 2-09 0-03-08 3-03 1, 3' 6-00 (PROVIDE FULL BEARING;Jts:2,4,91 " ". 'C. � �?I �` 4,;.,'. JOB NAME: POLYGON PLAN 3A NH CJ6 Scale: • 0.3165 • ` .4C:- :::78. .E •fir ' WARNBIGB: GENERALNO7EN,unless ether.Wo noted: .. • 1.Budder and erection contractor stauld be advteed Dial General Notes 1.TMs design is Weed only upon the parameters shorn and h for an Individual ....... Truss: CJ6 end Warnings before aonstruwon commences. imoIing comoneent,Ap 1ts tdttp Odes/on dpa Bpgof mUs klm0 mer. :. 2.2x4coffon web bradrg must be Installed where shown+. ;. 3.AdditionalimporuybridngtoIMurestabillyduringoamWCBon 1Design atiassumes the top antLagoachordstebehtadybhaced DES. BY: LA h Um responsibility orate'motor.Additional permanent brachg of rex,and at 10'c.c.IWOelk*unless braced t rce po o their ) At conemreus sheathing such as plywood sheatidng(rc)aMfordrywa C). 4'�...; R .N)..�' DATE: 3/12/2015 ow entail suucWrele the reaponslbitY of me MINIMdesgner. 3.2x Impact bridging or lateralbradng required where shown++ •�(y.- ��, 4.No load should be applied to any component unlit alter d bracing and 4.Inatehadon of truss Is the responsibility of ha reseeded contractor. 9[: +� �i��{j. SEQ. : 6206678 fasteners aro complete and at no lime Mould any loads greater than S.Design assumes busses are to be used m a non oorrosty .is4romnont .i F .�y Meld Wada be ended toany component and are fa'dry ahMltloM et use. �- R:. TRANS ID: 418842 8.CompuYnro Ms no control over and assumes no responsibility fix the 8.Oeelgn assumes tel beating at slimmed"shown.Shim or wedge n AUL. fabrication,harping,slipmaN and Installation of components, 7.Designas umes adequate drainage N provided •-. 8.This design Is Nmished subject to the InAatlons set forth by 8,plates shall be loatod on both feces of truss,and placed so Mee center 11111111111111111111111 TPINYTCAM BC81,copies of which foil be furnished Worn request t IOldsl plcoindde with joint ate Inches. EXPIRES:1213112016 MITek USA,SCSI,bmpuofw Software rnishe1L}2: 10.For brie connecter phis design values sea E8R-131*.EOM-lORE gdllab) 11101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4RR/DOF/Cq"1,00 TC: 2x4 KDDF 1168TR LOAD DURATION INCREASE - 1.15 1-2-( 0) 86 2-6-(-140) 162 6-5•( -22) 39 BC: 2x4 ROOF 81aBTR SPACED 24.0" O.C. 2-3-(-230) 39 6-7-( 0) 0 5-3•( 0) 73 REBS: 2x4 RODE STAND 3-4•(-102) 74 5-8-(-161) 184 3-8-(-220) 192 LOADING 'PC LATERAL SUPPORT <- 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD • 32.0 PSF BC LATERAL SUPPORT <- 12'0C. UON. DL ON BOTTOM CHORD • 10.0 PSF BEARING MAX VERT MAX HORT BRG REQUIRED BRG AREA TOTAL LOAD • 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -25/ 381V -100/ 226H 5.50" 0.61 ROOF ( 625) LL • 25 PSF Ground Snow (Pg) 4'- 11.2" -104/ 105V 0/ OH 1.50° 0.17 KDDF ( 625) 6'- 0.0" -32/ 134V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. (COND. 2: Design checked for net(-5 psf) uplift at 24 "pc specified BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL•L/180 4-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL • -0.002" @ -1'- 0.0" Allowed - 0.100" ,/ f MAX FL CREEP DEFL - -0.003" 0 -1'- 0.0" Allowed - 0.133" MAX LL DEFL- 0.006" 8 2'- 3.8" Allowed - 0.221" ` MAX LL DEFL- 0.000" @ 0'- 0,0" Allowed • 0.027" MAX TL CREEP DEFL - 0.000" @ 0'- 0.0" Allowed - 0.036" MAX BC PANEL TL DEFL- -0.007" @ 4'- 0.2" Allowed • 0.199" 12 MAX HORIZ. LL DEFL • -0.011" 8 5'- 8.6" MAX HORIZ. TL DEFL • 0.011" @ 5'- 8.6" 19.00 V Design conforms to main windforce-resisting system and components and cladding criteria. N M-4x6 0 co IRind: 140 mph, h-21.5ft, TCDIr4.2,BCOL•6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, NRFRS(Dir), o �p N load duration factor-1.6, ;, End vertical(s) are exposed to wind, o Truss designed for wind loads in the plane of the truss only. o IMMORIMMEMMOMMIAa uC o lw JI o 'M-1.5x3 o 'M-3x4 M 3x' o M-3x5 - 1 1 J. 2-03-12 3-08-04 1, J. 1 J. 1-00 2-05-08 3-06-08 1 11 .1- 2-09 0-03-08 3-03 1 J. 6-00 'PROVIDE FOIL BEARING;Jta:2,4,8( 503 PROPE is'JOB NAME: POLYGON PLAN 3A NH - CJ5 .1` G Ne. .o Scale: 0.3556 C4 R' ..'�1" WARNINGS: GENERAL NOTES,unlaesotanrtse noted: t : ' zs:78 r 1.Builder and erection contractor should be advised of al General Notes 1.This design Is based onty upon the parameters shown and is for en Indlddual Truss: CJ5 and Warnirge before cenewuclon commences, buighp component.Applicability of design perimeters and proper 2.2s4 compression web bracing must be Installed where shown+. Incorporation of component isthe responsib➢Ry of the holkIng designer 1 - DES. BY: LA 3.Additional temporary bracing to Insure sleblRy during eonabucon 2'oreso c.and assumes o a respsdve unle chords bracede te0so ouerally bt tllelabry�tn La .. . ... . .::. .. ie the responsibility of the erector.Additional pemanent bracing of (8 �%' H continuous ridingortachesplywood uiredwhere)arlaordtywal o). 'f'' OREGON' . DATE: 3/12/2015 Me overall structure fa the rsaponstbfaty of the balding aesipier, 2.2r impact bridging or lateral bradap required where shown+* ee_� O 4.Ne toed should be egged to any component until after ell Medea end 4.Inetalaton of tress Is the respanslblaty of the respective contractor. -vv SEQ. : 6206679 fasteners are complete and al no Eme should999 5 . t. ptst any bads greater than S.Design assumes trusses am b be used M a non-corrosive environment, 9 AY"Y y : design boas b applied b any component' and ere for"dry condition`of user, tit TRANS I D: 418842 1.OompuTna has no comet over end assumes no responsibility tor the 11 I788tgn assumes Me16,4'1100 at sitarppods shown.shim er weeps 8 • PA U ` fabrication,handing,shipment and installation el components. 7. mm assumes adequate drainage Is mproovvtrIed. ' pf pq1p 8,This design is furnished subject to 84'Miltatbns sat forth by 8.Plates shell be located on both feces of toss.and plated so lhek center 11111111111 I) 11B(I1118IIII A In 8C81,codes of which will (1} request Mtiek UUSA,tnciCompuTrus 3oMare 7.13.7(1L)-2 10ofodFa basic connector plats In ncalusa see ESR-1311,ESR-tees(.ernM) EXPIRES:12/31/2016 fi'I�ir'lllil This design prepared from computer input by IHNI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" TBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 IC: 2x4 RODE @16BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 86 2- 7=1-63) 92 7- 6=( 0) 30 BC: 2x4 KOOF 816BTR SPACED 24.0" O,C. 2- 3=(-163) 0 7- 8=1 0) 0 6- 3=( 0) 63 WEBS: 2x4 EDDY STAND 3- 4=( -16) 43 6- 9=(-74) 104 3- 9=1-125) 88 LOADING 4- 5=1 0) 0 TO LATERAL SUPPORT (= l2"0C. UON. LII 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD- 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -31/ 319V -63/ 154H 5.50" 0.51 ROOF ( 625) 2'- 11.2" -101/ 125V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL"L/240, TL"L/180 3-11-15MAX LL DEFL --0,002" @ -1'- 0.0" Allowed - 0.100" MAX IL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" 1 MAX TL CREEP DEFL- -0.004" 8 2'- 3.8" Allowed - 0.161" r -e MAX LL DEFL . 0.000" 0 0'- 0.0" Allowed - 0.127" MAX TO PANEL LL DEFL - 0.006" @ 1'- 2.4" Allowed - 0.196" MAX BC PANEL IL DEFL - -0.008" @ 3'- 9.3" Allowed- 0,199" 12 14.00p' MAX HORIZ. LL DEFL " 0.005" @ 5'- 8.6" MAX HORIZ. IL DEFL - 0.006" 8 5'- 8.6" M-4x6 o r, Design conforms to rain windforce-resisting 1 system and components and cladding criteria. h illikkb4444•0 o Wind: 140 mph, h=21ft, TOOL=4.2,BCOL=6.0, ASCE 7-10, trsc> "* (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1,6, ,:1 End vertical(a) are exposed to wind, 0 wa inuthedplaneeoffthewtrussoonly. o Aiiii. -� o 4,�� c M-1.5x3, o • M 3x M-3x4 ' c M-3x5 /- ) 2-03-12 l 3-08-04 1 y y 1-00 y 2-05-08 Y 3-06-08 ) lY 4 2-09 0-03-08 3-03 l l ImoviDE FULL BEARING;Jts:2,4,91 JOB NAME: POLYGON PLAN 3A NH - CJ4 scale: 0.3962 � '� ° WARNINGS: GENERALNOTES,unless oerorwise noted: ........... 1.Builder and erection contractor should be Weed of ell General Notes 1.ibis design Is based only upon She panmetem shown and Is for an hdM . dua1 ... ` . building component Applicability of design pammetere and proper and Warnings before bro n g oust coneneneea. Po Truss: C J4 incorporation W component is es responsibilityto We awNiteced.gna '►'�.'.;:.. :�:' "'''"`'' 2 Dot amproeslon web Waring newt be Installed shoe shown+. 2 Design assumes the top and bottom dards to be liar*braced al 3.Addleanel temporary bracing to insure slablty during construction '2'on e,end di to'o.o.teapedlvey urlpss braced 6lroughot Walt length by Y� y`� DES. BY: LA Is the responsibility aft he erector.Addteaol permanent bracing of continuoussheettting snob as plywood sheentng(TC)awrorcirra8(BC). AA__ ORE(SON.c . DATE: 3/12/2015 We overall structure Is the responslbOhy of the hulloing designer. a.2s le actbddgbi or lateral bracing nqulradwhore shown•+ y: IJ ,.L � Nr 4.No bad should he rippled to any component until ager erg Wades and 4.Installation of truss Is We nsponslblity of the respective Meador. . '9n. 5. _. • SEQ.: 6206680 fasteners ere complete and et name should any bads greater then S.Design assumes trusses ere b be used In a norscomuNe em'konmant •i 1i Y'i •V' assn loads be spoked to any component. 5and ere Tar Ary condition'of use. Vit'.p.' i; TRANS I D: 418842 .CompdTnn hes no control over and esames no responebmty for a the 6 aDesign nder es Pott booms at erg enPPedo ehoWn.SAim or wedge if a U L fabrication,handing.shipment end Installation of components. 7.Design assumes adequate&alnage Is provided. 6.Ibis design Is Wished subject 10 the halation set foes by 6.Plates shell be locatedonboth faces afbuse,and placed so OW center 1- �1 1111111111111111111111 1111 1II1111I111 I MVI III Usf�inlnc.lCempuTrvs Software 7:furnished7(1 rZ request. I.OlgIts Indicate For basic atensieoplatee In Inches. designvaluesses EBR 1311.EaR-l441 yieTeW EXPIRCSJ:'�2/31/2016 IHNI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC; 2x4 KDDF 414BTR _ LOAD DURATION INCREASE - 1.15 1-2=( 0) 86 2-6=(-63) 92 6-5..( 0) 30 BC: 244 ROOF 810BTR SPACED 24.0" 0.0. 2-3-(-163) 0 6-7-( 0) 0 5-3=1 0) 63 WEBS: 2x4 ROOF STAND 3-4.) -16) 43 5-8-(-74) 104 3-8-(-125) 88 LOADING TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+04( 7.0) ON TOP CHORD " 32.0 PSF BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX NORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -31/ 319V -62/ 153H 5.50" 0.51 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 2'- 11.2" -109/ 71V 0/ OH 1.50" 0.11 KDDF ( 625) 6'- 0.0" 0/ 88V 0/ OH 5.50" 0.14 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. KOND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 2-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL " -0.002° @ -1'- 0.0" Allowed - 0.100" 1 f. MAX TL CREEP DEFL - -0.003" @ -I'- 0.0" Allowed - 0.133" MAX TL CREEP DEFL " -0.004" 0 2'- 3.8" Allowed - 0.161" a 12 -e MAX LL DEFL - 0.000" @ 0'- 0.0" Allowed - 0.127" M 4x6 MAX TO PANEL LL DEFL- 0.006" @ 1'- 2.4" Allowed - 0.196" 24.00 i , MAX BC PANEL TL DEFL .. -0.000" @ 3'- 9.3" Allowed .. 0.199" 4$16'' MAX HORIZ. LL DEFL .. 0.005" 0 5'- 8.6" MAX HOAR. TL DEFL - 0:006" @ 5'- 8.6" Design conforms to main windforce-resisting a' system and components and cladding criteria. 0 en Wind: 140 mph, h=20.4ft, TCOL=4.2,BCD1-6.0, ASCE 7-10, ul o (AL1 Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), , .-. load duration factor-1.6, 1 End vertical(s) ace exposed to wind, an Truss designed for wind loads 11111111111111100in the plane of the truss only. a -� o r e� 1 r-. M-1.5x3 tl o •3x c' 11-3x4 14-3x5 F Y 1 ) 2-03-12 3-08-04 Y Y Y Y 1-00 2-05-08 3-06-08 Y Y Y Y 2-09 0-03-08 3-03 Y Y 6-00 (PROVIDE FULL BEARING:Jts:2,4,81 os) PROPE JOB NAME: POLYGON PLAN 3A NH - CJ3scala: 0.4684 '9''.'1p . : . . WARNINGS: GENERA{.NOTES,unlace othevaae nolod: Z:W. -_ 1.Builder end erection contractor should be advised of et Goners!Notes 1.71dsdeelpn la basad only upon the mascots!'shown end Is for en Individual • • 1.-' Tr u s s: CJ3 and Wemnpo before construction commences. bonding component Applkahl6M p dg P proper of de n parameters and / � .�.0 2.Dot compression web bracing mud be Installed where shown+. Incorporation of componentis the resppoonnsiWqpMt/r of Oro building dealpne. I's 3,Addtanal temporary bracing to Insure stability dowing oondmdlan Z.Dedpn ed ci 1T sirs by end betonlee$braced bated st DES. BY: LA k bine responsibility of erector.Adddotrol permanent brodnp of r o.o,and at 1O o.G rospedWey unlace braced throughout their Nnnpptthh W wmMuous sheathing such as pywood sheathing(TC)and/ordrywaO(a0). 17.0RE(yON. :, • DATE: 3/12/2015 !he overeaahadero Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradnO required whore shaven++ _ ' 5' S7 4.No load should be tippled to any component until alter at bisdng and 4.Instetaeee of truss 1s the pon iy of the respective contractor. if5',S7 SEQ. : 6206681 fasteners era complete and at no tme should any loads greeter Oen 5.Design assumes bosses asetobe used In a mrtcorredva env)ronment, 9 • . y' 15 ,-; design bads be applied to any component. and ere for'dry condition"of use. �tL AA TRANS I D: 918842 5.CompuTnd hes no control over and assumes no responstilay for the e• ea fug beedrrg at at supports ahwn•a/M or wale tl /�u�. C?`'' lebdaadon,handing.shipment end Installation of components, 7.Design assumes adequate drainage h madded. .. ' ... B.This design is furnished settled to the ImRoNone set loath by E.Plates shall be locatedrun on both faces dims,ss,and planed so their center 1111 11111 IUI Ill 111111111111 ITek USA,nBOK copies of which tribe fundshed hlc lCompuTis Software 7.6.7(11.)-T roque 10.Fo bado conceder platepInes coincide nth Mint eddeignve uea see ESR-1311.ESR-19116 BAIT'S) EXPIRES:12/31/2016ter Fines. ' g.Digits indicate size of late M Inches. III liUII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES IWR/DOF/Cq=1.00 TC: 2x4 KDDF 81OBTR LOAD DURATION INCREASE • 1.15 1-2-) 0) 86 2-6-(-32) 42 6-5-( -41 16 BC: 2x4 ROOF 810BTR SPACED 24.0" O.C. 2-3•(-99) 0 6-7.0 0) 0 5-3.1 0) 53 WEBS: 2x4 KDDF STAND 3-4•(-34) 39 5-8.1-45) 57 3-8.1-59) 46 LOADING TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD• 32.0 PSP BC LATERAL SUPPORT <- 12"OC. VON. DL ON BOTTOM CHORD - 10.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 284V -44/ 117H 5.50" 0.46 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 1'- 11.2" -141/ 98V 0/ OH 1.50" 0.16 ROOF ( 625) 6'- 0.0" 0/ 62V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( 1-11-15 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL•L/240, TL-L/180 f fAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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" 12 MAX LL DEFL - 0.001" 8 1'- 3.7" Allowed- 0.071" 14.00 MAX LL DEFL - 0.000" 8 5'- 3.5" Allowed - 0.177" 7 r MAX TC PANEL TL DEFL• 0.004" 8 0'- 10.4" Allowed • 0.140" MAX BC PANEL TL DEFL Ill", 8 • 0.208"/M-4x6 MAX HORIZ. LL DEER • _,,,� MAX MORIFL - 0035'- "0 • 1Design coo ainindce-resing1system anens acling criia. NN Wind: 140 mph, E 1-10, C, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor-1.6, sIIIII End vertical(s) are exposed to wind, M oo ► Truss designed for wind loads NoM-1.5x3 in the plane of the truss only. o - 7 r 1 1-03-12 1 3-11-12 0-08 -08 J. 1 Y 1 1-00 1-05-08 4-06-08 3' 1 3' 1 2-09 1-03-08 3-03 1 1 6-00 (PROVIDE FULL BEARING;Jts:2,4,81 PRO VgAl G , JOB NAME: POLYGON PLAN 3A NH CJ2 Scale: 0.5330 WARNINGS: GENERAL NOTES,missyotharvdse noted: . ,... :S../7 •. :.: t.Sunder-and amnion contractor should be advised of an General Notes 1.Thai design Is based only upon the parameters,shown and Is for an Individual Truss: CJ2 and Warringe before construction commences, bonding component ApptcedRy of design paremelera and proper 2.2,4 compression web bfadng newt be metaled where shown r. Incorporation of component Is the responsibility of the building designer. #01' :'',` ""i... -" 0.Adrieond temporary b,edng to snout.staoty dump condruceon 2.Design assumes the top and bottom chords to be laterally braced et r :: ... Is the responsibility of be erector.Additional pennanentbracing of 2'c.o.and at 10'o.c,respectively unless braced throughout their length by 'ts h' DES. BY: LA centimbsshee08tpwehaspywoadahe (rclanarordryyAl0ec1. ,a ''j74,,ORE ' • DATE: 3/12/2015 the overall shuchue h the responsibility of the building designer. 3.2s 1 bridging or lateral brednp required where shown++ y 'ir. 4.No bad should be opened to any component urml atter al bracing and 4.Installation of muss Is the respwwiNy of the mopeds*contractor. ..1:9,�iq,n �`� SEQ. : 6206682 fasteners we complete and at no time should any bads greater ban 4.Design assumes busses ore to be teed In a rao-earosive environment, .: R Y V TRANS ID: 418842 s design bads be applied to any component and are for"dry condition'of vee, A �i� • CompuTrus has no control ever and aswmes no responsibility for the 8•Design wK to tmtes on Coming alalaappoM Mien.Blom or wedge IN pry i f 1,,. { fabrication,bending.shipment and hstais0on of components, 7.Design worm adequate drainage te provided. 8.Tide design la famished subject to the britetiona as forth by 8.Plates shall be boated on both Mas of truss,and placed so their anter WINVIVA in SCSI,copies of which MP be furnished l it l 1 Ill �HI l l`UI lot M Te USA,I.iCampuTrus Software 7.6.7(113-Z request 10.For basic connector atwatt John a design valves see ESR•1311.ESR-1488(WOO EXPIRES:1713 II201,6 Q,Digits Indicate size at to Inches. IIlllt�{�� This design prepared from computer input by . ff I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDOF B1i8TR LOAD DURATION INCREASE - 1.15 1-2-( 0) 114 2-4"(0) 0 BC: 2x4 KDDF 0148TR SPACED 24.0" O.C. 2-3-(-251) 160 IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+0L1 7.0) ON TOP CHORD - 32.0 POE BEARING MAX VERT MAX HOAR BAG REQUIRED BAG AREA DL ON BOTTOM CHORD- 10.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IM. (SPECIES) OVERHANGS: 24.0" 0.0" TOTAL LOAD- 42.0 PSF 0'- 0.0" -333/ 1022V -11/ 63H 5.50" 1.63 ROOF ( 625) 0'- 10.2" -426/ 160V 0/ OH 5.50" 0.26 ROOF 1 625) LL " 25 PSF Ground Snow (Pg) 1'- 1.0" -277/ 90V 0/ OH 1.00" 0.14 KDOF ( 6251 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psi) uplift at 24 "cc spacing. 7.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= 0.039" @ -2'- 0.0" Allowed - 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL - -0.043" 0 -2'- 0,0" Allowed - 0.267" MAX BC PANEL LL DEFL - 0.000" @ 0'- 7.5" Allowed - 0.013" MAX BC PANEL TL DEFL - 0.000" @ 0'- 7.5" Allowed = 0.017" MAX HORIZ. LL DEFL - -0.000" 0 1'- 0.5" MAX HORIZ. TL DEFL - -0.000" 0 1'- 0.5° A- -+/ Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h-15ft, TCOL-4.2,BCDL-6.0, ASCE 7-10, Adill '• r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o,- o load duration factor-1.6, ., I Truss designed for wind loads o vt 11111111111 .. in the plane of the truss only. a N M-3x4 1- . /, l 1 2-00 1-01 i (PROVIDE FDL, BEARING;Jts:2,4,31 01 JOB NAME: POLYGON PLAN 3A NH - F1 �� `4 N Fq Scale: 0.8002 44, WARMNOs: OBNBRAI NOM,unless otherwise noted :78 r 1.Builder and erection contractor should be advised of as Gement Notes 1.This design Is based Only upon theparamNors shown and Is for an Individual ' Truss: Fl end warnings before construction commences. bctlAng component.Applicability of design perametew and wow Inco tion of component the rot otlhe building '9 OREGON z.2s4cortpreesbnwabbratlrgnamtaInmteOedwhmeshorm+. P� co'sloresponsibility F000 deslgnsr. '. 2 Design the top and bottom chats to bol Idler*braced at ' 3.Additional temporary Maatnp W(mance stebsBy during constructiongho ... :•.:. .. DES. BY: LA N me responsibility of me erector.PddRond permanent bracing of Z'o,a and m to as respectively unless braced tMougtrout thst�rlaef�ss by the the continuous raininshamborng auch es eralbr ywoodsMedwhee show or C). h:. DATE: 3/12/2015 structure MuMll000 designer.bMn 3.ITx nstallation requlredwhareshown+• N O 4.No load shoat be append to any menpodent ungl alter all bracing and 4,Installation of buss Is the res obe.00 come respectivenl contractor. : .9. (lq.h 5. e(.3' SEQ. : 6 2 0 6 6 8 3 fasteners aro complaN end at no ams should any bads greater than S.Design assumes busman to be used kn a norKoneshre environment, �1 ,t TRANS I D: 418842 design bads be tippled to any component end are for`try condition"of use. 5,Could Tru hes no control over end assumes no reaponsmlBy for the e.Design"dm"mB bed**at old suppodsandwn,shim("edge" pR U L fabrication,handbag,shipment end Installation o1 components, 7.Oesmmian unumee agate drainage Is provided, O.TMs design Is furnished subject to the M4lrisnns set forth by S.Plebs shall be locatedonboss tams of truss,and placed so mart anter 1 IIIl I III ll I I��null_^01 MaskSA,ins CompuTtus Software furnished 6 6(1 L)-E request. to.FForhbas dnn size or plae Millets nsyn values see E$R4311,ESR•lsaa ndiTel9EXPIRES:12/31I201:6 IIII1N 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 IC: 2x4 RDDF 814BTR LOAD DURATION INCREASE = 1.15 1-2"( 0) 114 2-4"(0) 0 BC: 2x4 KDDF 814BTR SPACED 24.0" O.C. 2-3-(-92) 49 WEBS: 2x4 REDO STAND LOADING TC LATERAL SUPPORT <- 12"0C. UON. LL( 25.01+121( 7.0) ON TOP CHORD - 32.0 PSF BEARING HAX VERT HAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE $0.10. (SPECIES) TOTAL LOAD = 42.0 PSF CO- 0.0" -157/ 578V -31/ 120H 5.50" 0.93 ROOF ( 625) I'- 9.2" -120/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) OVERHANGS: 24.0" 0.0" LL - 25 PSF Ground Snow (Pg) 4'- 1.3" -45/ 97V 0/ OH 1.50" 0.16 ODDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci:ED REQUIREMENRS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036" 0 -2'- 0.0" Allowed- 0.200" AND BOTTOM CHORD LIVE.LOADS ACT NON-CONCURRENTLY. HAX TL CREEP DEFL- -0.043" 8 -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.007" 0 i'- 5.5" Allowed - 0.247" 12 MAX IC PANEL TL DEFL - 0.007" a 1'- 5.5" Allowed - 0.370" 7.00 MAX HORIZ. LL DEFL- -0.000" a 4'- 0.6" �- 3 MAX RORIZ. IL DEFL - -0.000" 8 4'- 0.6" Design conforms to main windforce-resisting '� system and components and cladding criteria. Wind: 140 mph, h-19.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. en N e-, i O e. .4 rAil N1: 1411111111111 O -e 0 2�1 M-3x5 A- y .1• A- J, 2-00 l 2-00 2-01-05 [PROVIDE POLL REARING;Jts:2,4,31 • ooPRoAp JOB NAME: POLYGON PLAN 3A NH - SJ1 Scale: 0.6561 .t�GINe R 4(.1y9 • 7 r WARNINGS: GENERAL NONNI,unless otherwise noted: .e. ., . ..... 1.Budder and erection contractor should be advised of all General Notes 1.This deegn Ia based anti upon the panmtetero Shorn and IspfroWWin bidMdual ;::Truss: S,J1. and Warnings before canstructbn comnuntees. Incorporation component. o�t AApplic Is the dponNnbpar m t ro and pr per reef. :. ""� 22x4 compression-web bracing must be Installed where shown*. 2.Design assumas the tap r d bottom chorda to be Morally brand .. '‘':1r - .. ... .. DES. BY:: LA .Additional temporary 'g to insure motility during construction rot..and at 10'oro.respectively unless braced throughout their tenthay 46 la tree rospansibairy of Ms erector.Additlormi permanent bracing of continuous sheathing soca as plywood shomhing(TG)endku drywOMC). ,j '1 .Of.50.1t O/:1Q� : DATE: 3/12/2015 the Menet structure is Me responsibility o1 the building designer. 3.2e Impact bridging or lateral bracing required where shown••1 .11 4.No load should be Impledto any component anti ager ail bracing and 4.Installaeen of was Is the re pearulNfy of the reseed**oodrector. , -11 . AIM Y.AS SEQ. : 620668 4 fasteners are compute std at ns tem should any leads graetertan 5.Design anaemia busses aro be used Ina non sorrosye endromnent F 4' design beds M espied to arty component. and era Tor'tlry eortcttion'of un. 4 A A G.Design assumes Ng bearing at el supports shown.BNm or wedge if `, 'p V L•. `` TRANS I D: 418 8 4 2 s.Company*has no control oar and=seines no responsibility for Me neasasry• rabdcedc n,handeng,shipment and Installation of components. 7.Design assumes adequatedramege Is provided, N.Ns design Is Nmlehed subject to lire Enitseons set forth by a.Plates shag be located on both tares of Inas,end placed so Mab center rpwrcA In SCSI,copies of which wbe furnished won request. cjoint Ines. te size in s EXPIRES:12J31/201.6 Mek USA,nciCompuTrun Software 7.6.6(1:)-E t0•For basis connector Nab design*slues see ESR-1311,ESR-1985 O.MTeld 110111 111111 III R^IIill III1110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 1.3" IBC 2012 MAX MEMBER FORCES 419R/DDF/Cq-1.00 TC: 2x9 KDDF O1OBTR LOAD DURATION INCREASE • 1.15 1-2-( 0) 119 2-4.10) 0 BC: 2a9 ROOF 8198TR SPACED 24.0. 0.C. 2-3-(-162) 92 WEBS: 2c4 KDDF STAND LOADING IC LATERAL SUPPORT <- 12"OC. DON. LL( 25.0)+01( 7.0) ON TOP CHORD • 32.0 PSI BEARING MAX VERT MAX HOAX BRG REQUIRED BRG AREA BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD.. 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD - 42.0 PSF 0'- 0.0" -77/ 508V -58/ 192H 5.50" 0.81 ROOF ( 625) OVERHANGS: 24.0" 0.0" 1'- 9.2" -117/ 305V 0/ OH 5.50" 0.49 HOOF ( 625) LL - 25 PSF Ground Snow (Pg) 8'- 1.3" -101/ 19SV 0/ OH 1.50" 0.31 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. VERTICAL DEFLECTION LINITSt LL-L/210, TL•L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL- -0.036" 8 -2'- 0.0" Allowed - 0,200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL • -0.043" 8 -2'- 0.0" Allowed • 0.267" MAX BC PANEL LL DEFL • 0.007" 8 1'- 0.1" Allowed - 0.054" MAX BC PANEL TL DEFL - -0.009" 8 1'- 0.1" Allowed - 0,072" HAX HORIZ. LL DEFL • -0.001" 8 8'- 0.6" /- 3 MAX HORIZ. TL DEFL - -0.001" 8 8'- 0.6" ' Design conforms to main windforce-resisting system and components and cladding criteria. 7.0012 Rind: 140 mph, h-21ft, TCDL-4.2,BCDLL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 0 r N O I In N O I b O + . O r 29.-1.1-_-.9 r a -, M-3x5 k 1 1 1 2-00 2-00 6-01-05 t'ROVIDE FULL BEARING:Jts:2,4,31 POPk• JOB NAME : POLYGON PLAN 3A NH - SJ2- .' WSF, Oo Scale. 0.4625G' O �9 WARNINGS: GENERAL NOTES,unless otendaanoted: .''7$ 1.Butter and erection contractor should be advised of e6 General Notes 1.TMsdesign Is based only upon Me parameters shown and Is for an IadMdual .. .-- Truss: SJ2- **Waring*before construction commences. building component Applicabilityotdeelgo parameters mid proper 2.914 a mine:don web baedog must be instaledwhae shown 4, Inoorpora9on of component Is the responsibtiy tithe building designer. ' •: `:, ::. .. 3.Additional tamporery bradng to Insure slehtly during conamdlpn 2.Design assumes the top and choles to be Morally bread at .. - ., .:.. . DES. BY: LA2'o o.and et 17 o n.respectively unless unless bread throughout Weir lemrgthW - lemeassponsi4tlyorWe��da.Additional pemrarreM brecing of continuous sheathing such as plywood sinsudn2a0 aldrordrywW(BC 14%011E60.N'. h '. DATE: 3/12/2015 the ovameStructure le the responsibility tit the Wilding designer. 3.2<Impact tablgirg or lateral bracing required where shorn++ !�•. �i C1 Q SEQ. : 6206685 4.No Wad should be rippled to any component until ata at bracing and 4.Installation piton Is We responsibity of ms respective contractor. �! Z'. Q• betenersasa ate and at no timeahouhl g : 5' complete say lauds grainer than S.Design assumes Inmaea In to be used in a non-corrosive aMronment, ,(�`AIRY- `_'tr(j design loads be appeal to any coarponent and ore for'My condition'a use. 1-.. �s TRANS I D: 418842 S.camla7t R hes no enrol over dna assume no r sponNbbryyror Wt 6.Design assumes coo bearing at all supports atom swim or wedge If ' A...U L t ery.fabrisatort handing.shipment and Installalon of components, 7.Designassumes adequate drainage isprovided. SThis deWgOle furnished subject to the imitations set rerh by 8.Plates shall be loaedon both faces album,and placed solhNr paper Ill I�II''IIulILIIIIIIIft TP Ns tarnOnes coincide with Joint canter lines.size ished upon M)Tk USA Inc.CompuTSeHware 7 6.6LE9WabPeinalur basic connectorpladvalues see E8R-1311.ESR-1996 BATch) EXPIRES:12/311201.6 111111111 This design prepared Prom computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS: 13-02-00 SPAN HIP CORNER RAFTER CHORDS; (2) 2x4 OF 11&BT11 TOP CHORD LL (25 PSF) + DL ( 7 PSI) m 32 TSP ' LOAD DURATION INCREASE - 1.15 + PROVIDE SUPPORT t1-3x6(5) 12 ♦+ 6.26 id-5x8 PROVIDE SUPPORT r Tor q-01 PROVIDE SUPPORT 1 M-3x6 8-00 a 1 :-r M-3x6 r M-3x6 c M-3x8 t , 0 h y Y 13-02 1 ,i- 26-10-15 26-10-15 011:PRQfiE• JOB NAME : POLYGON PLAN 3A NH -- CRScale: 1/4" 2 WARNINGS: MINIMAL NOTES,unless otherwise note: �' `� .�...:. . 8 1.eohder end erection contractor should be advised of all General Notes 1.This design Is based only upon Ore parameters Omen and k for en Individual Truss: CR end Warnings before construction commences. building component Applicability of design parameters end proper .. f.. 2.aro compression web bracing reit be hrstaMd where shown•. ItxorpotaDon of component N the responsibility of the bulling designer. "'' . ~.: .... 3.Additional temporary bracing to Inure stability daring carotrvdbn 2 Design mums the top and bottom s b be laterally braced a _. DES. BY: LA k the responsibility of the erector.Addillonal permanent busdrq of 2'ea.and at 17 ex.respectively untold braced throughout theirlen h by V t� �a P continuous sheathing such as plywood sheaedng(rO)anderdrywalM). '9A'•�..OPIEGON k: DATE: 3/12/2015 the averse'truces*Is the raponatbiity of the bulIGng designer. 3.22 Impact bridging or lateral bred ng required where shown•+ a' y 4.No load should be spied to any component until alter all bracing and 4.Instillation of truss Is the respcnsidity of the respective contactor. �, ..Q: 5.?;,y`C� S EQ. : 62 0 6 6 8 6 fasteners are complete and at no ams should any bads greater then a.Design @sums Mases are k be Used in a nonColrosNe errvlrmtment 9 13 Y 1 y TRANS ID: 918842 design lade be applied to any component and ere for cin**million"cross. 1, .4a0 , • 5.CompuTrus hes no control over end assumes no responsible*for the H.aeafgn eseumea Mbion"o at all supperleahown.Slam arwedUb N !1(f�., fa>alcedon,handing,shipment and insulation of components. 7.Desassumes adequate drainage Is proNded. .. 8.This design Is furnished subject to the Irrigations sat kith by S.Plates shell be located oindicate size of �n both faces dews,and pieced so that center 11111111111111111111111111111 M)TaIc USAnlarlc.lCompuT aSORware 6.2.3(1L request. 10.Diggs connector pplate designvaluessee ESR.1311,ESR.I988(MtTetq EXPIRES.1=1/201.6 IU II1III1� This design prepared from computer input by [p PACIFIC LUMBER-BC LUMBER SPECIFICATIONS: 13-02-00 SPAN NIP CORNER RAFTER CHORDS: )21 2x9 OF N19BTR TOP CHORD LL (25 PS F) 4 DL ( 7 PSF) - 32 PS LOAD DURATION INCREASE a 1.15 4 M-3x6(S) 12 M-5x8 6.26E7, PROVIDE SUPPORT 4-00 PROVIDE SUPPORT M-3x6 8-00 o y A M-3x6 M-3x6 M-3x8 er..a. a 13-02 1 y 25-02-13 1/4t111,PR JOB NAME : POLYGON PLAN 3A NH - DR 5N.,\01144. s, ,::. Scale: 1/4" �'� ./ WARfelite6: GENERAL NOTES,unless oManviss noted: ' . _: 1.Solider and erecgon contractor should be advised of all General Notes 1.This design Is bawd only upon the parameters shown and M for an tndNidual Truss: DR end Warnings before conwucdon commences. budding component.Applicability of nester:parameters and proper 2.2x4 compression web bracing must be Instaged where shown r, incorporation of component Is the responsibility of the building designer. 3.Addidunit tempo brodng to lure atabiDN dwhg consmxdon 2 Design assumes the top and balsam chemist*be laterally braced DES. BY: LA the respoaihlayoFMe erector.Additlonal emaant tnadrg of 2'o o.and at 10'ea.respectively unless paced throughout their IM1p_M by p oonmiveus Sheathing such as plywoodahwddng(ra)and/ordr)wael6C). •.OREGf.�IV:. DATE: 3/12/2015 the email structure Is Nie roaporWta7ly of the building designer. &29lrrrrppact brmp4g or Moist pacing requhee where sham r r 4.No load should be applied to any eomponeillanal after cog bradng and 4.histogram of piss is the roaporulb of Bre napecdre contractor. '^ M SEQ. : 6206b87 " fasteners me complete and at no time should any loads greater then S.resign assumest asses are bb be used In a nomm�osive environment, 11S �r7 V'b TRANS ID: 418842 design keds be applied to any component 9.Dada anwfr'dry c Widefila s n;`� &CompuTam hat no GOMM Omand assumes no reeponsIblgry for the narssn" p g >PPwlMvtsdha"'Shlm wIdge If PAUL LL ;' • S.This defabricasiign le funaished aub)eclto Me ndmtloru tat kdh allipment and Installabon of byu. B.PlaIes shag beesign belocated on both faces comms,nd placed en their canter ... 111111111111111111111111111111111111 MITT ekUSA indlCompuTrueSoftware 6 3(1L}E wast. 1agaballooconnectorMatedesignvaluessee85th-t84t.eswleae(eiTat) EXPIRES:12/31./201B- . Mill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4NR/DDF/Cg-1.00 TC: 2x4 ROOF 81LBTR LOAD DURATION INCREASE - 1.15 1-2-) -9) 86 2-6-1-133) 196 6-3.10) 57 BC: 2x4 RDDF 814BTR SPACED 24.0" O.C. 2-3-1-96) 32 6-4-1-133) 196 NESS: 2x4 ROOF STAND 3-4-1-96) 31 LOADING 4-5-) -9) 86 TC LATERAL SUPPORT <- 12"0C. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BC LATERAL SUPPORT <- 12"OC. VON. DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD- 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL- 25 PSF Ground Snow (Pg) 0'- 0.0" -65/ 261V -80/ 808 5.50" 0.42 KDOF ( 625) 3'- 6.0" -65/ 261V 0/ OH 5.50" 0.42 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREt4ENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/1$0 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.003" 8 -1'- 0.0' Allowed - 0.100" MAX TL CREEP DEFL- -0.003" 0 -1'- 0.0" Allowed - 0.133° 1-09 1-09 MAX LL DEFL- 0.003" 8 4'- 6.0" Allowed - 0.100" T f t MAX TL CREEP DEFL --0.003" 0 4'- 6.0° Allowed - 0.133" 12 12 MAX TC PANEL LL DEFL - 0.006" 8 0'- 12.0" Allowed - 0.139" MAX TC PANEL IL DEFL - 0.007" 8 0'- 12.0" Allowed- 0.208" 14.00[7 M-4x6 14.00 MAX MORIZ. LL DEFL - 0.001" 8 3'- 0.5" 34.0 MAX HORIZ. TL DEFL - 0.001" 0 3'- 0.5" :6: NOTE: Design assumes moisture content does not to exceed 194 at time of manufacture. Design conforms to main windforce-resisting 11 - system and components and cladding criteria. Ai 0Wind: 140 mph, h-20.3ft, TCOL-4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, HNFRS(Dir), load duration factor-1.6, End vertical(s) are exposed to wind, Truss designed for wind loads o -,,� in the plane of the truss only. _� _ re r 14-3x4 M-1.5x3 M-3x4 1 /. 1-09 1-09 1 j y 1-00 3-06 Y 1-00 JOB NAME : POLYGON PLAN 3A NH - GI. Scale: 0.5809 kr 9 MAMMON: OENBRAL NOTES,sniessoRafwle noted: ,:.. . 78 • tr. 1.Bider end erection contractor should be advised oral General Notes 1.This design Is Mud only upon the parameters shown and Is for an Individual _ Truss: G1 and Wu ntngs before construction commences. bulking component Applicability of design parameters arra proper 2.244 compression web bndog must be installed where shown.v. Indaporaaon of component le rim responslNly orate building designer. •.. ... 3.Manonat temporary bracing to Insure atablB/daring conswcean 2.Design assumes the top and wllom dtorde to be laterally braced at .:. .. DES. BY: MJ is the neibiA of hs erector.Adnslooul ermaneM brad or 2'0.0.and at le'o.o.respecgvey unless braced throughout their length by respo y P n9 continuous sheathing such**plywood sheaMingn)endiordywalket), ,, DATE: 3/12/2015 the overt structure Is me responsOdttly or the building designer. 3.2x Impost bridging or labral bradng required where shown•• .1. � �� Cb 4.Na load should be applied to any component until alter all bracing end 4,Installation dines Is the responsibility orare respective contractor. �:'/' �+ n� SEQ. : 62 0 6 5 8 8 fasteners aro complete and at no rime should any loads greater then &Design assumes busses ore to be used In a non-0Oneswe emimranent, iQ4` AIRY�.5'.. i` design bads be rippled to any component and an for'thy contrition'of use. '1' nn� TRANS Z D: 418843 S.CompuTrus has no control over and eseumea no responsibility for the 13,1:440".""m"Ayori b°°dnp at all uppols shaven.Slim awedge Il PA L TR fawddion,handIng,shipment end installation of components. 7.Design assumes adequate drainage Is provided. fr.This design Is furnished'eked to the Imitations set forst by S.Plates shall he bated on bath faces of truss,and Owed so that,center Ukvrequest centerInes coincide with Joint Digits Indicate rbnEXPIRES:1?13I/2018f1111111111If1U II1111111 MITeUSA,IncJCompuTaSoftw B (EFmbasic connedopdeslgvaluessae ESR.1311,ESR-lavagereq