Loading...
Plans (3) • '' 1 ��l 3 SGJ rvC7�-S m ll I �fL���.^j,�riryq�sa L, i 17'-0' 23'-0' NOV v 2015 CITY 0' Q 0 4:12o 11 4:12 � I✓ � in co 0 0 LO Q cn 4 v is v 4:12 H 2 U 26 6 8 12 :12 kTp (2) N U' - O - O rh M 21'-8" 5'-4" 13'-0" 40'-0" ©Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONE BRIDGE HOMES NW 11/20/15 PLACER TO TRUSS MCALCULATIONSENT ONLY EAND PROJECT TITLE REVISION-1: ENGINEERED STRUCTURAL DRAW INGS FOR ALL FURTHER J-1844 STONE BRIDGE INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PadfidLumbfir PLAN: DRAWN BY JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS J / 1844-308 TO TRUSS CONNECTIONS BUILDING DESIGNER/ENGINEER OF RECORD TO @� } CHECKED BY REVIEW AND APPROVE OF ALL ,O Y g/r u 4�' COMPANY DELIVERY LOCATION SCALE. REVISION-3' DESIGNS PRIOR TO CONSTRUCTION (j[ TRU 4 0.11"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. r�, a , d) 0 .11 A MiTe B MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: J-1844 STONE BRIDGE ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Pacific Lumber& Truss Co.. Pages or sheets covered by this seal: K 1547002 thru K 1547018 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,° P R ofi�ss GINE�'4 89782PE Y� OREGON 9,Q.L9RY A5' P U L R� f 2 112� November 20,2015 Rivera, Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 10- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1'C: 2,4 KDDF gISRTF LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-300) 459 3-5=(-501) 282 RC: 2.4 KDDF alSETP SPACED 24.0" O.C. 2-3=(-533) 250 5-4=(-126) 101 WEBS: _xil KDDF STAND 3-4=( -04) 01 LCADI NG TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)-DL( 7.0) CH TOP CHORD 32.0 PSF EC LATERAL SUPPORT - 12"OC DON. DL ON BOTTOM CHORD = 10.0 FSF BEARING MA-: VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 FSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 7VERHAN,:;S: 12.D" 11.. 0'- 0.0" -75/ 554V -41/ 119H 5.50" 0.69 KDDF ( 625) LL = 25 PSF Ground Snow IPgI 10'- 0.0" -49/ 412V U/ UH 5.50" 0.66 KDDF ( 625) M-1.5:, o. 1 It no -structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL aqua REQUIREMENTS OF IEC 2012 AND IRC 2012 NOT BEING MET. t et�l ea! members (uonlr GOND. 2: Design checked for .net(-5 psf) uplift at 24 ".I spacing. 'er hangez specs. - See approved plans BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP - AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DE FL ECTICN LIMITS: LL=L/240, TL-L/160 MAX LL DEFL = 0.002 @ -1'- 0.0 Allowed = 0.100" MAX TL CREEP DEFL -0.003" @ -1'- 0.0" Allowed 0.133" MAX BC PANEL LL DEFL = -0.278 @ 5'- 1.0" Allowed = 0.423" 5-04-14 4-07-02 MAX BC PANEL TL DEFL = -0.274" @ 5'- 1.0" Allowed = 0.564" I I MAX HORIZ. LL DEFL = 0.004" @ 9'- 8.5" 12 MAX HOP.IZ. TL DEFL 0.005" @ 9'- 8.5" 4.00 r-- REFER TO COPIPUTRUS STANDARD GABLE END DETAIL FOR DETAILS Design conforms to mar e-resis wrndforcting NCT SHOWN. M-1.5X3 system and components and cladding criteria. M-3x.5 4-i - Wind: 140 mph, h=15fr_, TCDL=4.2,BCDL=6.0, ASCE 7 Al Heights), Enclosed, Cat.2, Exp.B, PIWFRS(Dix), (� load duration factor=1.6, M-1.5x.4 end vertical(si ar exposed to wind, M-3x5 / Trues designed forewind loads M-1.5x3 n the plane of the truss only. M-3X5 3 /-\.. to Truss designed for 4x2 grade as sir tui let-ins .v of the same si-c and grade as structural Cop �•�� o chord. Insure tight fit at each end of let-in. M-1.5X9 Outlookers must be cuc with care and a e r"1 peemrssible at inlet board areas only. td-3x5/ C, /c - I / •• 5 o SIM-3x4 M-3x4 I - - - 1-I 9-08-08 0-03-OB TT''tt!! PRO 1-00 10-00 ) "``�NG Cess/O �� . 9782PE JOB NAME : J-1844 STONE BRIDGE - Al Scale: 0.4735 WARNINGS: GENERAL NOTES, unkmaomerw,se holed �j(_/OREGON O� I Budder and erection contractor should be advised of all General Note, 1 This design is based only upon the parameters shown and rc for an indNidual �� - V ARY 15'2 T rus s: Al and Warnings before construction commences, bustling component Applicability of design parameters and proper /� ry 2 2r4 compression web bracing must be inatalted where shown• incorporation of component o the responsibility of the building designer. 3.Addraonal tem 2 Deign assumes the top and bottom chords to be laterally braced at parary bracing to insure uaDigN during construction 2'o,c.antl at 10'o c,respectively unless Draced throughout their langth by PAUL R D.STE: 11/20/2015 is the-p insibikry of the erector Additional permanent bracing of onnnuo us sheathing such as pNwood sheathing(TC)andror drywalkBC) To the-rail structure is the n sinnsibmN of the building design,,. 3.2,Impact bridging or Waist braclrg required where shown•. S EQ. : K 15 4 7 0 0 2 4,No toad should be applied to any-patient until ager a4 braung a W 4.Installation al truss is the responubdtly of the respedlva contractor, fauenera are camptets and al no time should any load,greater In,, S.Design assumes busses are to be used in a hon-211irve emironment TRANS ID: LINK design load-be applied 1.anyromponem, andar,for-drya,,dd*n'otum. EXPIRES: 12/31/2016 S.CompuTrus he,no control over and assumes no responusMy for the 6,Deign assume,Ng beanng at all suppads shown.Shim or wedge II fadraatwn.handling,shipment and instagalnn of compone Ata. `ory. November 20,2015 , Design assumes adequate drainag,is provided. fi This deign is furnished sub)eIl to the kmdation,set fonh by a Plates shall be I...led on both faces of truss,and placed w their center e TPINVTCA in BCS],copies of which w11 be furnuhed upon request, line,coincide ,In joint sent,,Imes. 9,Digitsindicate size of plate In Inches M iTek USA,IOc./CempOTfU650ftwafe 7.6.75 P2(1L)-E 10.For basic connecter plate destgn values see ESR-1311,ESR-19SO(M,Tek) This design prepared from computer Input by JP LUIIL'ER SPECIFICATIONS TRUSS SPAN 10- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC. 2:+.4 KUDF 4I&BTP LOAF) DURATION INCREASE = 1.15 1-2=( U) 36 2-5=1-300) 459 3-5=(-501) 282 BC: 2.;4 KDDF 4,,RTP. SPACED 24.0" O.C. 2-3=(-533) 25D 5-4=(-126) 101 WEL'S: _'l KDDF STAND 3-4=( -E4) 81 LOADING TC LATERAL SUPPORT % 12"QC. DON. LL( 25.D).DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 1= 12 CO. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.I1). (SPECIES) OVERHANGS. 12 D" 0.0" 0'- 0.0" -75/ 554V -41/ 119H 5.50" 0.89 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 101- 0.0" -49/ 412V O/ OH 5.50" 0.E6 KDDF ( 625) '• For ,.anger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IEC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOPCOND. 2: Design checked f _et(-5 psfl uplift at 2.1 "oc spacing_ AND BOTTOM CHORD LIVE LOADS ACT NOM-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=?./240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL -0.278 @ 5'- 1.0 Allowed = 0.423" 14AX EC PANEL TL DEFL = -0.278" @ 5'- 1.0" Allowzd = 0.5;4" 14AX HORIZ. LL DEFL = 0.004" @ - 8.5" MAX HORIZ. TL DEFL = 0.005" @ 9'- B.5" 5-04-14 4-07-02 12 Design conforms to ma w _ indforce-resisting 4.00 G" M-1 5x3 system and components and cladding criteria. 4 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=l.6, Endvertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 r I F o I o I I4-3x.4 M-3x9 9-08-08 0-03-08 1-00 10-00 GI EF9 0 CC� 2-v 92P <' JOB NAME : J-1844 STONE BRIDGE - A2 Scale: 0.4735 WARNINGS: GENERAL NOTES, unless otherwise rated (� Truss: AZ 1.Budde1aroe,edan comracmr should be a-sed mall General Not,, 1.Tht.d..lgh 1.based ohq upon the R.-I.I.shown am is for ah ind es-I A --9^- REG IN and w rha.gs before conaudan commences bUlding component AppleAbl ty of eeslgn paternal-and proper !7 -✓� 2 224-piesuon web bracug must to m bIll,d where chows• inco.poratan 1 component Is the-ponublbty of the budding des.pner. l}. 3 Aad,1 n,l temporary b,aang to insure ambmry tlunng constructan 2.Denpn easumes the lop ane bosom chords to be laterally braced at R Y - .s the.e.ponsibiliry of the erecter.Atltlilwnal pe,ma.wnt grating of Y o.c.end at 10',.,.r.sp.dively unless braced throughout then length by !!1111\ ft.tiTL: 1/20/2015 the overall aI,u,l,,e is the reg big f the budtlin deo conte-oue sheathing such as plywood sheathing(TG)a,W,r drywall(BC). n q po nsi ry o g Igoe r, 3.21 I pace bndgmg o,lateral bracing required where shown•• A SEQ. : K 15 4 7 0 0 3 4 No load should be eppb,d to any component until ens,,n b.aong and 4,Installation muusS is the responslbnily of rc pea c tmdo.. r fasten...are,oomplel,ane at no fi-should any loads great,,men S.Design a ,s trusses are 10 be used m e non 110SNe envuonmem, TRANS ID: LINK d.signload.beapph.dmanyoompp hl, anda,afar myco,tbt n"mus,. 6 CompuTma he,n,wnlml...I end assumes no rc po_,,lily fo,the 6.De` assumes full bearing at all supppns shown.Sh.m a,wedged EXPIRES: 12/31/2016 lab.aman,handhn,ah,pment and.nelallapon of compose Ms, rte essary. 6.This&a.pn a t-hed s,bfed to the Imitzlana set forth by 7.Decpn assume.ada,.I.drainage.p,.W,d November 20,201 5 8.Plate.shall be 1-10 on both fa..of truss.and placed so the.center TPONTCA.n SCSI.coPN.of which wig be Warashed upon requeal bnescoadde.11,pint center linea 9.Digits indrat.s,a of plata.n mchac M ITek USA,Ino.lGom puTfus SPIN-7.6.75P2(1L}E 10.Farbase wnnedor ples d.signvalues see ESR-13/1,ESR-1988("Talg This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 41— 9.0" ICOND. 2: Design chI.kcd for net(-5 psf) uplift at 24 "oc spacing. TC: 2.:.9 KDDFp15 BTR LOAD SURAT ION INCREASE = 1.15 (Non-Rep) Design conforms to mal' windforce-resisting BC: 2:.4 KDDF alio B-,P SPACED -'4.0" O.C. WEES: 2.-A KDUF STAND system and campone nt. and cladding criteria. LOADING Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.O, ASCE 7-10, TC LATERAL SURR]PT <_ ?"JC. UON• LLI 35.0)-DL( 7.0) ON TOP CHORD = 32.0 PSF I... ..r.TERAL SUPPORT <= 12 OC CON. DL ON BOTTOM CHORD = 10.0 PSF (All Heightsj, Enclosed, Cat.2, Exp.b. MWFRS IDi r), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End ve rtic I,(aaeexposed to wind, M-1.5,1 o equ.il of no -s Lructurt,I LL = 25 PSF Gcl S (Pg) Truss designed forwi ncl load G­1111 ou nnow s �err.tcrl memhets (uan)n in the plane of the truss only. 1-0-;'.4 .1— shown: ��s:1-2,4,G,8-9 LIMITED STORAGE DOES NCT APPLY DUE TO THE SPATIAL P.EpUIREMENTS OF IEC 2012 AND !PC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material Ir.ba!anced live 1. s have been uctural cop chord. Connect with M-3x5 c._idered for tri-, e BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP mi ns typical 36"oc (uon}. AND BOTTOM CHORD LIVE LOADS ACT NON-CCNCURRENTLY. Note:Truss design requires continuous �ng wall for entire span UCN. REFER TC COMPUTP.US STANDARD GABLE END DETAIL FOR DETAILS NOT SHOWN. 21-00 20-09 12 12 4.00 p 14-9x8 - 14.00 4.0" 2.3" M-3x5 � /'I M-3x5 M-5x6jS) ✓jam/ '�\ M-5x6{S) \ 7 % '" I' ... i6.z sI3 o.—�,r=��---.-------�-- M-3x5 M-3x5 M- o h ni 5 la 3 1 x5 M-1 g M-5x615) 14-5x6(5} 1-00 91-09 — 89782-PE r' JOB NAME : J-1844 STONE BRIDGE — B1 _ shale, 0.2058 WARNINGS GENERAL NOTES, unless olhetwiu noted. 7/1./O, REGON O� 1 Builder aW erection contractor should be aewsed of all Gene..I Note, t.TNa dea,pn,a baud oNy upon the parameters shown a,M is for an,ndrv,dual �� - VARY Truss: B1 and Warnugs belore c,ns[ruG,on commences, Ou4tlmp component.Appl,cabilily of tlealpn parameters antl pope, ,(� a 2.2sa compression web bracng must be installed where shown" ,nco,Peterwn of componenl is the..sponsiloddy of the bu,hhng design,,. 7 r•� 3 Addition.]temporary bracing to insure dab0ty during construction 2.Design assumes rhe lop arM bottom chords to be leteraey braced al ^� L �\ is the resp-rabtNy of the erector.Addcranal permanent bracuq of Y o.c.antl at 10'a.c.ra be livery unless braced throughout then length by /�' U.z,Tw.: 11/20/2015 the overall sbuctu,e,s the responsibility of the building desi conbnuous,hea g or lateruch as a,Plyng re uired lrhire s-hndl-drywall(BC). _ C � ry p finer. J 2r Impact bndpng or lateral breunp ra9uttad where shown SEQ. K 1 5 4 7 0 0 4 a No load should be applied to any component unuf,ft aft bracing aMco . Inalallahon of true is the reapons,biUty,I the msperve ctntractor [.slime..are complete a,W me al n r tishould any load,great.,than 5.D,wpn assume•trusee.are to be used In a non—earve e—n-h,nl' EXPIRES: 12/31/2016 TRANS ID' LINK design wad,beapplied to any component. and,,,fat'dfyc,ndnon',wse. S C—PuTrus has no control over and assumes no aroonsib0ty tot the 6.Deeccep�a�su es Ns bearing al all cuppoda shown Bhim ar wedge.f November 20,2015 feeto:atron.landYnp.,rather,and msta0alion of componenl,. 7.Design Cade adequate drainage g a d e s provided. 6 This design is lu,nishetl subled to the hmdalons sir tomb by 6 Plates shallubeebcaled on both laces of lues,and placed u then center TPI CA In BCSI,copies of which will be furnished upon,ec—t. ,,nes c..node win pint center line,. M,Tek USA,Inc./Com uTrus Soil—+7,6.6-SP11L-E 9 lc indroale,¢e,I plate in irzhea,. D ( ) 10.For base­hemiplate design lues see ESR-1311,ESR.I9W(M,T.k) This design prepared from computer _-put by SP LUM6EP. SPECIFICATIONS TRUSS SPAN 41'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg=1.00 1,:: 2 4 KDDF NILBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 3E 2- 9=(-1351) 3544 2- 3=(-3421) 1170 12- 7=( -90) 223 2"4 KDDF qts BTR SPACED 24.0" O.C. 2- 3=( -623) 377 9-10=(-1198) 3142 3- 9=( -1431 223 7- 8=(-3306) 1176 WESS: _ 4 I.DDF STAND 4=(-3727) 1518 10-11=( -803) 2366 9- 4=( -122j 448 LOADING 4- 5=(-3042) 13CO 11-12=(-1174) 3113 4-1D=( -686) 454 TC LATERAL SUPPORT <= 12"3C. UDN. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PER 5- 6=(-3026) 1359 12- 8=(-1349) 3433 10- 5=( -343) B8' BC LATERAL SUPPDPT <= 12"OC. UDN. DL ON BOTTOM CHORD = 10.0 PER C- 7=(-3636) 1535 5-11=( -331) 854 TOTAL LOAD = 42.0 PSE 7- 8=( -493) 479 11- 6=( -656) 444 �VEPHANC,S 0.0" 6-12=( -126) 373 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HCRZ ERG REQUIRES ERG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) F- ha n9er spec:. - See pp--d plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IEC 2012. 0'- 0.0" -265/ 1870V -103/ 110H 5.50" 2.99 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 41- 9.0" -224/ 1753V 0/ 010. 5.50" 2.81 KDDF ( 625) GOND. 2: Design checked for net(-5 psf) uplift at Z4 'ec pacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1611 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 14AX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.302" @ 16- 9.6" Allowed = 2.042" MAX TL CREEP DEFL -0.574" @ 16'- 9.6" Allowed = 2.722" MAX HORIZ. LL DEFL = -0.099" @ 41- 3.5" MAX HORIZ. TL DEFL = 0.161" @ 41- 3.5" Design conforms to mrn rdforce-resist:na system and components and cladding criteria. Wind: 140 mph, h=22.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 21-00 20-09 ' I 6-10-05 7-01-11 7-00 7-00 7-01-11 6-07-05 i i I i i I 12 12 4.00 p1-4x6 a4.OD 4.0" M-5x8(5) 5 M-5x8(S) C 0.2 4„ \\011 0625" M-3x6 .� �j �� -M-4x4 H-1.5x3 �i� �M-1.5x3 - -- '9 - 1DJ --'-11• 12 B f I '^,v PROFF M-6r.6 M-3x4 0.25" 0.25" M-3x4 M-6x8 l�� M-5x6(5) M-5x6(5) GJ 8-04-13 _ 8-04-13 8-04-13 8-04-13 8-01-13 ( �' 978 2 P E yr i-00 41-09 JOB NAME : J-1844 STONE BRIDGE - B2 Scale: 0.1458 WARNINGS: GENERAL NOTES, unlessothe,wsenoled' �jl, REGON d� 1 Builder and ereclmn coniraclar sh,,Id be advised el all General Noles 1.This design is based only upon the p-hhelers shown ,d,,for an ind,dual Truss: R2and Wa,,, a beloe construdmn commences, bmldmg component Applmabgdy,of desgn parameters and pope, '-1Ry A15 2.34 wmpreass,web bracmg must be mstakd where shown apo,at1o,of companent is the responsbibry of the buddmg designer 3 Adddional temporary bramng to msu,e stability dur,ng construction 2 Design assumes the lop and bottom shams to be laterally braced at PAUL 1 . �\ 1s the responsbday of the e,eclo r.Adddonal permanent bracmg of Z, c and al 10'o c,respectrveN unless braced th,ougho tit mee bngm by PA[,1 U IiSTE: 11/2 0/2 015 he overall stmcwe.a me ms mu of bwm�n des continuous sh-thmg such as Plywood sheammg(TC)antllo,drywall(BC). - po- ty o g gne, 3 2x Impact bndgmg or lateral btaung required where mown. S E Q. K154-7005 4 No load should be applied to any companent until alter all ba-g she a Installation m vasa.me eaponame ohne,esperbve comedo,. }''� p I'y 1-­aare sames plete and at no time should any loads Seale,than 5 Dgn assumes truaaes are is be used in a noniortosme enw,onmenl, EXPIRES: L�3 IGO 6 TRANS I D' LINK tlesgn leads be applied to any component. and are dr ••dry cond ben"of use. 5 CompuT-has no con bol over and assumes no,expe-olhy to,the Y. 6 Deeessaarssumes full bee nng al all euppods shown shim or wedge d folm-t-handYng,s)npine,t old installatlon of companenls. November 20,2015 7 Desgn a ssume s adequate drainage rs p,ovded. 6 This tle sign is lumisnetl subject to the 411talwn5 Set to nh by B Plates shall be located on bath faces of buss,entl plaud so thea center TPLMRCA m BCSI,copes of whoh will be furnrched upon,equest. Ines coincide with pmt center tines plate MiTek USA,Inc./CompuTrus Soft die 7.67SP211 L)-E 10 For base--to, nches plate design values see ESR-1311,ESR-1988(MiTeN) This design prepared from computer input by JP LUIIBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IEC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2<4 KDDF 416BTR LOAD DURATION INCREASE - 1.15 1- 2=( 0) 36 2-10=(-1339) 3569 2- 3=(-3432) 1180 7- 8=(-3611) 1327 BC: 2.4 KDDF 41RRTR SPACED 24.0" O.C. 2- 3=( -625) 376 10-11=(-1149) 3171 3-10=( -142) 222 WEBS: 2..4 KDDF STAND 3- 4=(-3754) 1530 11-12=( -799) 2396 10- 4=( -121) 445 LOADING 4- 5=(-3072) 1359 12-13=(-1194) 3171 4-11=( -685) 455 TC LA.TEPAL SUPPORT - 12"OC. DON. LL( 25.0)+DL( 7.0) Off TOP CHORD = 32.0 PSF 5- 6=(-3072) 1360 13- 8=(-1350) 3569 11- 5=( -343) 882 BC LATEP.AL SUPPORT - 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSE 6- 7=(-3754) 1508 5-12=( -344) E82 _ TOTAL LOAD = 42.0 PSF B=( -625) 393 12- 6=( -685) 455 OVERHANGS: 12.0" 20.0" 9=( 0) 60 6-13=( -95) 445 , LL = 25 PSF Ground Snow (Pg) 13- 7=( -142) 202 BOTTOM CHORD CHECKED FOP. A 20 PSF LIMITED STORAGE BEARING MAX VERT MAY. HORZ ERG REQUIRED ERG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTT014 CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 01- 0.0" -265/ 1875V -114/ 110H 5.50" 3.00 KDDF ( 625) 42'- 0.0" -294/ 1957V 0/ OH 5.50" 3.13 KDDF ( 6251 COND, 2: Design checked f net(-5 psf) uplift at 2; spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL 0.309" @ 25- 2.4" Allowed = 2.054" MAX TL CREEP DEFL = -0.591" @ 25'- 2.4" Allowed = 2.739" MAX LL DEFL = 0.022" @ 43- 8.0" Allowed = 0.167" MAX TL CREEP DEFL -0.021" @ 43- 8.0" Allowed = 0.222" FLAX HORIZ. LL DEFL = -0.100" @ 41- 6.5" FLAX HORIZ. TL DEFL = 0.165" @ 41- 6.5" Design conforms to main winciforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 21-00 21-00 (All Heights), Enclosed, Cat.2, Es:p.B, MWFRS(D1 r), ( ( j load duration factor=l.6, c 6-10-05 1-01-11 7-00 7-00 7-01-11 6-10-05 Truss designed for wind loads i t in the plane of the truss only. 12 12 4.00 (7�- IA-4x6 a 4.00 4.0" M-5X8(S) 5 - M-5x8(S) 0.25" 3\.\\0.25" 4 �j \•' h1-3x5 �- '' IA-3x6 3 % / \ 7 TA-1.5xj % \ M-1.5x3 1 o -- 10 1 ' 12 13 8 O Y!I 1114-6x6 M-3x4 �.25" 0.25' M-3x4 IIM-6x61 {R P R QF M-5x6(S) i1-5x6(S) 5NG�NEFSS 3-04-1-3 --- _ ----- 8-04-13 8-04-13 8-04-13 8-04-13 � F9 /�2� -Do --- - 42-00 - 1-08t 89782PE JOB NAME : J-1844 STONE BRIDGE - B3 -- _ Scale: 0.1492 WARNINGS: GENERAL NOTES, unleupthervnunoled y OREGON I Builder antl..ectron co nnactor snouto be adv.d of all General Notes I.This design Is based only upon the paramatersshown and,for an Intlry Wual Truss: B 3 1 and Warnings before construct-commerce, bulldmq component.Appbwbaty of Cewgn parameters antl proper 2.2+4 compress-web W-M must be mstakel whew shown., Inmlporanon olcomPoneret Ia the asponaWhy of bmlding designer. �/ V 3.Add.d n l temporary braang le ms-s WIty during constructwn 2.Devgn auume,the top and bottom ctwrds to be Wtaaby brand al Ry 151 erecta r. `'o.c.and at 10'o.c.respectwely unleu braced IhwughbW than kngth by Is the responslbil4y of the Adddwnal permaneN braang of \ ontwuous shealhvg such as pfyweotl sheathug(TC)anNar drywall(BC). . PA UL :,TE:: 1 1/2 O/2 O 1 5 the overab structure Is the responnbrsly o1 the butWwg deagner, 3.2,Impact brdglrg or leteral braang recurred where snown SEQ. : K 15 4 7 0 0 6 4.No load should be applied to any component until eller all bracing and 4.Instatauon o1 tru s rs lne responalblll olthe respeclrv<cpntraclpr, l Iasle ne ra are co mple le and et rc Ilme bhp Wd any loads gra ales Than s Designa es Imsses Bre Ip Oe used 10 0 Oomcanpurve envnonme N, TRANS I D• LINK deapm deign load,be l,ed any componeln and arc for dr, ppnmten•of use. 5.CampuTruahas nocontrol overand assume.noleap,n,IbJnyfor the 6.Da,eSnsaassumasiniflo-ingalan,upp,h,,h,,n shim orw,dg,,f EXPIRES: 12/31/2016 labncatlon,handbn N t antl mamll,tron al coni a. ry gne pine^ par m^ 8.7.Desgnauumeb,,t,donbothlfageupbuse,d November 20,2015 6 Tin:tle sign Is Iwnnnetl wbpcl 10 the Imrtalwns cello forth by 8.Plates shag be bcaled on bath lace,of tuu,and DWcetl w Ihur center TPlhWTCA m BC S I,cppws of Milch wig be fumilned upon request. Ivies colnade Whpmt center bnes. MITek USA, Software Inc./Com uTrus 7.6.7-SP2 1L-E 9.Digs lndwate we al pkte In ircnea P l ) 10.For b-c connector pWle dealgn values sea ESR-1311,ESR-1988("Tek) This design prepared from computer input by Jp LUMBER SPECIFICATIONS TRUSS SPAN -. - 0.0" COND. 2: Design ch—ked for n—(-5 psf) uplift--, 24 'oc spacing. J TC: 2 4 KDDF a15BTR LOAD DURATION INCREASE = 1.15 P.C: 2.4 ADDF d15RTP. SPACED 24.0" O.C. Designconforms to main windforce-resisting lJ E 5S =::4 KDDF STA.NU system and components and cladding criteria. LOADING TC LATEFAL SUPPORT <= 12"OC. 111. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC' LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads ,1-1 5:.7 o. -s.ru c..0 rel LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. 1 ti r.al members (uon)n LIMITEDSTORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IFC 2012 NOT BEING MET. Note: Outloo'rer truss. Upper top chords require same material as structural tour.hord. Connect with 11-3x5 BOTTOM CHOPD CHECKED FOP. 1UPSF LIVE LOAD. TOP min typical 36"oc (uonl. AND BOTTOM C'H ORD LIVE LOAD`S ACT NON-CONCURRENTLY. Not-Trus 5 ot-Trus5 clesign requires contint bearing wall for entire span DON. E-06 6-06 REFER TO COMPUTR.US STANDARD hl-4%H GABLE END DETAIL FOR DETAILS NOT SHOWN. 4.0' �12 8.00 F7 12 / \9.00 6. M-3x4— iI� oL -- --_—_— --_ __— --_ —•o M-1.5x3 ID P 0-10 •-- — - 13-00 0-10 GIN�F��'S/O 8 782PE JOB NAME : J-1844 STONE BRIDGE — C1 Scale: 0.4683 WARNINGS: GENERAL NOTES, mleasoIn.rvn. led �jL OREGON (�O� Truss: C 1 I Budder�he erection contractor should be advised Wall General Notes i This design Ia based only upon the paramele ra anown aM Is for an indrvdual (i no Warnings before on., Bron—man.ea toddling component.Applicability of design beenhalers and proper ��� q R Y 15, �Q 2 2.1 compression web bracing must be mabtlletl where shown�, Irxorpor...n el campan m1 le the fesponslbdlty of the budding designer - 3 Addmomal temporary bracing to insure stability du,,N construction 2 Design assumes IM1e top and bottom chords to be laleraby bracetl al is the responwbility of the erector,Additional permanent braurg of 2-o c and°110',,,.reupecr,aly unless bracetl throughout then length by /" onlmup us sheathing such as plywood sn,.1hmg(TC)md1lor tl y—II(BC) UL 11y PC; 11/20/2015 Ine ave tab structure is Ine responsibility til the bulldmg designer. 3.2,Impact bad lateral bracing d whe fe shown.. SEQ. : K1547007 a No load amend be applied to an ain9 or grogof th y component until aper all bracing and 4 Indallabon of buss Ia the responsibility i the respedrve conlrador laeleners are ,,plate and al no tune should any lead,greater than S.Designaasurne,truesea are to be used m a noncorms--,nm...I, TRANS ID: LINK design load,beappl,edmany mmpen- and are for d,candllo"°fuse. EXPIRES: 12/31/2016 5 Cam, ,,hot nocontrol overand aaa—norm-1,114yfor me 6.Dewgn—nu,NOW—g at all supportsutawn.Shimorwedgeit November 20,2015 labrrcation,hands N (and installation of tom necessary. ng,s pmen component, 7 Dewgn assumes adequate drainage Is provided 6 This design Is furnished subject to the 4mletam,sel forth by 8 Plates shall be located on both laces of lruse,and placed so in.,,center TPVWlCA In 1111,ccore,of which vn4 be Iurnlahed upon request, lines comcde 11th joint center lines. 9.Digits md-a size of plate m mches MITek USA,Inc/Compo Trus Soft—e 7.6.7-SP2(1L)-E 10 For basic connecWr plate deagn values see ESR-1311,ESR-1988(M,Te1j This design prepared from computer input by JP LU l i BER SPECT FTCATI INS 13-00-00 GIRDER SUPPORTING 42-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cu=1.00 TC: 2,4 KDDF UIFBTF LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-7128) 1592 1- 5=(-1236) 5E42 - 2=( -566) 2634 BC: 2'c5 KDDF h168T F. 2- 3=(-4920) 1142 6- 7=(-1222) 5572 - 7=(-i970) 490 WEBS: 2.:4 KDDF STAND: LOP.DING - 4=(-4926) 1142 7- 8=(-1222) 5572 7- 3=(-1206) 5210 � KDDF STUD A = 25 PS Ground Snow (Pg) 4- 5=(-7128) 1592 8- 5=(-1236) 5642 7- 4=(-1970) 490 TC UNIT LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0 TO 13'- 0.0 V 4- 8=( -564) 2634 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 500.0)+DL( 360.0)= 860.0 PLF 0'- 0.0" TO 13'- 0.0" V B(" LATERAL SUPPORT <= 120r. HOD. BEARINGMAX VERT MAX HOPE BRG REQUIRED BRG AREA - LIMITED STORAGE DOES NOT APPLY DUE TC THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IFC 2012 NOT BEING MET. 01- 0.0" -1347/ 6006V -91/ 91H 5.50" 9.Ei KDDF ( 625) '_ 1 complete trusses required. 131- 0.0" -1347/ 6006V O/ ON 5.50" 9.61 KDDF ( 625) ALCach 2 ply w:th 3"x.131 DIA GUU BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. cec in 1 row ls) throuohout 2::4 top " nc in row(s) throughout 2xE bottom chords, CON U. 2: Design the cl:ed for net(-5 psf) uplift at 24 "oc spacing l" or, rn 1 row lsl throughout 2,4 webs. - - - - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.049 @ 6'- 6.0" Allowed = 0.604" MAX TL CREEP DEFL = -0.099" @ 6'- 6.0" Allowed = 0.806" A_06 6_n5 MAX HORIZ. LL DEFL = 0.015" @ 12- 6.5" MAX HORIZ. TL DEFL = 0.027, @ 121- 6 5" 3-08-11 2-09-05 2-09-05 3-08-11 UesYgnco nfoYms to m r and claddinrndforce-renis[i ng system and compo nentsg cri terra. 12 12 B.OU �. \ 8.00 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration £a_toY=1.6, Truss designed for wind loads in the plane of the truss only. 3.1'\ M-3x5 / � M-3x6 M-5x.10 ��' M-5x10 z FA on ILI 0 1 6 m 7 9 '5J� M-3X8 M-7x.8 M-3x.8 3-06-15 2-11-01 2-11-01 3-05-15 P F Ro 13-00 \��� G'N �`+Ss,� 9782PE f JOB NAME : J-1844 STONE BRIDGE - C2 Scale: 0.3955 WARNINGS GENEisd Nqm ES. unl up,the y2 OREGON I Builder antl erectwn com,aclo,should be advised of all General Notea I This desgn is Eased.Ny upon the parameters sMwn and to for an indrvxlual O� Truss: C 2 and Warnings beton construction commences bW,fiN component.Applicability of devil,parameters and proper n 2.a4 compresao,web lb mit must be installed where shown.. .rpora:U o S the top nt is the m pronvbibly el the bmldmg designer ,4,�� q RY 1 ' V� 2 2.. assumes the nip and bottom cemms to be laterally braced at 3 Aadmonal temporary bmang 10 inswe etab�bry during.onsnu.0°" z'o.amid Allo'o.c.respectively unless braced mroaghovt mer�engm Ey iS me resposbdiry of the erector Addm...I permanent bracing of o,mm s sheathing ouch as plywood sh,,Ihmg(TC)a,dlo,dnwall(Bcl. PAUL i {�]1 D-,TE: 11/20/2015 the overall,ruclure ie the respeniI of me bmldmg devgner, 3.2v Impact b,dgmg or lateral b,acmg,equ red whore show,.. " A t„/L SEQ. : K 15 4 7 0 0 8 4 Ne load should be applied to any component until after all bracing and 4 Installation )'truss,,the reilp-bal,ty of the respective contractor _ taste hers are complete and at rw time should e,y loads greater the, 5 Can,a es t ussea ora to be used,n a,,,,,rro...envpanme nL It si loads be a had t.im t. and are los,udry conditipW of use. TRANS ID: LINK pi o ,compose" 6 Des. fall baarm tan eu ns sn.wn.Slim or vena l 5 C.mpuTrpa haa,...mmi.mer and aaapmee nil reaponaibilily the ,e ego aaa mea g a 9e' EXPIRES: 12/31/2016 bb,.atwn,hand1m pmen p-M. ssary g,sN randhe k llcumm,coni 7.Ce ugh aul be adequate prom ldetl November 20,2015 6 This de elan is lurnrehed cubpct to the 4mitations set forth by 8 Plaloc shall be bcated on bath faces of truss,and pla catl so then ce Ates TPIAMCA In SCSI,copies of whch mill be furmshed upon request. hnas...nvde weh J.mt-or times, uTrus Software 7.6.7-SP2 1L-E 9.Fignc indicate size,pplate in Inches. MITek USA,Inc ICom P ( ) 10.For bavc co,necto,plate tlevgn values see ESR-1311,ESR-1988(MiTeM) This design prepared from computer input by JP LUMBER SPECIFY"TIONS TRUSS SPAN 13'- 0.0" FOND. 2: Design checked for net(-5 psf) uplift at 24 " spacing. ?(.': 2:4 MOUE p15BTP. LOAD DURATION INCREASE = 1.15 oc 2.:; KDDF dIS BT P. SPACED 24.0" O.C. Design conforms to main tui ndforce-resisting 'NESS: KDUF STAND system and components and c adding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)•DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE i-10, BC LATERAL SUPPORT <= 12"OC. DON. DL O.N BOTTOM CHORD 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.;, MWFRS IDirI, TOTAL LOAD = 42.0 PSF load dur.tion factor=l.6, Truss designed for wind loads M-1.5,4 o equal at n ruc -sttural LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. ---1 members (tI n)n LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IFC 2012 NOT BEING MET. Note: Outlooker truss. Upper top chords require same material strur-tural top chord. Conner., with M-1-5BOTTOM CHORD CHECKED FOP lOPSF LIVE LOAD. TOP thin typical 36"oc (uonI. AND BOTTOM CHORD LIVE LOA US ACT NON-CONCURRENTLY. �Note:Truss design require;=ontinuous— bearinn.g wall for zspan DON. J 6-06 6-06 hl-I/.8 REFER TO COMPUTRUS ST.A14DARD GABLE END DETAIL FCR DETAILS 9.0" NOT SHOWN. 12 \ _ 12 6.'<.� M-3x4- F-iLj - o M-1.5x3 M-3v.4— 0_10-- — - 13-00 0-10 GINE SV �s 89782PE r JOB NAME : J-1844 STONE BRIDGE — D1 Scale: 0.4683 WARNINGS: GENERAL NOTES, tou. th—se noted, �}J^,OREGON 1 Guider ane ere coon c,niracmr.Mould be advlsetl al all General Nines 1.This dengn Is based Dory upon the parameters shown ane I.for an Indrvldual 4� �q R Y 16,2 - TrUSS: D1 and Wa.. demi'con.tiuph,n,pmmen,e. bulldllg component Applicability of design parameters and proper rncorporebon of compbnent I.the responub,hly of the buddnre designs,, 2 2�4 compression web draang must be Instaretl where shown•. 2 Design.soothe.the tap end bottom chortle to ba laterary braced al 3 Pddmonal temporary bracu,g fo insure pabllry dunrg cons,,uawn 2'a.c,and al 10 o.c.r<s '°A U L Is the responabNry or the erector.Pdtlrtanal permanent braarp,f ,�ct,eN u,t n brand tNougtaw the,,kngth by DATE: 11/20/2015 the o,,e,ar structure is the ria nsma of the b,,dd,, deo n, omm,,a t neg,ngsheathuors n as prywn,d meid,,lulTc)—a,W-d,ywan(Bcl. _ w ry g re e� 3.z.Impact brag^e lateral braang regwred.mere w„wn SEQ. : K 15 4 7 0 0 9 4 No mad should be applied to any component until after 11 bracing a d 4 Instebt o^of truss Is the responelblbty of th inspect-contract,,. fasteners are complete aM.1 no bine should any loads greater than 5 Design assumes true...are to be used In a hon-corrosive enwronmenL TRANS ID' LINK design$.ad.beappbm,ne edtoanyc, pni, anal arelor"dryconditlon"Ouse. EXPIRES: 12/31/2016 5 CompuTrus has nownVoloverandassumesno.esp,ns,b,Icylet the 6 Designassumeslugbe,rmgalallsupp,nsshown.Shimorwedged November 20,2015 fabrication,handfiN.stupment and Inetalation of components. ssary. - ] Deegn assumes adequate drainage Is provided. fi This dewgn,s turn—,eubled l01he 6mltatwns eel lona by B.plate,enter be located on both face.of$ruse,end pieced so their center TPMMCA In SCSI,copies of which w8 be rurmshed upon r,q...t, knes conic,de wdh pmt centet Ines. 9 Digits,,Wcate slie of plate in inches. Software USA,Inc(CompuTrus Sofre 7.6.7-SP2(1L)-E 10 For basic connector plate design at,,,see ESR-1311,ESR-1988(M,Tek) This design prepared from computer input by JP LUIIBER SPECIFICATI OILS TRUSS SPAN 13- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 214 KDDF HI&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) E3 2- 8=(-23) 348 2- 3=(-718) 152 BC: 2.4 KDDF kbit BTP SPACED 24.0" O.C. 2- 3=( -44) 199 8- E=(-231 349 8- 4=( 0) 296 WEBS: 24 FDD-- ST qND 3- 4=(-507) 130 5- 6=(-718) 152 LOADING 4- 5=(-507) 131 TC LATERAL SUPPORT <= 12"OC. UOI4. LL( 25.0)i DL( 7.0) ON TCP CHORD = 32.0 PSF 5- 6=( -441 199 BC LATERAL SUPPOPT <= 12"OC UON. DL ON BOTTCM CHORD = 10.0 PSF 6- 7=( O) E3 TOTAL LOAD = 42.0 PSF LETINS: 2-00-00 2-00-00 LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIREDBRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES LOT APPLY DUE TO THE SPATIAL 0'- 0.0" -105/ 6EOV -III/ 111H 5.50" 1.06 KDOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 0.0" -lU5/ 650V 0/ OH 5.50" 1.06 KDDF ( 625) BOTTOM CHORD CHECKED FOP IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CI OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, =L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL 0.104" @ 11'- 5.1" Allowed = 0.604" MAX TL DEFL = 0.107" @ 11'- 5.1" Allowed = 0.806" MAX LL DEFL = -0.002" @ 14'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 14- 0.0" Allowed = 0.133" 6-06 6-06 -- - MAX HORIZ. LL DEFL = 0.003" @ 12- 6.5" MAX HORIZ. TL DEFL = 0.005" @ 12- 6.5" 12. .I.1-4z4 lz 8.00 8.00 9.0„ Design conforms to miindforce-resisting system and compone ntsano cladding criteria. i Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=E.O, ASCE 7-10, (All Heights), Enclosed, Cat.2, Erp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of [he truss only. M-3>:4 M-3x.4 i Kr �_j/ n Eryl O �M-3x6 1-1-1.5x.3 H-3x6 - -- - RED P R OFF 0-10 13-00 0-10 NG,1NEE- 9782PE JOB NAME : J-1844 STONE BRIDGE - D2 �. Scale: 0.3933 WARNINGS: GENERAL NOTES, his..the-.-,ad (/ I.Bucker and erection contractor should be advised of all Ce neral Notes 1.This desgn is based,Ny upon the parameters enown and is lo,an,nd,...l �A EGOIN d'� Q,• Truss: D? and Warnings before constuco,n commences building component Applrcaleddy of design parameters and pm Der 2 2.4 wmpression web bracing must be metaaed where enown• Ineorporalion of compo rcnl k the responsibility o!the buikug designer CJ^ 3 Additional temporary braomg io insure stability during const-bah, 2 Design assume.the tap and bottom chords to be laterally braced at ^IRy is the resp...thbN of the erector.Aditten-1 par m....I bracmg,f 2'n.,.and at 10'.c sltpecllvely unless braced Ihmughout rood kngth by Ii.TTE: 11/20/2015 Ino avetatl sfructure is the res bN 1the building desi c,nhnuoussheaMing such as Dlywood shea,hing(TC)and1.rdrywall(BC) p^U� Pon N o B Sn< 3 2v Impact bndgmg or kteral bracng requbed where shown.. i'S 4 No load soudk rty be applied to acemrd p,neuntil ager.0 braong ao 4 ksmbatnn of buss is the reeponsbN of the s Gwe t,nt,,bir. SEQ. : K 15 9 7 01 0 lae wmoilele nshook any al ,time shany mads glassine, 5.Design a es busses are to be teed in a noasp­­ arwnanmeht, TRANS I D: LINK design load,be applied to any t,mp,,,m, anal a,,fosudry condde of use. 5.CompuTrusnosno.olio!overand assumesnoresponswbWyb,rthe 6.Design au es lug bearing al allsutiptinssown.Shunorvadged EXPIRES: 12/31!2016 labrcaiwn, aessary,um Nirig.sMpment antlmmtla Iron ob comp,ne ni.. ].De sign atom.,atlequale drmnag'ia Wovkled November 20,2015 fi This design i.burnished subm subject k the i dawn ts sol fodn by B.Plate.shall be located on both faces of truce,and placed w met center TPIIWICAm BCSI,copilsol which mil be furnisod upon request, Imes.mode inch pooh-ter lines 9 Digits indicate size of plate in intoes. M ITek USA,Inc/COmpUTlus Soft-re 7.6.75 P2(1L)-E 10.For basic connector pinto design values see ESR-I J11,ES R.1986(M,Tek) This design prepared from computer input by JP LU;IBER SPECT FI CATIONS 13-00-00 GIRDER SUPPORTING 42-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2's4 KUUF III&BTR LOAD DURATION EASE - 1.15 (Non-Rep) 1- 2=(-6762) 1510 1- 6=(-1116) 5082 6- 2=1 -5601 2610 - BG: 2::6 KDDF 41LBTR. 2- 3=(-1(5 1084 6- 7=(-1iJ01 5016 2- 7=(-15301 39G WEBS: 21 KDDF STAND. LOADING 3- 4=(-4659) 1084 7- 9=(-i1J0) 5016 7- 3=(-113d1 4898 2x4 DF STAIID A.: LL = 25 PSF Ground Snow (Pg) 4- 5=(-6762) 1510 8- 5=(-11161 5082 7- 4=1-1538) 396 _..i KDDF STUD B TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 13'- 0.J" V 4- 8=( -5601 2610 BC UNIF LL( 500.D)+DL( 360.0)= °60.0 PLF 0'- 0.0" TO 13'- 0.U" V TC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HOR2 6RG REQUIRED BRG AREA PC LATERAL SUPPORT - 12"OC. DON. LIMITED STORAGE DOES NOT APPLY DUE TC THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.I:7. (SPECIES) REQUIREME14TS OF IBC 2012 AND IFC 2012 NOT BEING MET. 0'- 0.0" -1352/ 6006V -94/ 94H 5.50 KDDF ( 625) 13'- 0.0" -1352/ 6006V D/ OH 5.50" 9.61 KDDF ( 625) 1 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Arta rh 2 .;F. 3"::.131 DIA GUN AND BOTTOM CHORD LI'JE LOADS ACT NON-CONCURRENTLY. .its stagne:ed n9" oc in I rows) throughout 2::4 top chords, CON U. 2: Design checked for nat(-5 psf) uplift at 24 'cc spacing. 5" or. in 2 row(sl th-WhOUL 2x6 bottom chords, 9" nc in 1 ecw lsl throunhouc 2x4 webs. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL -0.043" @ 6'- E.0" Allowed = 0.604" MAX TL CREEP DE FL = -0.087" @ 6'- 6.0" Allowed = 0.806" 6-06 6-06 --- - - ---- ---- -- MAX HORIZ. LL DE FL 0.015" @ 12- 6.5" MAX HORI Z. TL DE FL 0.025" @ 12- 6.5" 3-05 3-00 3-00 3-06 12 12 Design conformsto main windforce-resrstrng 14-4x6 system and components and cladding ori ter ra. 8.00 8.00 4.0" Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-1D, 3 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, Ii i�-- load duration factor=l.fi, I-� T designed for wind loads in the plane of the truss only. 3.1"- M-3x6 �-4 M-3x6 2 M-10x10 'm-i oxi 0 /. / . Z �� I � co � �_ - - 1 A 6 m 7 8 5 M-3X8 M-7x8 M-3x8 3-04-04 3-01-12 3-01-12 3-04-04 -- 13-00 ND P�F�ss1O 8982P f JOB NAME : J-1844 STONE BRIDGE - D3 Scale: 0.3972 WARNINGS: GENERALNDTES, a 1-therv4,en,led U OREGON I Bull 11 and elect,,C-11-1 should be ad-d of all General Nate, I This desgn is based oNy upon the paramelersshown aM is for an,Mivldual Truss: D3 and Warnings before consbucu.n comma,es. b,Idug co mm-t.AppleabdiN of deagn parameters and proper 2.2.4 co mp,esuon web bracing must be"lased whe,e shown• incorporation of compo,.nt'a the rosponubday of the bulb,g deugner V 3 Adds'...Temporary brac.tg to Insole uabd,ty duruq c.nst-be, 2 Design assumes the top and bottom chortle to be IaleraPy Were at q RY 151 is me responub,tity of the erector Adda,nal permanent Oraong of 2'o.c end al 1 V o c respectnely unless braced througibut thea le N:h by �J continuous sheathing such a6 plywood,he thug(TC)a,&,,drywalllBC). AA �\ DATE: 11/20/2015 he.vera,amcmre la the 116tPemmty of bmld,g de,,g,er 3 2.Impact b,dgmg or lateral brawrp equaled where shown.. SEQ. : K 1 5 4 7 011 4 Ne load should be applied to any comp.,..until ane,all b-,W and 4.I,slalla tion of buss is the re6p.neblbly of the,especove c.neacb, _ lasle-are...plot.ane at no time should any loads greater than 5 Deugn assumes trusses aro to be used the envaonment. TRANS ID• LINK1.ugnb,d,1eappl,d1.myc.mpon.,t -d- , C.mpuTrus has no control over and assumes no responub,hty for the 6.De`,65d ssumes fuY bearing at all supports shown.SMm o,wedge it EXPIRES: 12/31/2016 lab„al,n.hantlY N land tn,ld pal,,of com 7 l ng.,Amen pnt,by 7,o�.gna„1beWcaeda,Wra�fag<nprusded. November 20,2015 6 The deugn u lurnrched wbpU to the Imsat,m set lo,h by B.Plates Wtaa be boated on both laces of Voss,and placed so men ce nim TPINJFCA,n SCSI,copse,of whch volt be fumt,hed upon request. Ines comude-1 pint center lines MITek USA,Inc./CompuTrus Software 767-SP2(1L)-E I0.FDor be,,, t c..... or pr inches. platedespn values see ESR-1311,ESR-1988(M,TeM) This design prepared from computer input by 7P LUMBER. SPECIFICATIONS TRUSS SPAN - - R.U" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2:.4 RDDF PISBTF. LOAD DURA..ION INCREASE = 1.15 REFER TO COMPUTRUS STANDARD 1-2=( 0) 52 2-E=(-9) 176 6-3=(O1 I.47 PC: 2 4 RDDF ?15 BT P. SPACED 24.0" O.C. GABLE END DETAIL FOP. DETAILS 2-3=(-279) 63 E-;=(-9) 176 WEBS: 2'•4 RDDF STAND NOT SHOWN. 3-4=(-279) 63 LOADING 4-5=( 0) 52 TC LATEPAL SUPPDRT 1= 12"OC. UON. LL( 25.0),DL( 7.0) ON TOP CHORD = 32.0 PER 8C' LATERAL SUPPORT 1= 12"OC. UON. DL ON HOT TOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MA`; VERT MAX HONE BBC; REQUIRED BFG AREA OVERHANGS: 10.0" 10.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 FSF Ground Snow (Pg) 0'- 0.0" -56/ 375V -53/ 53H 3.50" 0.6U EDDF ( 625) 6'- 6.0" -56/ 375V 0/ OH 3.50" 0.60 RDDF ( 625) M-1.5:.; 1 -structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IEC 2012 AND IRC 2012 NOT BEING MET. � ticalo.meeqr"'mber+ (u onln BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP COND. 2: Uesrgn checked for net(-5 psf) uplift at_24 pacrng_ AND BCTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFL ECTICN LIMITS: LL=L/240, TL=L/IRO MAX LL UE FL = -O.OU1" @ 0'--10.J" Allowed = J.J83" MAX TL CREEP DEFL = -0.001" @ 0'--I0.0" Allowed = 0.111" 3-04 3-04 Id AX LL DEFL = -0.001" @ 7'- E.0" Allowed = 0.083" MAX TL CPEEP DEFL = -0.001" @ 7'- 6.U" All... = 0.111" IdAX TC PANEL LL DEFL = 0.014" @ 1'- 9.7" Allowed = 0.223" 3-04 4-02 MAX TC PANEL TL DEFL. 0.013" @ 4'- 10.3" Allowed = 0.334" MAX NOR IZ. LL DEFL = 0.001" @ 6'- 4.5" 12 12 MAX HOR.IZ. TL DEFL 0.001" @ 6'- 4.5" 8.00 % _'7 8.00 IIM-4x4 Design conforms to main windforce-reshstzna 3 9'0 system and components and cladding crz to cza. Wind: 190 mph, h=15ft, TCDL=S.2,BC UL=6.0. ASCE 7-10, 1A11 Heights), Enclosed, Cat.2, Exp.B, MWFPS(Di r), �C\ load duration factor=l.6, Truss designed for wind loads M-1.SY.9� � �19-1.5x9 in the plane of the truss only. Truss designed for 4::2 outlookers. 2x4 let-ins 1-1-3x5 '/ M-3x5 of the same size and grade a am S uctural cop / chord. Insure tight flt at each end of let-in. u Outlo0 ke rs must be c t with c and are permissible at znlat board areas only.Li i 4: S o M-3x4 M-1.5x3 M-3x4 ? I 3-04 3-04 0-10 6-08 o-lo NG N s�O Q� 29 89782PE r JOB NAME : J-1844 STONE BRIDGE - F1G% Scale: 0.5335 WARNINGS: GENERAL NOTES, u W.mh-se-led -9Z OREGON I Bu40e,and eraclwn contralto,shield be,dosed of all General Notes I.This design is based oNy upon the parameters chow.aM is for an mdrvldual �� Truss: F1 and Wa,mngs be....conslruchon commences building cempenenl.Appl-Mty of design parameters and pope, 7 ^I,Uj �(�\ 2 2.4 comp,ess,on web b,aI,ng must be metalled where shown•. mcorpora two of component is the osponstalgry of the d,W,hg designer ]. Additional temporary bracing to insure slablliN tlunnp wnsnuc.an 2.Design assumes the lop and bottom chooe to be]at...i y braced at IS the,e,ponad,ley of the e,ecto,.Add to l permanent b,au,q of 2'o.c.antl al 10'o.c.rcspectrveN u.ku braced InrougM ul thiel length by ?��T L: 1112012015 the ave ran sl,uclu,e is the res D,h 1 the building des UL c.nbnuou,shealheg such es plf-d sheatlerg(TC)and,o,drywall(BC). - hownSponsi N o g goer 3 2v Impact brdgng or literal bran,g requved vTere She- SEQ. : EQ. : K 15 4 7 O l 2 < No dad,noud be,poled to any componem umn aner an bracing ane 4.mstanatbn onruee ie me,eevenemmry of me,eepecwe com,acdr. 1aabhe,s a,e complete and at no tm should any loads greate,in,, 6.Deign assume,trusses are to be used m a na-d-a e,,,,o,,e,t EXPIRES: 12/31/2016 TRANS I D• LINK design lead,be appl,,d to any component and are m,•z cond4w�of use. s eemp.d.he,no oom,m Deer and....as no.."-ditty to,me 6.Dc egh Slam.,rug b„n.g at ml suppods shown Som o,wedge d j qbe¢allon,handhng,sMpmenlantlinslagalanelcompanents, ... ". November 20,2015 6 In,d,,,n,,fuh-hed subject to the hmn,dens set forth b T Design as,um s adequate both rs thes,a. T=g I Y 8 Plates shall by located on bolo face,of trues,end placetl so then center CA,,SCSI,copies of welch call be furnished upon,equesl. hoes lain.... ,In,*nt center Imes MITek USA,Inc/Com uTius Software 1.6,1SP21 L-E g Oig1 d-te size of plate in Ihoheac. P I I 10.For basic connector plate design lues see ESR-1311,ESR-1988(sATeh) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN - 8.0" IEC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 Tr.: 2.4KDDF NISBTP LOAD DURATION INCREASE = 1.15 1-2=( 0) 52 2-6=(-9) 176 6-3=(0) 147 P.C: 2:.4 KDDF 015 BT P. SPACED 24.0" O.C. REFER TO COMPUTRUS STANDARD 2-3=(-279) 63 6-4=(-9) 176 WEES. _.4 hUUF STAND END DETAIL FOR DETAILS 3-4=(-279) 63 . NOT SHOWN. LOADING 4-5=( 0) 52 TC LATERAL SUPP-1RT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC' LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ ERG REQUiFED ERG AREA OVERHANGS 10.0" io.O" LOCATIONS REACTIONS REACTIONS SIZE SQ.1N. (SPECIES ) LL = 25 PSF Ground Snow (Pg) D'- 0.0" -56/ 375V -53/ 53H 3.50" O.EJ KDDF ( 6251 6'- 8.0" -56/ 375V 0/ OH 3.50" 0.60 KDDF ( 62 5) M-1.5.4 ore-1 -stuctural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL --;-al it-bers (uon)n REQUIREMENTS OF I_C 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CH EC KEU FOP. lU PSF LIVE LOAD. TOP GOND. 2: Design checked for nett-5 psf) uplift a[ 24 "oc=pas=ng. AND BOTTOM CHORD LIVE LOADS ACT LION-CONCURRENTLY. - VEPTICAL DEFLECTIC14 LIMITS: LL=L/240, TL-L/100 MAX LL DEFL MAX TL CREEP DEFL = -O.OJ1" @ 0'--10.0 Allowed = 0.111" 3-04 3-04 MAX LL DEFL = -0.) I., @ 7'- 6.0" P.11ow•ed = 0.083" MAX TL CREEP DEFL = -O.OJ1" @ 7'- 6.J" Allowed = J.II1" MAX. TC PANEL LL DEFL = 0.014" @ 1'- 9.7" Allowed = 0.223" 3-04 4-02 MAX TC PANEL TL DEFL = 0.013" @ 4'- 10.3" Allowed 0.334" MAX HOP.IZ. LL DEFL 0.001" @ 6'- 4.5" 12 12 MAX HOPIZ. TL DEFL 0.001" @ 5'- 4.5" 8.00 8.00 IM-4x4 4 0^ i Design conforms to ma winclforce-resisting 3 system and components s nd cladding criteria. M-3x5 '1� M-3x5 - i�\ Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0. ASCE 7-10, (All Heights), Enclosed, Cat.2, E::p.B, MWFP.S(Dir), "-.."do oduration factor=1.6, �\ Truss designed for wind 4-1 5x4 loads hf-1.5x9 \ . in the plane of the truss only. `�,, Ih Truss designed f r 4x2 outlookers. 2x4 let-ins M-3X.5 \ M-3x5 of the same sI eoand grade a structural top chord. Insure tight fit at each end of let-in. Outloo kers must be cut with c and are ro < �� permissible at to board areas only. - --o 0 l.i ''4� I o M-3::4 M-1.5x3 M-3x9 i I _ I I 3-04 3-04 0-10 - 6_06 0-10 ,D PROFFScS 8 782PE p JOB NAME : J-1844 STONE BRIDGE - F2 Scale: 0.5335 WARNINGS: GENE RAL NOTES, unless olhe rwdse mtetl 92 OREGON O� Q 1 Builder and erecta,contractor should be advised of all General Notes 1 Thi,decgn i,based only upon the parameters clown and,,for an ind,ual '9 q RY 15 Truss: F2 and VJa,nrngs be lore contd-ta n commences budding component.Apple ibry of design parameters and proper 2.2v4 wmpressran web bracmg must be m,talled swhere shown•. inid.m alwn of component is the responluobty of the buildng desg^er. \- 3 Addfl-1 temporary bracmg Wine-stabdiry during con,lrucuon 2.Design assume,the tap and bottom chards to be laterally braced at /1� is the responubd.y of the erector.Adadl-1 l permanent u-mg of 2'o c and at 10'o c.respect110,unless braced throughout then length by P BATE. 11/20/2015 the owmaa structure is the responsmhryof the budding de,gnert conhnuous she alhng ouch as plywood N,-,jTC)-Wor tlrywall(BC). - 3 2s Impact Cringing or lateral br.o-requv.d,4rme shown.. SEQ. , K 15 4 7 013 4.No load sha,ld be applied to any componem unfit aIle,all bracmg a q 4 Instagalon of truss i.the ruponsmrkry of the-pecbwe c-1 ao- fasteners a,,wmpau,arq at rw Urns should any bads g,ea,e,than 5.Di assumes busses are to be used1m a wncorrasve enwu m-ol tl,tu bad,bea ldtoa .r,aare I.,-dryw^ddem.1 a.. EXPIRES: 12/31/2016 TRANS I D: LINK 5 CompuT,,,he,nopdo.t,,l ower a,d sadmes no res bdd for the 6.Deolm assumes Ng bearing at all supports clown Shem o,wedged _' y n ,nary. November 20,2015 tabrrcauon,hantlkng,eMpmenl and inalasaton al compone ms' 7 Design assumes adequate dramage rs pro,Med. j6.This decgn rs furnished sub)ed to the Imdalwns set faith by d Plate,shag be located on both laces of vasa,and placed w then center TPVWICA m BCSI,copies of-.h.1 be furnished upon request knec obui with load conte,tines. 9.Digits udrcate be of plata in inches MiTek USA,Inc lCompuTrus Soli7.6.7-SP2(1L)-E 1g.For basic connector plate design valu.s see ESR-1311,ESR-1988(M,Tek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 6'- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/UDF/Cg=1.00 TC: 2%4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 1-2=(-233) 67 1-5=(-8) 140 5-2=( J) 131 BC: 2:•:4 KDDF 41LETR SPACED 24.0" O.C. 2-3=(-194) 33 5-4-(-8) 140 3-4=(-248) 59 WEBS: 2-4 KDDF STAND 3-4=( -19) 41 LOADING TC LATERAL SUPPORT <= 12"3C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 2.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT 4LAX HORZ ERG REQUIRED ERG AREA. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LETINS: 0-00-01, 2-00-00 01- 0.0" -30/ 253V -40/ 40H 3.50" 0.40 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 2.5" -32/ 269V 0/ OH 5.50" 0.43 KDDF ( 625) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IGC 2012 AND IRC 2012 NOT BEING MET. _ GOND 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOP, 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 14AX LL DEFL = 0.006" @ 4'- 7.7" Allowed = 0.273" MAX TL DEFL = 0.006" @ 4'- 7.7" Allowed = 0.364" MAX HORIZ. LL DEFL = 0.001" @ 51- 9.0" 3-04 2-10-08 MAX HORIZ. TL DEFL = 0.001" @ 51- 9 0" 3-04 1-01-12 1-08-12 Design conforms -,a main winciforce-resisting system and components and cladding criteria. 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, B.JO F 3.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), load duration factor=1.6, Truss designed for wind loads iI 14-4x.4 in the plane of the truss only. 2 4.0' o . J o 0 11-3:<9 M-1.5r.3 M-3M6 i I 3-04 2-10-08 6-02-08 D PROc- QZ��c� 8 782PE r JOB NAME : J-1844 STONE BRIDGE - F3 Scale: 0.9926 d• WARNINGS: GENERAL NOTES, unlessamervaas,w led o I Bud 11 and 1-11 conbadm-W be mi-d10,11 Genual Notes 1.This desgn is teased nary upon the pseamelera snow.andhi,for an mdrvldual -9,L OREGON on Truss: F 3 and Warnings bell,,cstrudgn c�mmen es building component Applwablbty of design parameters and prover / r� 2,ba compression web branng must be Inslaeetl wnem snows., rporatwn of component is the resPonabliny or the bonding devgner. I/ 3.ACdNonal temporary bracing to insu,,solubly during consbuctwn 2.Design assumes the lop antl bubo,,unless Waited be letuag braced al R� q RY iby s the resp-b,ey of the erector Addnnnal permanent breuig of c ntin and at as o.c.rsmin as ery unless tN (TC)noul Inert k,gtn). \ continuous shealn or auto as ng re meed,n e,, ana'o,erywalu3cl. PAUL 1 I 1 P;,TE: 11/20/2 01`. me o.e,,g ebmmre,e the respnnsmary of me bonding.pegs.,. B ze Impact brWa,,g or Wteraf m.ang,,quoad wnere sown.. /'S V L SEQ. : K 1 5 4 7 01 4 a No load should be applied to any component until sitar eg braung and aInstal.-of fuss m the m.ponslbnty of the resp.dme c.nhador _ faclenere are mi,10.ane at oo hum,should any load.great.,than 5 Design assumes trusses are to be used In a non................t. TRANS I D' LINK deoge made be apphad ro any component and are mr'd,y rundown"of use. 5.CompuTrus has no control aver and assumes no responsimhly for the B.Deace.pnsaaasums full beanng at all supports snow.Shim o,wedged EXPIRES: 12/31/2016 fab.cahon.handling,.rep-t and mstallatroh of coreponenla, n. 6,This deo Ium,,h*d s,Dect to Ina bmdatwna set fo,m b ;.Destgnhalbe s..t,doledramage sprovuletl November 20,2015 gn is l , S Plates ensu be located on boll races.f buss.and placed sa mart cantor TPNMCA In BCSI,copare al wncn vng be furnished upon,.quest. lines. with)aint center lines Ugils iMcale s¢e al plate in intoes. MITek U6A,Inc./CompuTrus Software 7.67S10P2(1L)-E 10.For bast connector plate tlesgn values see ESR-1311,ESR-1998(Nu7ek) , This design prepared from computer input by JP LUI;BER SPECIFICATIONS TRUSS SPAN 5- 2.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2%4 KDDF 411BTR LOAD DURATION INCREASE = 1.15 1-2=(-207) 74 1-5=(-7) 113 5-2=( 0) 115 - RD 2::4 KDDF qts BTR SPACED 24.0" O.C. 2-3=(-158) 74 5-4=(-7) 113 3-4=(-209) 50 WEBS: 2%4 KDDF STAND: 3-4=( -19) 41 2%6 DF SS A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LA.TEPAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED ERG AREA BC LATERAL SUPPORT <= 12"OC. DON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.114. (SPECIES) _ 0'- 0.0" -33/ 277V -33/ 38H 10.50" 0.44 KDDF ( 625) ...SINS: 0-00-00 2-00-00 LL = 25 PSF Ground Snow (PG) 5' 2.5" -30/ 245V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DCES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. " For hanger specs. - See approved plans COND. 2: Design checked for net(-5 psi f) uplift at 24".c 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 MAX LL DEFL = 0.007" @ 41- 7.7" Allowed = 0.244" MAX TL DEFL = 0.007" @ 4'- 7.7" Allowed = 0.325" MAX HORIZ. LL DEFL 0.000" @ 5'- 9. .. 3_04 2-10-08 MAX HORIZ. TL DEFL = 0.001" @ 5'- 9.0" 3-04 1-01-12 1-08-12 Design conforms to m in indforce-resisting i system and components and cladding criteria. 12 12 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8.00 8.00 (All Heights), Enclosed, Cat.2, E1p.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads IIM-4x4 in the plane of the truss only. 2 4.0" %' M-Ix4 \ I3 / 1,c/1r\ CJ 0 ' M-3x6 M-1.5X3 M-3s6 3-04 2-10-08 6-02-08 D PROFe', �NGIN RF9 QO2 Q' 8 78 PE 9r JOB NAME : J-1844 STONE BRIDGE - F4 Scale: 0.4926 d WARN NOS: GENERAL NOTES, unless orhermse rated L. 1 Suit er antl erection contractor should be adm d of all General Notes I.This design is based ohly upon the pm-we shown antl a for an iMrvdual y2 OREGON O Truss: C 4 and Warnings before constri,sue,comme me, building compo nand.Applicability of design parameters and proper /, (T 2.2x4 compression web biasing must be instagetl where shown•, incorporation of component k IN res ionub lity of the budding design,,. V V J.Additional temporary bracing b insure stability dunnp construction Z.Design assumes the top and bottom chords m be laterally brand al q RY a rhe Al,"Iubibry alike erector.Additmnal permaraM bracing o1 z o.c.ane at to hin rsmh as eN d od s wand(TC)a aiA thea lerpm). 11/20/2015 me overall structure Is the res ba I Ile buiWm deu continuous sheathing such as hig,e she d v h,,,A--tlrywall(BC). PA U 1 �\ Ponca IY o p pner, J.K Impact bilging or lateral bracing required vAa re shown•• �'S L. SEQ. : K 15 4 7 015 a.No load should be applied to any component untd after as braeing and a,mstallelan of hu-,the responsiwhty of th reapesvxe samrasl- _ materials are complete and at notime should any loads greater man 5.Design a mea rmsed rn us are to be usa mn<nrmenvi s,, ronment. TRANS ID: LINK daugh load,be applied to any component a,d,r,ta'dry oanddion'e1 use. 6 Co- ,a las na central over old assuhrii,a,eapii-titay for Ile 6.De Cee"rivalm I,l beaunp ar all sappon„how,.Shlm or wedge It EXPIRES: 12/31/2016 a ry. rabncalwn,nandlmg,,nipmem and in,rallation of companems 7.Design assomesadequaa dralnageis provided. November 20,2015 6.This design is r.uluihem d subject la e 4mitations set forth by 8.Plates shall be located on both laces of truss,and placed w their-ter TPW CA o BLSI,copies of whch mY be Nrn,,md upon request lines coincide wdh pill center Imes. MITek USA,Inc./Cam UTrus Software 7 6.7SP2 11_ E 9.ForDigis rntlrcate sae o1 pWle m inches. P ( )• 10.For bask connector plate tleapn values see ESP-131 1,ESR-19H(Mi Te k) f This design prepared from computer input by JP LUMBER. SPECIFICATIONS TRUSS SPAN 1- I I.. GOND. _: Design checked for t(-5 psf) uplift at 24 spacing. Tt: 2":4 EUUF 1111TR LOAD DURATION INCREASE = 1.15 Design confor s to main vii rid fo ice-resistiny BC: 2.:4 RDDF gISB'LP SPACED 24.0" O.C. system and components rand cladding criteria. Tl; LATERAL SUPPORT <= 12"OC. DOIJ. LOADING BC LATERAL SUPPORT <= 12"JC. GOtJ. LL( 25.0)+DL( 7.0) Oto TOP CHORD = 32.0 PSF kind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.D, .ASCE 7 DL ON BOTTOM CH RD = 10.0 PSF (A11 Heights), Enclosed, Cat.2, Exp.E, MWFP.6(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. INote:Tcuss design requires con Ci nuou� f bearing wall for entire span U. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BC TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 12 4.00 C t o ~ I o - o I - / M-3:!9 I I i 1-06-11 1-00 D PRope. GIN SER ,p2� 9782PE r JOB NAME : J-1844 STONE BRIDGE - G1 Scale: 1.0613 WARNINGS: GENERAL NOTES, unlessothemsehsted, �j(-/, REGO � N2�'�Q 1.B,uld and eredbvise n contractor shonto be add of all General Notes 1.Thu.design is based oNy upon the pers arametshown arM is for an indrvMual • v�Ry 15, Truss: G1 and Warnifor ngs bee cointruciron commexes, building component.Applicability of design parameters and proper 7 2.2.4 nempresvon web bracing must lie nt5laletl wirers shown• rncorporaban,Icolwmm h he,esponvbdty of the budding designer 3.Addil,nal temporary bracing to insure stabrbty dururg„nsbudbn 2.Design assumes the tap end bohom chorda to d t l—gl y braced an /1A U n� is the res hit f the erector Addnbnal t bray I 7 e.e,and at ID'hin,such Is Ply od s brand lhrougt,,ut they length). /" pont. M o e Wuh nen rip o .l,p,us sheathing such as plywnotl uieathing(TC)anNor tlrywall(BC). 1!�.I t 11/20/2015 the overal structure is the responsibilty of the building deeipner. ].2a Impact bodging ar lateral bwang required where mown SEQ. : K 15 9 7 016 4 No load should be oppled to any componem unto oris,an bracing and 4,mdallaben onruss is me,aspens bit y erne respechve cemmdor. ..oneis ara completa and at no Ime snoum any bads Greater man 5.Deai9n,,opine,trpeeea are b be paed m a non<e.ree„e en�yenment. EXPIRES: 12/31/2016 TRANS T D- LINK desg,loads be applied b any component. and ara ter°dry notion”of use. 5.LompuTrus hat no control over and assumes ne respon..Wily for the 6.DO si�n assumes lug bearing al all suppoha sMwn.Shim or wedge it abrKalgn,handing,ktup,hent and malaaalwn olcompen Des`aa" adequate bed. November 20,2015 7.6.This design a bmnhed suble n to he Imdatmns set font,by s 6.Plate.nsnau beelo�atea on both fa.of thous,and planed so mee center TPl CA in BCSI,copies of wnicn.4l be fuhh—of peon requestInes...d.with phi eenter lines. 9 Digits--Is size of plate in inches. ware MITek USA,Inc./CompuTrus Soft7.6.7-SP2(1L)-E 10.For bast conned,,plate desgn v,tms see ESR-1311,ESR-1968(WTek) This design prepared from computer input by JP LUMBER SPECIFICATIONS TRUSS SPAN 11- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2,.4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1-2=(-15) 36 2-4=(0) 0 BC: 2x4 KDDF did ETF. SPACED 24.0" O.C. 2-3-(-19) 33 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. LON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT 14AX 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 01- 0.0" -130/ 463V 0/ 20H 5.50" 0.74 KDDF ( 625) 1- 0.0" -265/ 86V 0/ OH 3.00" 0.14 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 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 ' spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 AND BCTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.000" @ 0'- 7.6" Allowed = 0.014" MAX SC PANEL TL DEFL = -0.000" @ 0- 7.6" Allowed = 0.018" Design conforms to miwindforce-resisting system and componentsand cladding criteria. 12 4.00 7- 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=I*6, Truss designed f wind loads in the plane of the truss only. M-3x4 r M r ( I O O l/ I 1-00 D PROFF�,LS' �NG,INEF9 �p2� 89782PE JOB NAME : J-1844 STONE BRIDGE - G2 Scale: 1.0613 �"f% WARNINGS: GENERAL NOTE S, unksa omerwae noted. �j1-OREGON O Budde,anderecnoncomn,-,shout/be adv,aedo1,11GeneralNote, 1.Tmade,igniabaaCd,e4yup,,tmparameterashownaM,abranubruNual �Q• Truss: Cit antl VJa rn,nga befo,e consbuGwn commences. bmldng component.Appboebdq of design paam,te rs and prop,, 7 T preswon we rg mus be,nstag,d wl...shown• e,pa,auon al co mporonibme,eaponwb,l. of me buW, deet \-` 2 2.a wm b baa t iz dY rg Boer �3 3 Additional temporary bracing to insure stabibry du,mg conatru - 2.bags assumes the mp end bottom chorda to be Itt-y braced at /1� {� ,s me asponwbddy of the erector.Addilnnal permamnl braang of z'o.c.and at 19 o C.reepecirvery unless braced IhraugfwN mea length by /�' m 1 1/2 0/2 0!5 me w,rau sbucwr„s the res mu one bmw�n des conimuo us shealhog such as pry-d!sh.W.N(TC)amV.,drywall(B C). • pons, ty o g goer 3.iv Impact bndgmg or lateral braa,g r,gmad,,h-shown.. SEQ. K 1 5 4 7 01 7 a No load should be appo,d m any Component un1A alter all bating and dInslallalion onruas,c the responabdity ono,respedrve canbacto r. kat,n,a err,wmpl,te and at no bm,.Homs any leans g,eare,man B.Ge sign aaa�mea ti�aaea err,to b,g.,d m a�n<.r„awe en,epnn„n` EXPIRES: 12/31/2016 TRANS I D: LINK , dewgn lead,be.ppfied to a" Cmpenalt and are krdry conddwn-of use. 5 CompuLus has no Ce,bel over and assumes no as bdd lo,the 6 D,slgn assumes futl b-mg at all supports oewn.Slum br wedge it November 20,2015 po":' v ..ry. tate'-1 n.handhng,ch,pme,t,.dmac,N-,,f compose nta' 7 Dena d, t derma Prov fi Th,,des,gn u furmsh,d subject to the bmdatwss wt tell by B.PlalesnshadubedocateC on both fa..of buaa.eand pbced so than center TPV TCA,n BCS(,copies of„mch,da be full,shed upon request Imes cmnad,,nth pmt center Ones 9 Dgds,Mwale spa of plak mmchea MITek USA,Inc/CompuTrus Software 7.6.7SP2(1L)-E 10.Far bas¢connector late des p gn values see ESR-1311,ESR-1986(MiTek) This design prepared from computer input by JP LUMBER. SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2.:4 KDDF 4ISBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-4=(-14) 16 3-4=(-44) 34 BC: 2x.4 KDDF rISBTR SPACED 24.0" O.C. 2-3=(-54) 28 WEBS: 2::4 KDUF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA B(: LATEPAL SUPPORT <_ 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF O'- 0.0" -72/ 299V -7/ 26H 5.50" 0.48 KDDF 1 625) OVERHANGS: 12.0" 0.0" 2'- 0.0" -17/ 61V 0/ ON 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) For na ng er specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MALL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CXREEP DEFL -0.003" @ -1'- 0.0 Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.2" Allowed = 0.065" MAX TC PANEL TL DEFL 0.002" @ 0- 11.6" Allowed = 0.097" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.3" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.3" 12 4.00 17 Designconforms to main windforre-resisting e's cam and components and cladding criteria. M-1.5r.3 Wind: 140 mph, h=15f t, TCDL=4.2,BCDL=6.0, ASCE 7-10, _ (All Heights), 't nc los ed, Cat.2, Exp.B, MWFRS(Dir), load duration tactor=l.6, End vertical(s) are exposed to wind, dl / I Truss esq ned forwind loads n the plane of the truss only. / I M-3x4 M-L.5x3 II 1-06-11 2-00 PRpFFss NGINEF l0 Qz� 8978 PE JOB NAME : J-1844 STONE BRIDGE - G3 Scale: 0.9960 '^ WARNINGS: GENERAL NOTES, unless.1tunWe-led: OREGON t.Builder aiM eiedwn pdnaactdr shaub be advised dt all General Ndtes 1.This decpn is baud oNy upon the parameters shown and is for an IM,vbual x"7,9 �q Ry Truss: G 3 and wamaig.b.lo,e canad-lab odee^pes buumng component.AppberibiII of design parameters and proper 2 2.4-p,es ron web bracing must be Instapetl where shown Dcorporatron of component re the,asponsellty of the building designer 0.Atldilonal temporary bracing fo Insure slabibty during conahu"` 2.De sign assumes the top and bond.chords to be laterally braced al I'1 a U L �\ u the responsibiby of me erector.Addawnal permanent,,acing of 2'o.c.and al 10'o.c.respectively unless braced throughout their length by /�'2[•� on inuous shealhi,g such as ptywdod shnitMng(TC)antlloi d ywall(BC). [!.L.T E: 11/20/2015 the oweall structure is the responseuty of the building design.,. 0.2e Impact bndgnq or lateral oredng„grated wmere shown SEQ. K 15 4 7 018 4 No load should be applied to any comport,.until oda,a11 bmcmg and 4.Inala11a1 oI truss is the responsibility of the respedwe contractor. rastenei,a„co.pl.l.and.1 ne tone should any load$greater than 5.Design....a.trusses are to be used In a ndn-o.e envndnmenl, EXPIRES: 12/31/2016 TRANS I D• LINK design load.be applied to any pompon... and ora for-dry cdnd hdn of nee. s Compunus has no control over and assumes no,esponsibdity to,me 6 oeceesauumes full bearing at all supports shown Shin,o,wads,d tab^cald^,handing,smp.em a^d instauatid^of comps nems ry. November 20,2015 i.Design oosomes adequate drainage o provided B This d.u,n is mrmsh.d b1,d to the Im talions sat forth by B.Plates snail be located on both faces of buss.and placed ed thea cense, TPVW CA in BCSI,copies of wtiicli wall be tu,nmhed upon,,q...t Ines co ,de with pint center lines. 9.Digits uMcale s¢!dl plate.niches. MITek USA,Inc/CompuT N55ofh die 7.6.75 P2(1L)-E 10 For basrc connector pWte decpn values ua ESR-13t 1,E5 R.19BB(MiTeh) Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 1 cr-2 c2-3 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves 0 WXSZ �a, may require bracing,or alternative Tor I h , p bracing should be considered. O U 3i O b 3. Never exceed the design loading shown and never EL a° U stack materials on inadequately braced trusses. 0 CL 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 c6 -7 c5-6 designer,erection supervisor,property owner and � g P P Y plates 0-'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connectorlates. THE LEFT. p 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI I. 'Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1, ESR-1352, ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If Indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek(&All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �_� 18.Use of green or treated lumber may pose unacceptable Effd- environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone n Standard for Bracing. snot sufficient. DSB-89: Design BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with I% ko Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.01/29/2013