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HomeMy WebLinkAboutTruss/bI . LAOL'r .4n�jolq Pt- (-/ v 4 9-0 e I %7o.T APPR �VIE.,� Reviewed tw Code C�PI�'.pe Univec tnse Total Truss Quantity = 73 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. REFER M PACK FOR CONNECTION. TYPICAL 7' SETBA CORNERSET LABEI AND SPACING NaTE MULTI -PLY GIRDER CaNNECTMIL ALL PLIES SHALL DE FASTEND TIGMER (BOLTS, NAILS, MID OR SCREWS) PFa0R TO INSTALATION AND BEFORE ANY LaADS ARE APPLIED. PER THE SUPPLIED ENG2633MJG SHEETS NEIM m NaT CDT OR ALTER TRUSSES WITHOUT CONSENT IF THIS CMM BACK C AK S VILL MIT BE ACCEPTED WITRWT PRUIR WRITTEN APRRaVAL BY allR SERVICE DEPARTMENT AT CARPENTER LIDRRACTIRS ff AMUMA, IC. 877-293-9487 NaTF& ALL BEARING WALLS MUST BE ADEQUATELY DESIGNED TO CARRY THE LOADS IMPOSED BY THE TRUSS aR TRUSSES, AND MUST BE IPLALE AND IN SERVICE IEFIRE THE TRUSSES ARE SET IN ORDER TO AV® REPAIRS Labeled End Mark 01 General Notes 1) ba hm Qla pal* palnbd Fan W kmWW Fan aide up. 9) N I- to be Smp m H628 uio aliwaiw Z., 3) M haw W0*j b 2C OL air ODwalw mbd. 4) Pr Tnaa PW kmUk a 1XS-B1 nwmwlda4at panlvwd X-htaeitp timdd be plead at a mmdmun IPWN 15' O.C. dam ON won, to be rtpad. at a mm8tvm of 20' halwa acA X-11— tlrotlgM1aA ifr dnchaa M ofr to BL9-81 far any ad9dnd buckq ROOF LOADING SCHEDUL TCCU_ 20 PSF BCLL = 'SF P BCDL 10 PSF TOTAL = 37 PSF DURATION = 1.26 X NAND SPD/TYPE- 100 ENCLOSED BLDG EXPOSURE = C USAGE= RESIDENTIAL CAT II NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON-- 9.2 PSF DESIGN CRITERIA FRC 2017 TPI 2014 Truss member desiggnn & connectorplates an dcaLped for ASCL•7-10 and maximum farces from bath eompongts and claddings and main wind force resisting systems. • These mosses have been reviewed to carry an additional 10#pafnon<o arrentbottomchordlive load. FLOOR LOADING SCHEDUL TCLL = PSF SCDL = PSF CDL = PSF TOTAL PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND TrnLTFIs AM SHOWN ON ENGIli13MMG, WALL KEY OB,_Ba ® 0 DFSCROPT1CN DRIT. DATE w tan wV a nut wauaw .m ttur tmw tea a tea tar aarvnR m wtwo Va nay s w,am m aal ry tam atat niaM Im �r .Cwlaal � I[V n10 1 IalalM 116 ICV. Ial A®aaC 00 .wl 1/!tM Man lD V ZFM- Ml aR wE a�llErr fi 9/d!7 q MIpO fiV. SilRp Ian LARD/ DESCRIPTION DRIr. DATE Im to um amrw s w.v, una .dal •nbna m mom �.M­r atr Ina CARPENTER CONTRACTORS OF AMERICA 39M AVENUE & f1 V. WINTER HAVEN FLORIDA 33880 PHmm (80a) 959-8806 FARO (863) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECTCRffiS9IDE MODEL 1672/AttLA/4EAH CCA PROJ/MODEL ALT 7A6/ 320/167EC ALT DESC OTC 3341 TRRiITY CIRCLE LOT B1 BLOCK 00, DESIGNER PAGE RFS 1 3 29 17 �N63978L 1A4 "=1' RUM To PAC. I. CONNECTION. 0 n TYPICAL 7' SETBA CORNERSET LABEL AND SPACING Reviewed for Code ConTpliance Universal Engineering Buenos NOTE, MULTI -PLY GIRDER CONNECTION. ALL PLIES SWILL BE FASTEND TOGETHER (BOLTS, NAILS. AND OR SCREWS) PRIOR TO INSTALATION AND BEFORE ANY LOADS ARE APPLIED PER THE SUPPLIED ENGINEERING SHEETS. NOTE, DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF ANERICA, INC 877-293-9487 NOTE - ALL BEARING WALLS MUST BE ADEQUATELY DESIGNED TO CARRY THE LOADS (POSED BY THE TRUSS OR TRUSSES, AND LUST BE IPLACE AND IN SERVICE BEFORE THE TRUSSES ARE SET IN ORDER TO AV® REPAIRS Labeled End Mark Total Truss Quantity = 73 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. General Notes 1) Al podd dam tnmw, Pot l r=s aria Rat grd- bre the tap dml PWS* p-W gm to be iataRea gnm ada rip. 2) A Inge. to be S> MARB uI *m9se noted. 3) Al trw To* b 24' 0.G adems atheis. noted. 4) Per Tnm Nab YeOLte BG51-81 mconnedofm Far a X-0natirig d.M be plaord d a . eptirg 15' O.C. aaw the WZ4 to be raped of a m i of 40' bebem each X-hrare tlrW*0A the Ouchm Name Ww to OMI-81 for any oddBed Mrriq detch ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 X WIND SPD/TYPF 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL. CAT H WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FHC 2017 TPI 2014 Tmss member des-gn&worector plates are dealer�d for ASCE 7-lo ando" - forcm mbothcumponems trod cbddrW and main niad force n ".g system¢ • These basses have been mriewed to curry ao addiriom1104 pdn � mbottomchord five FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLU T's ARE SHOWN ON ENGINEERING WALL KEY ® 0 DESCRIPTION INR. DATE era m r a neat1�4 nw W— M MI . M n�o V u 1=13UR rev— Mors lion I© I I� (III I J CARPENTER CONTRACTORS fl--OF AMERICA 39DO AVENUE D N. W. WINTER HAVEN FLORIDA 33880 PHONE. I am) 959-8806 FAX( 1863) 294-2488 BUILDER D.R. HORTON STATEWME PROJECT CREEESIDE MODEL 1672/ARLA/4EAB CCA PROJ/MODEL/ALT 7A5/ 320/167EC/ ALT DESC OTC 3341 TRLNITY CDR LOT 81 BLOCK DESIGNER PAGE RFS DATE 1 3/ 29 17 'h333978L /A "=1' ._ .V.__. __ •-----� _x;�x_--�.. .. -_.. ____" _ _"' ----_.-��''S'__•.. .tT-� __ ,�z i.-_. _;tz> _�_-._ems ..._.<:��.z._-- .. _.-. .--� �. ;____ + _'-__._�--- - �. ,r._._.-�,. _ - -. .. r...-.. s..r-- --�- .. Builder: Project: ENGINEERING PACKAGE D.R. HORTON/STATEWIDE 7A5/320 CREEKS IDE Model/Building: 1167EC Lot Alt: Lot: �., s 1 _. Block: Address: 3341 TRINITY CIR ............. ..................... ................................ _ ...................... __.... JobNumber: lN333978 :..................................................................................................... ................... ........ Revision Date: Unit: _..H . New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 RI01 OIReviewedEfor e Lniver�s� 8rnee16A ncea A ALPINEMarch 13,:2019 AN nWC&QtM Mr. Bob-. Michaelis Catp6nt&:'Coritractoi,s of. America, Ind- 3900 Avenue 0., Northwasi Winter Haven, AFL 33880-6201 Re:AIter..nafiW In sitillation,§-for 6 single 019. carried truss with a width Jess than the hanger width, and.. wood. .blocking . . . lq� achieve. fiAl da '!go load carried foiae��Irno.Uh'tfj.'d'.'hgnge-r-attachi-n6nt boil. e . ply .. s, supporting girder (Reference Mail WA37-02)... DearBob,'. ,F I &­ single Ply carried truss with' width less than "the hanger. width you-can.ihs!a t.-p. prefabricated jack Fora n I scalb, .truss_for wood -filler �16ckihgi.-The chord . : si7-es-:c . ord.grades, and&­ AlPine-b hnectbr.plat6(s) to - be the. same as the single:: PI.y'.camed truss. The prefabricated .jOck:scab-truss (*):W.ilI have .a..minimum length of 48" and will have -a. minimum pit6h.:of V12., The single ply. carri- ed: russ shall have:.a reapflon of 3,.500# or less. Aftadh prefabdcoteid,jacK.scab:tr.uss. withtwo.(2) roWs.'of 0.128"x3ff"GLin Nails at-27 O.Q. per row, 1":(See 'Figure I bdlbW). P166s6-.e&f&rt6.the Simpson Sfrong:Tie Catalog 0-C 2 Q 1 ;92page 216 Figure: 3., fo. r more information, Figure -I Fora sirIgle- pl"y-,g.itder'that'req''uire'-s woo d'blocking to,,'adhlove: %fUlI desigh lo(ad Value for face -mounted 'hangersface of .attach one wood. block to back o single ply -&dqr with the: game size: and o i wood block length to. 46. such that e':W6 d dTade..ds*the' bottom 6.hbtd.0f-'the single ply girder.. T Ah blocking -extends to each adjacent panel points (w6bs.afid bottorn.ch6rd intersections);: Attach wood . . block(*) -:witb.tWo,.*(2- rows -of '128 x1oidun�6ilsdtv,- ow 0 per.T.. ttaggpf.00 3.0 applied to. the 67.50'rorum Drive Suite 305, Orlando FL- 3202-1 = (pq) z2-I-97W0 -.(86.3)-422.-8685 mwmalpineitw.,com 1— m ALPINE singleplygirderf6ce; with an additional (20) 0.12W`Nails 0" Gun each panel point applied to'the, Wood. block -face ($60 Figulet-'2 WOW) . ..Pleasei refer . tot'hLi�Simobh.8;teohg-Tie:Cat4Ib* -o CG--'20.1 qj pabe 216, Figure for more information. Figufe2i;, ...... ... .... .. . .. - ............. .... ........ ........ .. .............. The -application of prefabricated Jack sca"b Vd,§s for -Wb.od filldt'blockin'g :or wood Blocking to.; achieve foil. design load value lue for face -mounted hangers must be -,approved py the. hardware mpnufaciUrer.. All edge -and end distances, and spAdho4or all nail connections *must be suffiC i6ntto'OeeV6ht--splittihg of "wood., If. I can.be. of any further.assist.ance,.or if you have anyquestionsi Please7give me a call. William H. Krick .P.E.. 'Chief Engineer Alpine -an. ITW Company Engineering Department. Oelando, FL hO. H, A�. STATE (IF 6750 Fbr'u'm DdVd. Suite 305, ;Orlando, Fl, 32821 - (804)':521 -9790 - (863) 422-8685 .ww.w ppq -'COM . - �Ri �, ;fw , ti ALPINE %,?"COW_pMY April 26,2019, Mr. Bob Michaelis Caip. shter Cohtradtors of Ameridef, Inc. 3900 Avenue G; NoOwest Wiritet Haven, FL 33880-6201 Dea.r. Bob,. R6: Stro'n9babk bridging; on tb6f trusses. I understand -there is some. concern over our recommendations f6r*.strofibback bridging on rbofArutses, '8irongback bridging for roof trusses is nota roquirpment ofAN.Sj.-7P.1 2014norfs i a re uirementofthe .9 q Building Component -Safety* Information . (13 C-$l')!, But strorigback bridoffigt* '66 roof ..tr.u§se§ is recommended by Carpenter Qohtradtdrt of America: nda: Strobgbadk bridging serves the. following two. functio"n.s:., One, bridging aligns the bottom -chords after they are. set the are uniform along the, ceiling A : :." :. th" 'Ail' : . lineiandheps.wi ceiling serviceability Twoj bridging reduces: relative deflection of adjacent trusses:: Strongback bridg'ing".doe's: hotior6Vent or reduce overall individual deflection, especially -any tb6f #Us96§1 than 1W inch. t w - .... .. .. ....... ........ ... . 4 (PAP. inch: .. ..... .. . . ....... ............ .... ...... .. .. . Si b l �ongoack- bridging in roof. trusses does not serve as '.tempbrary..6'r permanent ..raping and is not .intended to.distribute. or .share. design loads, -be*een trusses. Consequently, no design load's'have` been accounted for with this. detail and (�Ohtilhubds- s*trbhgbac . k'bridgirid should . 'hotbd attached between- cohimon and :9 'irder trusses. The use :of strongback bridging' shall not. nterfere With other- design considetati6n's as specifidd.by the Erigih6er.df Record or the Building: Designer. The outer -ends j6f'the 'strorig*bap'kbridging :shall beattziched.-to a wall or anotherzecure end. restraint; int- -of a.s..sppcified:.4y the Engineer of R6cord dr:-thd BLflldin9..D6sjdh&r. Str6riobiack- bridging shall be �a- minimum of 2X6 -ftorbiriat lumber- oriented with .the depth. VOrticaL Attach (3) f8d common nails (0.1'62!�AZ). with " nails at:. each intersecting mermember:. When extending the - I ..- 6 .strongbatk bridging overlap by at. a.minimum of two .trusses. . The -loca_tio-: Of. fho: §trongback bridging maybe specified ed:bV'the-T 'uis M6nUf6cturer,rgineer 6f R66ord,.or Building Designer: please refdr--to- bac 'P -0 4 ore information. The' qraphid� 13CS! "Strong king rovisions' or 'to..Al I 8TROR.18ki I debp�il form W6 shoWfi (FidUrb_ 1) is for gendricillustrative purpose only. 6750 F.brum Drive:S . uite 305, Qr%ndo, FL 32821 - (800).521-97K.- (863) 422-8685 www--oin6it%#,00m' ALPINE R 11; V. .1 , U L F..(A _L L. `Iv . I Figurej, If Lcai n. b6 of any further assistance' orlifyou *have any questions; please: give. me a call. William, H.. Knck- P_#. Chief Eng'peer Alphe an 11W. 'o ' cmpany Enginqi�rin* g _*D605tt i ' me .fit Orlando;. FL 228 2.1- 676.0 Forum Drive Suite..365, Od6n'db; FL 12821 - (800).521-9790'- (8153).4224685 ww - .:mpirfe-to - w I _Qom v It � :BRIDGiNG TOGETHER 'stress qr!;qIecI lumber.,, (4)"10il pr roof ­sys.tieim. Refer a.- the. Truss. De,-Igh each Ihd1VIdC4pkL truss component. 'Brlblql6g�f particularly, `strongbadk.';br1dgIng' 'It. 6.. rec6mmLhd.a,iJah- for :teuss- system to help *wrrwcommAw 14b f?an The perforhanco oftems Uenhanced by the. vatta �- hy Alpine.' |For a6ldl-tionui brldolng, ref ei.- to i -- ----= --p---' Safity, Information). i | i] 0.11 PSF* REF iFULL | ' | 't N REC,-.'- MM.j-,E' DED SHORI N- G, GE . .... .... . 'WFE-WHING Ali I 0.'kCZ*is 'OF -WNS---s-VdT N­ 'Ah *A*E- --Tv kkdga 4R. f 004. N - .00t, 1WIWI NTR ATE- -L 0 R D.E - Tier A;ILiWArWTi��:•. 'S AND.: Z -APPROPRTATRAVP -M:.-M PLATE ttk-riisc. block 4- GF&U- i-O WR Ltd AT ct2 Z=j3 _Ar MR-wit , 19 LP RUSS R Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valid only for single ply trusses with 2x4 or 2x6 broken members. No more than one break per chord panel and no more than two breaks per truss are allowed. Contact the truss manufacturer for any repairs that do not comply wlth this detail. (B) = Damaged area, 12' max length of damaged section (L) = Mlnlmum malting distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Apply one scab per face. Minimum side member lengths) = (2)(L) + (B) Scab member length (S) must be within the broken panel. Nall Into 2x4 members using two (2) rows at 4' o,c., rows eta gered, Nall Into 2x6 members using three (3) rows at 4' o,c„ rows s aggered, Nall using IOU box or gun na1Ls (0,12810', min) Into each side member. The maximum permitted lumber grade for -use with this detail Is limited to Vlsuol grade 41 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid^panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tle-In loads. S• L L �Typl o. + 0 + 0 + 0' + 0 0 + 0 l 0 + 0 + Str agger + = Back Face 10d Box (0128' x 3', min) Nallsi o = Front Face 2x4 Member - DouSole Row Staggers 2x6 Member - Triple Row StaQgere Member Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maxlrlum Member Axial Force . Member Size L SPF-C HF DF-L SYP Web Only ' 2x4 12' 620# 635# 730# 800# Web Only ! 2x4 18' 975# 1055# 1295# 141511 Web or Chord 2x4 24 975# 1 1055# 1495# 1745# Web or Cf,oroi 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36' 2470# 1 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web or Chord 2x6 4395# 4500# 52254 5725# Web or Chord 2x4 .4Br 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# Nail Spacing Detail ,selimagin READ AND i0.LCv ALL Nota CN THIS DRAvtmi asDIPDRTANTss F SH TNIS DRAVING TO ALL WRACTDRS 1NGLIIDING THE INSTALLERS, Trusses nqut•e awtrene cart In Pabrleatlnp, hLrAbv shlppina, Installl� and Maelna Refer to follow the latest Y&Uan at 1CS1 OWldha Component Softy lnrornotlon, by IN and $Bch) for u1 pro as prior io perforvJnp these functions. Installers shoo provkle ttnpororyy �bream par 1C Ikons noted othenls4 too chord shall have properly attached structural sheathA on: Batton �,. shall have a properly attachederll1n,�a., Lacatlons shorn for permanent lateral restraint of shall have braeilp Installed per HC51 stetfons )3. 17 or )I0, os appOeatlh Apply plates to each Q i.A of truss and posHkn as shorn above and on the Jo1nt Dstass, unless noted a rwlxw, Refer to drarinpa fioA-S for standard plot. positions, Alptw. a dNlalon of ITV AUXdin Components Oreup Inc, shad not be rtsponslblt For o devlatlo AN ff1N CAMPANY this drawing, any faRure to bvll�tlw truss In eomlormance rlth ANSI/TPI 1, ar for handd 0. shlppl 911.3wtlon 6 •1�o�1p of irucns A seal•an tYh droetm.p or cover pa 14tMp 1Ns droehy Ndcatss acceptance of prO x4anel ,ny,rerina reapor.elblMy solely for tint sedan shorn TVA =Atablty and use of iNs drawing 1338E Lakeffonl DAva for any uetire !e ifit rnpauLAky oP iF+e WtckMa Deslpner per ANSIM-1 t Seal. Each cky, MO D3045 for non Intarnaikn sea this job1s penoral notes ppsCCP and these Web sltesi ALPINE %relit ntltmeonl Mi vrt,tpInet,orol S)CA• Ywivalb: ustryarel ICC. rrrJCC fe,arg Nlnt,un L nKtane. H L S • L Hlnlnun H L iDrstance L HlNnun H L L Dlstoree ACING 24,0' L F MEMBER REPAIR TE 10/01/14 WG REPCHRD1014 11�s Purnas ./Lpft 11=11, RIDGE BOARD (2xi) H4.1gfiv- 1. vaoRy VALLEY-F-RA f�.A IOGPETAIL nim Regiremonts. TRUSS UNDER VALLEY -FRAMING VXLLEfY RAFTEP-OR R(DOE *0115PLt +CrJpoleb,-4'-M'*Idr-30 psf (TL)'and 26 p (T . Dj.MjfX, $f uAch ro :*Atqn th4vimlays bf-sloopers Material iork b" O.C. LLEL Tt VALLEY RAFTER F T SEAKAVERY 7PAFUk RAFTERS `ildo -AL '.AOO*� PLAN. -1 cbri-64�46n k6g.dirome (NeL y C. frdid` 3. cHoole.,t6mio (114) A M-fatenalls 4. MftjYt6-.tW*-2x6 sleepers. 416dtoe,46111i S. vdiepdt w.oai- 43:6dtd&r%lls td&.MHs,ea.ch sleepgr.$itruss .6. -,,Rld9e:bohrd:ti3 -r.00f bldck 4 164 toe-riift ,,?iAft.A'R,CEMAS FFMY .7, --Rld*&-'e-6d.2ijd tojr.mW 414c!46,*Os 8. to, .3. 4 .12. 326d.tOp-nails RMIFSUEEPERSARE USED) -13• hiMM t0.;Mftdf 4 IWIWL-nalls. i x S, NOTEK.16i[4046261"I 40MMON NAIL-4 era, pdjVM -,Riirr4w-e 'j'pdf trjo�(o-,40W.Mch fld[(e'bF rafter, p.m..*!I14d 0.,11-3 3�) -common V41* vg�i ifel6ng."Iha4prc"r,qumberQ njalls are Et th orts., &fj b 4n4top@jqyn er [after Ifstimopers.are.nol used,. less under .9 -APply ply 2.0 .. NDS . -Max[MuMo" roof he &0 KloAit rib 4bimbri Yylro- "Ils u wd*fto 14b mphlIn4oted, Cat 11, IN . o.'XA4.Q,-JFaImI,o Mph; 9ndloted, -ExP ch YL-t-1.0 -0r A' M415qt-vi 4ASMT-16, 1*80 AMN WMFAW Trw *ffw�rLMKW;rrU MAY= M-" 4,4� r d *w ,tv* � q .0 MIt hdilft 4.ft . tt"66d, WCIID= bb,+ *M. bn 4; . z 1Fqti- -d atp Lhdai ps �Ic* lo'" V., tMAW n Mo. ;Z *h%v3 IW oF solely •for.ii!e.ind* 0M I�W p4i; Fw. =C P. T, OR I'D L TC U ;2td- Tc M- I ti Bc o LL ViT. lawj -.30 46 54 ZO 7 7 .IDUii,e?e 0 .0 o o 50 4-7 61. 1?,.t, r Nit!& - Wj" MIN G DAT9 10/91/1'4 wo v 'Flkt. I PAZ /I. 16 q kam Face -Mount Hangers - I -Joists, Glulam and SCL A 21 a These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. ( -pi oornowo ((160} {100} _ o (115) 1 (125) Floor "(100) -Snow, (115J Roof, (125} IUS2.56/16 - 25/a 16 2 Min. (14) 0.148 x 3 - 7D 1,660 1 805 9 `5 1,425 1,555 j 1,555 Max. (16) 0.148 x 3 - 7( 1,? 5 fin, u, 05 1,555 21/z x 16 MIU2.56/16 - 29/e 157/6 21/z - (24) 0.162 x 31h (2) 0.148 x 11/z 230 3,455 3,920 4,045 12,970 3,370 3,480 U314 ✓ 29A61 101h 2 - (16) 0.162 x 31/z" (6) 0.148 x 11/z" 970 1,945 2,205 2,375 1,675 1,895 2,045 HU316 / HUC316 ✓ 29ti6 1 141/a 21/z - (20) 0.162 x 31/z 1 (8) 0.148 x 11h 1,515 2,975 3,360 3,610 2,565' 2,895 3,110 IBC, MIU2 5s 1$ , .= '2 s 17yis' 211z e -: :(26).0162 x 31%i:" ':(2} 0.148 x 1112 230 -3,745 4,045 4 045 ,3,220,i,3,48018,480• LA 21h x 20 I MIU2.56/20 I I I • I - 129A6I 197i6 121/z I - I (28) 0.162 x 31/z I (2) 0.148 x 11/z ( 230 14,030 14,060 14,060 13,465 13,495 13,495 !a 29/16 x 91/4 29A6" wide joists use the same hangers as 21/z" wide joists and have the same loads. to -2 6 - UG.,V Lt: ,VN41V NT11 ii_ U,gllp� 4.,J tY1f,{T. 11,S1.1 •Ilt4AJ/Lr' a�+AVJ,iI I,'1'U ,1V :..; jt'S.na,'L£{hIUU V,4GV5 V4UV i.,4JVJL,V Y,y GiVVUi IBC, MIU3.12/11 - 31/a 111/a 21/z - (20) 0.162 x 31/z (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x 117/a HU212-2 / HUC212-2 • ✓ 31/s 109/16 21/z Max. (22) 0.162 x 31/2 (10) 0.148 x 3 ',7=,?5 3,275 3,695 3,970 2,820 3,180 3,425 LA HU3.25/12 / HUCI3 8/12 • - °' " 31' 11 il, ` 41/z - (24) 0.16� x 31h '' (� 0'lA$ x3 "' ' 7 5 3, 70 4 fl30' .4335 3a075 3,470' 3 7a3,5' �HU3 25116 I • M,In((20j 4162 xn31/z (8j 0148 x 3 : 1,515 2,875 3,360 3i610 2 560 2 890 3,14fi HUC3 25, ,6 3114 13N : 2M Max 1 (26) 0 is2 x 3 /z (12) 0 48 x 3 ". a , 3,876 4 36,5', .. 4,(;95 -3 830 (3 Z5 4,040! - 3'/aglUlam -HUCQ2ID 2 SDS`: "' • 3Yht ` ` :9_.-_: ' 3` - (12)114"X211z"SDS (6)1la" X2�lz"SDS 2 3 5 ;1. 1a �}i 7ti' # i5 3 (s0 3.710 3,7101 FL HGUS3 25710 _ .. • 3�14 85h`ro- 4 ,- (46) 0.162,X 31h'' ,.(16) 0;162x 31/z_ _ _1,095 9;100 9,1fl0' 9 iti0 (7,825 7 825 7,825', IBC, HGUS3.25/12" • 31/4 ' 105/a'- _=4 (56) 6.162 X 31h` (20) 0.162 xVA ' 5,040 9,400 9,400 9,40018,085 8,08518 0851 FL 31/z x 51/a HHUS46 - 3% 51/a 3 - (14) 0.162 x 31h (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 2,715 2,930 HGUS46 - 35/a 47/16 4 - (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,360 4,885 1 5,230 3,750 4,200 4,500 IUS3.56/9.5 - 3% 91/z 1 2 1 - (10) 0.148 x 3 - 70 11,185 11,345I 1,455 1,020 11,160 1,250 MIU3.56/9 • • • - 39/16 81 Ar 21/z - (16) 0.162 x 31h (2) 0.148 x 11/z 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 0 0 0 ✓ 39/16 83/a 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015P2,420 2,465 1,735 1,965 2,120 HUS410 - 39/16 815/16 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2,615 1,820 2,070 2,240 HHUS410 - 35/s 9 3 - (30) 0.162 x 31/z (10) 0.162 x 31/z 3,565 5,635 6,445 4,845 5,486 5,545 31/z x 91/zHU410/HUC410 • • • ✓ 311/16 85/a 21/z - (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 6,415 6,415 6,415 HUCQ410-SDS • • - 39/16 9 3 - (12)1/4" x 21/z" SDS (6)1/4" x 21/? SDS Z265 4,500 4.500 3,240 3,240 3,240 HGUS410 • • - 35/e 91tis 4 - (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, LGU3.63-SDS • • - j 35/a 8 to 30 41/z - (16)1/4" x 21h" SDS (12)1/4" x 21/z" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS - 3% 91/4 to 30 41/z - (24)1/4" x 21/z" SDS (16)1/4" x 21/z" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 46 See footnotes on p.150. Simpson Strong -Tie' Wood Construction Connectors ERMINAff Rum Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/e" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/C for THAC422. for 122-2 126-2 THAC422 Face nails Top nails per table pertable Vy typical 21h' for THA422-2 and THA426-2 THA418 Double 4x2- 2face nails Use full table value (total) Single 4x2-� 4 top nails See �';. (total) nailertable ' Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps maybe installed straight or wrapped over with tabulated face nails installed into top and face of heads ? Double -Shear DoublaNailing Dome Double Shear Shear Nailing Side View Nailing Side View; Do not (Available on Top Viewer bend tab some models) j Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation ryprc:ar r nt%ca Top Flange Installation er to tnote 5 p.187 86 Simpson Strong -Tie® Wood Construction Connectors Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. 0 — THA29 18 1s/a 9"ti6 5'/e 11/z 1 — (2) 0.148 x 3 (6)0.148x3 1(4)0.148x3l 525 11,75011,7501 1,750 1 450 1,3301,330 1,330 27/s I — (4) 0.148 x 3 (6)0.148x3 (4) 0.148 x 3 525 2:610 2,610 2,610 1 450 1,985 1,985 1,985 THA218 18 1 s/s 173/s 51/z 1 2 1 — 1 (4) 0.148 x 3 1 (2) 0.148 x 3 (4) 0.148 x 1'/z — 1 1 Ali 1:4460 1 1,460 1,110 1110 1 ' f 0 IBC, ThA2182 16 3t/a 17""fis 8 , 2 (4}0.162x31h (2}O.I62x3"Iz (6}' 4$ $ I 3 i s i w5 1 513 "l, to 1 S1 FL, THA222-2 16 1 31/s 122Y%J 8 1 2 1— (4) 0.162 x 3Yz (2) 0.162 x 31/z (6) 0.148 x 3 1 11,960 1 1995 1 1,995 1— 1:490 1,515 1,515 THA418 1 16 1 3% 1171/z 1 77/a 1 2 1 — 1(4) 0.162 x 31hl (2) 0.162 x 3'/z 1 (6) 0.148 x 3 I — 11,960 1;9951 1,995 1 — 11:4901 1,515 1 1;515 THA426 114 1 3% 1 26 1 77/a 1 2 1 — 1(4) 0.162 x 31/z1 (4) 0.162 x 31/z 1(6) 0.162 x 31/z1 — 12,435 12,435 1 2,435 1 — 12,095 12,095 1 2,095 FL THA426-2 114 1 71/4 1 261/s1 93/a 1 2 1 — 1(4) 0.162 x 31/z1 (4) 0.162 x 31/z 1(6) 0.162 x 31/z1 — 1 3,330 1 3,330 1 3,330 1 — 1 2,865 1 2,865 1 2,865 THA29 118 1 1% 1 911/s 1 51/a I— I 911/s I — I (16) 0.148 x 3 1 (4) 0.148 x 3 1 525 12,26512,2651. 2,265 1 450 11950 11950 1 1950 THA218 18 1 1 s/e 173/s 51/z 1— 173/6 1 (18) 0.148 x 3 1 (4) 0.148 x 3 1 85:, 12,45012,4350 1 2,450 1 735 12105 12105 1 2105 11A21$ 2; i 6 3'/s ; 7"is e � $ '. 19j/s ; (22) Q.1 fit x'3"h (6) 0.162 X 3"/z fi,$55 3 3Tt1- .' 0 1595 f:$4'a 2 84 84v= IBC, .. � FL, THA222-2 16 31A 22-s 8 1 14Ys — (22) 0.162 x 31/z (6) 0.162 x 3'h 1,855 3;310 3,310 3,310 1 1,595 1 2,845 1 2,845 1 2,845 LA THA418 116 1 3s/a 1 171/z 1 77/a I — 114'/s I — 1(22) 0.162 x 3Yz1(6) 0.162 x 3'/z1 1,855 1 3;310 133101 3,310 1 1595 1 2;845 1 2,841 1 2,845 THA422 16 35/a: 22 771s 14'/s (22}Ot62x'`3ylz(6)0y`62X31h I855 3 ,1 # `' 46 io 2,' ?1zpM £� ; THA426 14 3s/a 26 77/s — 161/s — (30) 0.162 x 31/z (6) 0.162 x 31h 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA422 2""14 7�Ia 2214irs93fa 1'63/s (90} Oh62C.3"�Z (8)�0 j62 x 31h 1�$5 517(I 5,520, '' S 520 1595' ;4 �k45 4,745' 4,745'�_ ` FL &e THA426-2 14 71/a 261/s 93/a — 18 — (38) 0.162 x 31/z (6) 0.162 x 31/z 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed either straight with straighted doubp-shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are Isted diameter by length. See pp. 21-22 for fastener information. 18 LUS/MUS/H US/H H US/H G US Face -Mount Joist Hangers 2G�l1EERB0 W D, a This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The double -shear hanger serves, ranging from I ;e fight -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that. disfribut.es the load through IxAvo points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong Tie representative Codes: See p.12 for Code Reference Key Chart 0 Double -Shear Nailing Top View a r Double -Shear Nailing Side View Do not bend tab `< Dome Double -Shear :- Nailing Side View (Available on some models) 1°for )es 1W' for 4)e.s ' gar; v c w B LUS28 HHUS210-2 ay L �MUS28 (g 4 a a: -s: HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 613hs Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong-TieO Wood Construction Connectors Face -Mount Joist Hangers (cont.) SSltl SS SS' Model No. a" ,, Min: , Heel' Height Ga, Dimenstans (m )° a Fasteners Carrying Nletnber Gamed Member Single 2x Sizes WS24 ; 2s/a ' 18; 1°9/+a' _31A -1 /a " ` (0748-z 3 LUS26 41/a : 1$4s 4a14 131a ` (4) 0.148 x 3 ,-, =(4), MUS26 4"/is 18 1 9/1s 5346 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 4stis 16 1 s/a 5% 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 "GUS26`,"" .02 xz .(8)01623h". LUS28 I 434s 18', 19hs 6 Ja 1,3/a ` . ` (6) 0.148 x 3 MUS28 6s/is 18 1 a/is 61346 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 1 % 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 6B/is 12 1 % 71/a 5 1 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS210' .°.41/a . ;'18 - 1/6 71�s :. 13✓4, °"' (8),0.148x3 ``� ` (4)-0;148x3 HOS210~,- _ a ,8a/s , 16 . ,l5/a 9 " "3 ; 63GJ 01£2,x"31/2- "(10) 0.'162: 31/2 IiGUS210.8s',� _ 12." 1$/e �.91/s= ".5(46)_Q162x317z"�'°,(16)0,162311r. 1. See table below for allowable loads. These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installation 9 with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. DFAllowable loads „ , .. s SP Allowable Loads = _° SPF/HF Allowable Loads - Code" ,Model. No. Upliftl., Floor (160) :'(100) Snow (115) _ Roof (125) ,Wind ��(160) " llplifti "' (160) Floor . a (100r Snow 'j115} , °Roof �125) Wmd; ,�(160} Upliftl (160) , Floor (100,) - = Snoinr (1�15) _ .Roof (125)"" Wind` ' (160). Ref. s Single 2x Sizes LU524 A3 - 670 ._765 820� -: 1,045",', 4 ° ° �a` 725, , ".825: 890 L � . �.. -`• 360 495 , 565 605 770 LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26` 930 1,295 : 1,480 1,560 > ° 1,560 , ",930 . 1;405 " 1,560 1-,560 1, 1 Cl 810 955 1,090 " 1,180 1,350, LA HUS26 1,320 2,735 3,095 3,235 3,235 1,320 2,960 3,280 3,280 3,280 1,150 2,350 2,660 2,780 2,780 HGl1$26 F75 ; 4,340„ . 4,850 ` 5170;'` 5 390 ; t;Z 1 4 690, .5;220' 5,;390 5390 '80 3,225- 3610 .3,870, s` 3,985 IBC, FL LUS28 1,165 1,100 1,260 1,350 11 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 MUS28" (,32G . _ 173R=,, 7 975,�, 2,125 : 2: ;11 20 , _ 1,875, . �2135 2 255 `2z p " 1',150 1,270 1;455 „ 1,,575, -= ,1„}50 IBC FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,095 1,480 3,520 3,520 3,520 3,520 HGUS2� ,5 0, 275` 7;275.,° , 7,275 '� °'7,275, '; 1 i0-` ;7275 , ° T2�5 7,275 ,7,275 i,325 %;5 0, 3,820 " 3;975;_ 4,250 _ IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210, 2,635 5,450 5.795 S,830' ": " 5,8 0 ', ,535 :, 5,395 z,780 ri„833 5 830 2,220 2,330 2,455 2,535 : 2,825 LA HGUS210 1 2,090 0100 9,ifi0 9:100 9,100 2,090 94ot1 9 .,90 9,100 9,100 1,5A5 6,340 1 6,730 6,730 6,730 IBC; FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square out 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel out 0.85 of table load 0.41 of table load Acute - side opecny aUgia Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 Simpson Strong-UeG Wood Construction Connectors These products are available with For stainless Many of these products are approved for installation ID additional corrosion protection. ® steel fasteners, F with Strong -Drive° SD Connector screws. For more information, see p.15. see p.21. See pp. 335-337 for more information. SS' Double 2x Sizes HHUS26-2 4-A6 14 35/i6 1 53/e 1 3 1 (14) 0.162 x 31/z 1 (6) 0.162 x 31h 1,320 12,830 13,190 13,415 14,250 1 1,135 12,435 12,745 12,935 13,655 HGUS26-2 I 49A6 12 35/i6�57A 4 (20)0.162x3Yz (8)0.162x31/z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 LUS28 2 46fi6' ' 18 -. ' 31%a' 2 �6}0162 X 3?he (4) 0162 31/z 1.� 1 315, 1490 I'M0 � 2,030 910 ; � 1,130 �1 280 1 385' 1,745 � IBC, FL, 7Z!1 IC�R_7', I R9u.. . ' 1d. 45k� Z 16.1vn' iC.9'v Z1/ --IR1 n 191) V 41/ -1 ?'Rn] d')RR. d.R1n ::°� 16R 'F QRn 1�'rir "Z C,7n d 1ZR- .A ' 4 V'F tA,; I LA LUS210-2 67/16 18 3Ya 9 2 1 (8) 0.162 x 31/z 1 (6) 0.162 x 3Yz 11,445 11,830 2,075 2,245 2,830 1;245 11,575 11,785 11,930 2,435 HHUS210-2 H. 14 3i6 87A 3 1 (30) 0.162 x 3Yz (10) 0.162 x 31/z 3:550 5,705 6,435 6,485 6,485 3,335 4,905 5,340 5,060 5,190 HGUS210-2 89/16 12 35h6 93A6 4 (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes HGUS26 3 ', 413fis f,,12 415/i 51h " 4 (20)F0:162x3'lz ' (8)'0.162;.X�31h 4,34'0 '4,850 5;170 5,575 1,855, 3,730 `,4;170 4;4`45 4;795' IBC, FL, NGUS28 3 .: „6Y31i6 , -12 A15Iic '71/a , 4 (36) 0.162 x 311z' ; (12) 0162X 31h, 7,460 7,460 '7460 7,460 2,780, '6,415', 6,A15 6,415 6,415, LA HHUS210-3 83/6 14 41Yi6 87/6 3 (30) 0.162 x 3Yz (10) 0.162 x 3'h r09 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210 3 81�46 12 415f6 9Ya 4 (46) 0.162 x 31h (16) 0.162 x 31h 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212 3 ." b'105%a" ! 12 415fic. 1031a 4 (56}'0: 62 x 3Yz �. -(2D) 0.162 x 31A9,6, 5' Q 1145 04� 5;04'' _90ii' r17�0 t.RBU i',78C1 7,1t 0 IBC FL, LA Quadruple 2x Sizes HyUSLEi 4, "` 1 5 /2;e . 1"L b 116P 5%t64, , �(4U) U,7bZ X �$ lz t3 ti}:U.1bL X i %x Z,1)5, '4';34U i?1 ttSti, o 71U..51b15 I,bn, -3;/dU 4,11W 4,44S A,/9t IBC, FL, HGUS28-4 7Ya 12 6-A. 73/ie 4 (36) 0.162 x 31h (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83/6 1 14 6'/a 87A 3 (30) 0.162 x 31/z (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL 4x Sizes IBC, FL, LA IBC, FL', LUS48 4% 1 18 1 31A6 63/a 1 2 (6) 0.162 x 31h 1 (4) 0.162 x 3Yz 11,060 11,315 11,490 11,610 12,030 1 910 11,130 11,280 11,385 1,745 IBC, FL,' HUS48 61/6 14 31A6 7 2 (6) 0.162 x 31h (6) 0.162 x 31h 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61h 14 3% 71A 3 (22) 0.162 x 31/z (8) 0.162 x 31/z 1;760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67ii6 1 12 35/e 71/i6 4 (36) 0.162 x 31/z (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 17,460 2,780 6,415 6,415 6,415 6,415 HGUS412 I 1 H6 1 12 1 35/e 107/16 4 1 (56) 0.162 x 31/z (20) 0.162 x 3Yz 5,695 9:045 19,045 9,045 0:0.451 4,900 1 7,780 1 7,780 17,780 17,780 HGUS414 1117ii6 1 12 1 35/a 127/16 4 1 (66) 0.162 x 31/z (22) 0.162 x 31h 15,695 10,125 10,125 10,125 10,125 4,900 8,190 18,190 18,190 18,190 Double 4x Sizes IBC, FL, LA FL 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable bads in accordance with ANSIJTPI 1-2014. Simpson Strong -Tree Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 31h° in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 Simpson Strong-TieO Wood Construction Connectors se;µ Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/e". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is %" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Iam HTU26 Typical HTU26 Minimum Nailing Installation I. -I I. , .. ....,, .., truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) ft vls4^JGV yan,j ;;, HTU28 (Min.wt) I , V ![ ro 3'/a .i da°, 1 % z.,1 Ean 71fia u ic„ 31/2 Y�VJ u �VGIA'+,}=Ti i�� U.IYiiJt.l..,�^L� (26) 0.162 x 31/2 (14) 0.148 x 11h '.'"hjJi3r➢ i G,yYV , �x3 *,}�t„� 1,235 3,820 3,895 .�..,� E l3J 3,895 ,9ilk1U ' 1,JJa - 3,895 1,060 L,ii3U,. 2,865 �A�� 2,920 -S"9 F{}i�, 3�JV, s 2,920 2,920 IBC, FL, HTU28 (Max.) 71/4 15/a 71/i6 31/2 (26) 0.162 x 31h (26) 0.148 x 11/2 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,,005 4,675 LA HTU21fl Min:° 3�k_'115h 91ha 31f2-. 32 0 [62x31h j4 0748x I?/,x, :1,330 Jtk " $a z30 ',3 1,145 a' 3,22 225;, R'225- .Hl U210:(M3x ); 1 9?la"'''{32 ti 148 x 1'h ,3„34ra'" ' 4,705 '5,995 2,850 Double 2x Sizes HTU26-2 (M)nj 3T/e °` `HTU262(Maxj , M&' 354a. 3Way:5 ;5ha c Th x3'h,,, 4, (20)0.162 31/2,. (2Q)'0,14$"x3 21:7,5 2940 -`3320 3' €i0" . a4 1,87t)f :2,530 ;,w at3 `:-,3,$55 HTU28-2 (Min.) 37/a 35/s 71A6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 1 3,235 3,235 )FL HTU28-2 (Max.) 71/4 35fis 71A. 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 4,655 5.825 2,995 3,285 '1 , , r 36 3)0 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 96 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. SIMPSON 0 Z da 2 0 U w H r5 Z 0 cc a co rn 0 N 0 rn 0 N U ti HTU Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. /-%!Ltjl I ICtLC II RoLdIIc1LIUl I ICLL)IC IUI 4AL+ dl lu LXU udllyll ll`j. IVICII IUCI Member: ^,member {160) =19%'! j 5) k,0251 (160) .1 (160) , 000}- (115) 02§Y; _ HTU26 (Min.) 3'/a (2) 2x4 (10) 0.162 x 3Yz (14) 0.148 x 1'/s 925 1,470 1,66 1,?90 875 795 1,265 1,430 i 15^0 1,645 HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31/2 (20) 0.148 x 11/2 1,240 1,470 1,66I 1,?90 2,220 1065 1,265 1,430 41,540 1,910 IBC, HTi17R �fM1 la 1 _ :771 t?1 �rR /21f1 iyY 27/,, u t��FL"113R s 111' = y 4711 ... A�tla� • tt t ,"5tlx .' ffiCY J°��t 13 Fr,'a1SFfi 1Rn FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowaole Loads (112" Maximum Hanger Single 2x Sizes IBC, HTU28 (Min.) 37/8 15/a 7% 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 71/4 15/a 7% 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 HTU21i) (Mm) 3'!e 71a 91ha . - 31l2 (32) 0162 x + (14} f3:148 x 111s =y 250 3s604 ,6 t0 a �3160t3 3 5i1 ; • y,075 ` 7ti0 2,7+70 2,?.0 2,70Ci;' HTU210(Max} , . 9'!a 1a i@ . 3 (32) 0162x 3?h (32} 0148 1'h 31255 5;020 5 420: 5,020 ', 2,800 3530 3;76p 3 Z65 3;765 ,?f705 Double 2x Sizes HTU25 2 (Mm} (24} 0162r 3?h (14) fl 14$a(3 1,515 '2',940 3,0 3 500. 3,500 =1305 2205 2 2Q5 ; 2,205 F1TU26 2 (tvlax. 5'h 3e 5i5 •', 3'h (20)A r$ x'3'!a "20) Q148 �i3 ',1,910 ;294Q 0 3,5Q(i 3 500 i 645 ;.2205 ? 252,205 HTU28-2 (Min.) 37/a 35/a 71A6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865R,2351 ,985 2,985 IBC, FL, HTU28-2 (Max.) 71/4 35/ia 711i6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4,315 4,655 5.520 2,610 2,865 4,140 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between Ma" and 1/2", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 2s/1s" at 100% of the table load. Specify as an W version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 1/4" x 234" Tite1l 2 screws (Model 171\12-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or RNP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/1s"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/,s"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a Me" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MD1318412). • A minimum edge distance of 11/2" and minimum end distance of 37/3" is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUG410 eN_Y:? m1_ HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall rnrig-Ties; 23 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see o.15. HU26 HU26X (4)1/4 x 23/a 1 (4) 1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 HU2$ v 'NU28X. (6)1/4 X 23/a (6} 1l4 r� 13! {4) 014$ }("11Iz y545 1500 ; 760 2 400 , HU24-2 HUC24-2 (4) 1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26=2 (Mln) . t�U�26-2 a ($)1/a St 23/4 (8j'j4 x 1 4 {4} 0.148. x, 3 760 2,OOD ', 760 ...- 3 200 HU26 2 (Max,) HUC26 2 (12)'/a'X 23l4: {12) T/at73f4> {6} i174$ k:3 - . 1135 "' 000 1,135 3,950 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU210 I HU21 OX 1 (8)1/4 x 23/4 1 (8)1/4 x 13/4 1 (4) 0.148 x 11/2 1 545 1 2,000 1 760 1 2,415 1 HU210-3 (Min.) HUC210-3 (Min.) (14)114 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 1 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 H0212 ... ._ .,... ,., HU212X', v.�...?-< 10 1f x 23 ' 10 14 , I a+ ,,. , .._-r {„ ),/ X `O,014$'I2 1 1350 2500"°1,t5 2665 HU212-2 (Min.) HUC212.2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HU0212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10)0.148x3 1,350 5,085 1,350 5,085 HU214 I HU214X 1 (12)114 x 23/4 1 (12)114 x 13/4 1 (6) 0.148 x 11/2 1 1,135 1 2,665 1 1,135 1 2,665 1 HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)114 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 (24)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216, gHU 76X' (18)1/a x 2a1c . =_ (1$)1l x 3la {8) 014$ x is' 2,920 1,51 920 HU216-2 (Min.) HU0216-2 (Min.) (20)1/4 x 23/4 (20) 1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)114 x 23/4 (26)1/4 x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 Min U. x2 1 8)01d8x,3' s15i5 43kH216 92A3 ,55 �`920 HU216=3 (Max) " HUC216 3 (Max) ".`;' {26} ?/4`X 23I4 (26 1/a x 1�l t12) 0148 x:3 2,015 2,075� HU7 (Min.) (Not available) (12)114 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 1 (6) 0.148 x 11/2 1 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/4(10) 0.148 x 11/2 1,445 3,735 1,445 3,735 38 STAGGER JOINTS - TYP.T \ R/BKIh RAISED HEEL ROOF TRUSSES SEE PLAN it aaaa■ a � a aaaaa� aaaa■ a aaaau UPLIFT/SHEAR ANC _ EACH TIRU55 - SEE PLAN B/SKI f' NOTE: ADVL FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALES NTS SIG1 ROOF SHEATHING- SEE F SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRU56E5 -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING d ;IBBON BOARD- SEE FASTENING TO W N CHEDULE FOR SPACING < TRUSSES ASTENING TO TRUSSES WALL SHEATHING -SEE PLAN MIN. 15/32' CDX PLYWOOD OR T 1116' 055 WITH 8d GUN NAILS -MASONRY WALL- (0.131' X 2 IR') a 6' O.G. TO UPLIFT/SHEAR GYP. GEILING- SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN d TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MA50NRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING E3 SCALE NTS SKI RIBBON SGHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN 10.131' X 3'J (Vasd=128 MPH) 2X4 SPM 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vult=18O MPH (2) 12d GUN (0.131' X 3') (Vasd=139 MPH) 2X4 5PF02 16, TO EACH TRUSS, (4) EXP. C, , NAILS AT JOINTS ENCLOSED N o� <<0 r U zJ Z E 0 OWww tie <ax W W p ZOc]w W z (L 3 Q U W � . in �a W ❑ ❑ SHEETTRLE: RIE00N DESPn F0.R RAISED HEEI POOF fRUSSFS SHEEP INFORMATION: ]dllld JAIEISSUEP. I I.OB.Id iEhEWFD ET: M SK.1 ALPIN-8N. 'AWIW64PTNY. j'anuary 14,2020, ,. Carpenter , �,on rattats o merica, Inc:_.c t of Inc: S900Avenue Gl NW Winter ffaven, F L31 8'88 0:- 6'20, , 1 Dear.Niatt.- k" If you ha"v'e-.aJ'py'',':ques ions,, please give meacall. .ncere y- h,. YO 6750 Forum briVq, nd, -9790 (863)42Z.-.8685 o F 2.1-- 940, L32 . 011. 1his.rinrlim-ir* naa heen F.?F&rnnirad(y F. `,�YQnEU`iiS4Y)';78QRllICty4($t{jW3t;lrE. Printed i caDies w4haU'l ar arituha spin3t!'E rr3Y9.St be Var.fired U sing the arig.rYx�l-L-Utr1 lc 'YErSiQ:l. R� COA 40 278 08/11/2020 N 3 7fl 6 SO STATE OF MAI ALPINE AN Yrw commy Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone:(800)755-6001 www.alpineitw.com Site In OMIAtion; Customer: Carpenter Contractors of America Job Number: N333978 Job Description: 7A5/320 ,167EC ,R101 / 1672/ARIA/4E'AB ELEV.0 Address: J.oh'En ineeriin Criteria; Design Coder FBC 6th Edition (2017) ersion: 17,02.02A through 18.02.01A XC189750108 Wind Standard: ASCE'7-10 Wind Speed (mph). 160 ERWLoad(pso:20.00- 7.00- 0,00-10.00 Building Type: Closed so: None This package contains general notes pages, 22 truss drawing(s) and 5 detail(s). ;item Drawing Number vross, 1 224..20.1548.12648 Al 3 224;20.1548.13771 A2 5 224.20.1548.12710 A4 7 224,20.1548,:12539 A6 9 224:20.1548,17484 A8G 11 22420.1548.12463 131 13 224.20.1548.14052 C1GE 15 224.20.1548.17312 MV2 17 224,20A 548.14130 EJ7 19 224:20.1548.94224 CJ5'. 21 224.20.1548.13773CJ1 23 A1601,5ENC101014 25 VAL160101014 27 GBLLETIN0118 tterri. ' i}ravuing 1 uiriber Trusi,, ' 2 224.20.1548.13711 A1A 4 224.20.1548.14021 A3 6 224.20.1548.13818 A5 8 224.20.1548.13632 A7 10 224.20.1548.12586' A9G 12, 224.20.1548.12462 B2GE 14 224.20.1548.17203 MV1 16 22420.1548.17532 V1 18 224.20.1548.13772 ERA 20 224.20.1548.17204 CJ3 22 224.20.1548.14099 HJ7 24 GBLLETIN1014 26 A18015ENC101014 Florida Certificate of Product Approval #FL1999 Printed 8/11/2020 4:13,52 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CS] = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to.Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. - Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.oro. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEQN: 69651 COMN Ply: 1 Job Number: N333978 Cust: R8975 JRef:1WXQ89750108T18 FROM: RWM Qty: 8 7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 DrwNo: 224.20.1548.12648 Truss Label: Al KD / YK 08/11/2020 6'17 12'8"15 6'1"7 j 6'78 67"1 1' 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA D Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Lumber value set "1313" uses design values approved 1/30/2013 byALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. V1"1 326'9 i 38'8" 1 6'78 5X5 E 38'8" g,4., 9,4„ Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): 0.208 K 999 360 Lu: NA Cs: NA VERT(CL): 0.361 K 999 240 Snow Duration: NA HORZ(LL): 0.076 J - - HORZ(TL): 0.132 J Building Code: Creep Factor: 2.0 FBC 6th.ed 2017 Max TC CSI: 0.532 TPI Std: 2014 Max BC CSI: 0.886 Rep Fac: Yes Max Web CSI: 0.490 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE o �Y(( ®s ti A 0. 0 08/11/2020 10, ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1661 /- /- /936 1301 /433 H 1662 /- /- /936 /301 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1442 - 3042 E - F 1073 -1962 C - D 1343 - 2764 F - G 1343 - 2765 D - E 1073 -1962 G - H 1442 - 3043 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2659 -1146 K - J 2202 - 861 L - K 2202 - 835 J - H 2660 -1148 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -199 K - F 471 - 725 D - K 471 - 724 F - J 521 -199 E - K 1318 - 632 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices Prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the MMCOWANY truss in conformance with ANSI�I PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engjneering responsibilittyv solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ' ' Suite 305 For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindust_ry.com; ICC: www.iccsafe.org Orlando FL, 32821 Job Number: N333978 Ply: 1 SEQN: 6966 / T23 / COMN Cust: R8975 JRef: 1 WXQ89750108 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RDP DnwNo: 224.20.1548.13711 Truss Label: A1A TCE / WHK 0811112020 �21'1"12 1'9"12 i T10"14 12'1"12 17'10"4 i 19'Q i 26'6"4 r- 7'10"14 + 4'2"14 + 5'8"8 1'5' 12 r- 5'4"8 1' i 7'11"5 i i 7'115 { Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W6, W9 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. * The 3-0-0 section of lower Bottom Chord between panel points O and S may be field -removed as required provided that all remaining plate/wood contact areas stay intact and undisturbed. 5X5 F 3' —{ — 3B'8" — l'0"11 F 6' 18, Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 30'9"2 4'214 38'8" 5'8" i 4'O"11 "11 Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): 0.201 E 999 360 VERT(TL): 0.549 E 999 240 HORZ(LL): 0.100 L - - HORZ(TL): 0.186 L Creep Factor: 2.0 Max TC CSI: 0.739 Max BC CSI: 0.793 Max Web CS 1: 0.825 VIEW Ver: 17.02.01A.1115.21 08/11/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1518 / 301 / 936 / - / 433 / 8.0 J 1518 /301 /936 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.1 J Min Big Width Req = 2.1 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1385 - 2665 F - G 1456 - 2370 C - D 1300 - 2278 G - H 1327 - 2399 D - E 1316 - 2355 H - 1 1299 - 2276 E - F 1434 - 2326 I - J 1386 - 2665 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - U 2299 -1067 M - L 2298 -1076 U - T 2297 -1066 L - J 2300 -1076 R - N 1841 - 645 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - T 305 - 446 F - N 1047 - 698 T - R 2100 - 903 N - M 2114 - 929 R - F 1050 - 712 M - 1 308 - 451 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly Id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, e. AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. line, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ss in conformance with ANSI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pafge , . d'ing this drawing,indicates acceptance of pro esslona engineering responsibility solely forthe design shown. The sui ability use of this drawing for any structure is tphe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE ANMCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6967 / T17 / SPEC Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 224.20.1548.13771 Truss Label: A2 KM / DF 08/11/2020 617 12!"15 19' 25'11"1 32'6"9 38'8" 6'1"7 + 6'7"8 + 6'31 f 6'11"1 -}- 67"8 -h- 6'17 =5X5 E 38.8" 18'8" 10, 10' 28'8" + +1'� 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.208 K 999 360 B 1661 / 298 / 934 / - / 427 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.515 K 999 240 H 1662 / 298 / 934 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: CMean HORZ(TL): 0.132 J - - B Min Brg Width Req = 2.0 eit: Height: 15.00 ft NCBCLL: 10.00 TCDL: ei t: p Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 2.0 Soffit: 0.00 BCDL: 5psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.532 Bearings B & H are a rigid surface. .0 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.886 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 it Rep Factors Used: Yes Max Web CSI: 0.489 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 Lumber B - C 1422 - 3042 E - F 1052 -1962 C - D 1323 - 2764 F - G 1323 - 2765 Value Set: 13B (Effective 6/1/2013) D - E 1052 -1962 G - H 1423 -3043 Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC B - L 2659 -1128 K - J 2202 - 847 L - K 2202 - 818 J - H 2660 -1133 Bracing (a) 1X4 #3SRB or better continuous lateral restraint Maximum Web Forces Per Ply (Ibs) to be equally spaced. Attach with (2) 8d Box or Gun Webs Tens.Comp. Webs Tens. Comp. nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable L - D 520 -200 E - K 1317 -635 support by erection contractor. D - K 477 -724 F - J 521 -200 (a) or scab reinforcement may be used in lieu of CLR �tesearetfaef/cif OJy#fro K - F 476 -724 restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab �t �,•, reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun �p� v Y ••mane•®• ''ar •° ••. nails @ 6" oc. Kr N ••°O� d 9 °*a� '„ Loading 4 i ®• 70� Truss passed check for 20 psf additional bottom ® chord live load in areas with 42"-high x 24"-wide v clearance. ® Wind e o� S T 0 Wind loads based on MWFRS with additional C&C member design. %, :®, % ®•` �' AL COASQONAL 08/ 11 /2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fr safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a properly attach6d ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bra ins ailed per BCSI sections 83, 67 or B10, as appllcab-1e. AppTy plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANMCOW- truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page.. 240o Lake Orange Dr. listing this drawing indicates acceptance of ro esslona engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.lpinsl.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job 975 ,7A5 320 ,167EC RI01b8/ 1672/ARIA/4EAB ELEV.0 Oty: 2 I FROM: RWM / T16 /HIPS Drw o/ S224.20..11548.1 1 40 50108 Truss Label: A3 SSB 7'10"14 17' 21'8" 30VT 38'8" T10"14 9' 1 "2 4'8" 9'1'T 7' 1014 =5X5 =5X5 D E 38'8" 109'4" i 9'4" i 10' 1' 10' 19,4„ T 28,8„ 388„ Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.182 J 999 360 B 1714 / 308 / 940 / - / 385 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 G 1715 / 308 / 940 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - Wind reactions based on MWFRS EXP: C Des Ld: 37.00 Mean Height: 15.00 It HORZ(TL): 0.116 1 B Min Brg Width Req = 2.0 NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 2.0 Soffit: 0.00 BCDL: 5.0'• Bldg Code: FBC 6th.ed 201 MaxTC CSI: 0.760 Bearings B & G are a rigid surface. psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.836 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.629 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 Lumber B - C 1481 -3117 E - F 1509 -2925 C - D 1509 - 2923 F - G 1481 - 3119 Value Set: 13B (Effective 6/1/2013) D - E 1167 -2043 Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 :132, B3 2x4 SP 2400f-2.0E: Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC B - K 2715 -1174 J - 1 1978 -720 K - J 1978 - 692 I - G 2717 -1204 Bracing (a) 1X4 #3SRB or better continuous lateral restraint Maximum Web Forces Per Ply (Ibs) to be equally spaced. Attach with (2) 8d Box or Gun Webs Tens.Comp. Webs Tens. Comp. nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable C - K 404 -443 J - E 386 -244 support by erection contractor. K - D 834 -463 E - 1 837 -463 (a) or scab reinforcement may be used in lieu of CLR ttuttttrttup D - J 386 -244 1- F 404 -443 restraint. substitute (1) scab ttrlp scabs for (2) CLR'S where shown) CLR and (2) Scab ` e ,. hdrlff�rr reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun 4' i �m�°" °•+°j' 'v nails @ 6" oc.� •�� ��` t. `� a • Loading ;® ° Truss passed check for 20 psf additional bottom s o" 0.7408 1 chord live load in areas with 42"-high x 24"-wide «. $ , clearance. e ? Wind i S T 0 Wind loads based on MWFRS with additional C&C 'A % A. member design. +� +• coA K pl1'Q�aPtffinf6346�'`�� 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI anc7'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary _ bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigpid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin insjalled per BCSI sections 63, B7 or B10, as appliab�le. Apply plates to each face ofPtruss and position as shown above and on the Jo!ni9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinq Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the AN M COWAW truss in conformance with ANSI[TPI 1, or for handling, shlppiniq, installation and bracing of,trussesA seal on this drawing or cover pa�e.. 2400 Lake Orange Dr. listing this drawing indicates acceptance of ppro essiona, engineering responsibility solely for the design shown. The sui ability Suite Lake and use of this d"awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineilw_com_TPI: www.tpinsl.org SBCA: wm sbcindustry.com; ]CC: wwwJccsafe.or . Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6969 / T15 / HIPS Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 224.20.1548.12710 Truss Label: A4 KM / DF 08/11/2020 7'1014 15' 23'8" 30'9"2 7'10"14 7'1"2 + 8'8" T 7'1"2 7'10"14 i 5X5 5X5 D T3 E 12 6 5o5CX5 5X5 F M o W 50 W1 B G A H 4X6(A2) =6X6 B2 =6X6 B3 =6X6=4X6(A2) 38,8" �1' 10' 9'4" 9'4" 10, 1. 10' 19'4„ 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.194 J 999 360 B 1691 / 319 / 938 ! - / 345 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.470 J 999 240 G 1692 / 319 / 938 / - / - 18.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.067 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.115 I - - B Min Brg Width Req = 2.0 Mean Height: 15.00 ft NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 2.0 TCDL: 4.2 psf Bearings B & G are a rigid surface. Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.937 g g p Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.841 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.582 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 Lumber B - C 1496 -3045 E - F 1517 -2855 C - D 1517 - 2853 F - G 1496 - 3046 Value Set: 13B (Effective 6/1/2013) D - E 1236 -2198 Top chord 2x4 SP #2 N :T3 2x4 SP #1: Bot chord 2x4 SP #1 :132, B3 2x4 SP 2400f-2.0E: Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B - K 2643 -1183 J - 1 2082 - 848 K - J 2082 - 819 I - G 2645 -1213 Loading Truss passed check for 20 psf additional bottom Maximum Web Forces Per Ply (Ibs) chord live load in areas with 42"-high x 24"-wide Webs Tens.Comp. Webs Tens. Comp. clearance. K - D 709 - 369 E - I 712 - 369 Wind Wind loads based on MWFRS with additional C&C yt;tttatritrt�iatt� member design. trfp¢ff o 4 � g Q 1 ®.708 1 _y 4 e � y y m g e r p si 4 $ COA 0 N A IL�•` o8n 1/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety SBCA) Component Information, by TPI and fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted dtherwise,top chord shall have attached structural sheathing and bottom chord shall have a properly propperly attached ri4id ceiling Locations shown forpermanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANMCOWA- truss in conformance with ANSI 1, or for handlinct, shipping, installation and bracing of,trussesA seal on this drawing or cover page.. 2400 Lake Orange Dr. listing this drawing, indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability Suite 150 and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitwxom; TPI: www.tpinst.org; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6970 / T14 / HIPS Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 224.20.1548.13818 Truss Label: A5 KM / DF 08/11/2020 6'9"4 13' 19'4" 25'8" 31'10"12 38'8" 6'9"4 67'12 6'4" 6.4" 6'2"12 6'9"4 5X5 1112X4 5X5 D E F 12 6 k2X4 C W �/o2X4 n o G � co W3 B H A as I 4X6(A2) = 6X6 = 5X8 = 6X6 = 4X6(A2) 38,8„ 10, 94" 9'4" 10, 10, 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360 B 1665 / 699 / 931 / - / 304 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.543 E 999 240 H 1665 / 699 / 931 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: CMean Height: 15.00 ft HORZ(TL): 0.130 J - - B Min Brg Width Req = 2.0 NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 2.0 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.505 Bearings B & H are a rigid surface. 9 9 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.889 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87-ft Rep Factors Used: Yes Max Web CSI: 0.355 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 Lumber B - C 1565 -3029 E -.F 1432 -2498 C - D 1493 - 2774 F - G 1492 - 2775D Value Set: 13B (Effective 6/1/2013) - E 1432 -2498 G - H 1564 -3031 Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1/30/2013 by ALSC B - L 2641 -1259 K - J 2171 - 956 L - K 2171 - 926 J - H 2642 -1289 Loading Truss passed check for 20 psf additional bottom Maximum Web Forces Per Ply (Ibs) chord live load in areas with 42"-high x 24"-wide Webs Tens.Comp. Webs Tens. Comp. clearance. L - D 572 - 256 K - F 470 - 224 Wind D - K 470 -224 F - J 573 -256 Wind loads based on MWFRS with additional C&C trtrrrmrer rretatlro�f member design. s 0.7,08 Y 9 w 0 � n s ° w 0 o C a mob® ` , o gn d' tti wC_ Pog ONMgt COA S 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling.Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910, as applicable. Appplates to each face of ttruss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to � drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANm COWAW truss in conformance with ANSI PI 1, or for handling, installation bracing this drawing shipping, and of.trussesA seal on or listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. this 9�awing for is Designer cover pafge , , 2400 Lake Orange Dr. The sui ability Suite 150 and use of any structure the responsibilityof the Building per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www:ipinst.org; SBCA: www.sbcindustr .com; ]CC: www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6971 / T12 / HIPS Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 224.20.1548.12539 Truss Label: A6 KM / OF 08/11/2020 5'9"4 5'9"4 11' 19, s'2"12 r 8' 27'8" 32'10"12 38'8" 8'8" T 5'2"12 I 5'9"4 5X5 = 5X5 = 5X5 D E T3 F T 12 6 � 2X4 W �2X4 cn C G o_ n W3 B H 1—A =4X6(A2) = 5X5 = 5X8 --5X5 = 4X6(A2) �1 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 10, 10, Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T3 2x4 SP #1: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Lumber value set "'I 3B" uses design values approved 1/30/2013 by ALSC Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. 9-4" 19'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE 38'8" 9'4" 28'8" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.236 E 999 360 VERT(TL): 0.597 E 999 240 HORZ(LL): 0.074 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.808 Max BC CSI: 0.832 Max Web CSI: 0.760 VIEW Ver: 17.02.01A.1115.21 08/11/2020 10', 38'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1625 / 701 / 918 / - / 263 / 8.0 H 1625 1701 /918 /- /- /8.0 Wind reactions based on MWFRS B Min Big Width Req = 1.9 H Min Brg Width Req = 1.9 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1616 - 2959 E - F 1654 - 2817 C - D 1496 - 2693 F - G 1498 - 2696 D - E 1677 - 2846 G - H 1613 - 2957 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2584 -1314 K - J 2285 -1082 L - K 2278 -1047 J - H 2582 -1341 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 462 -161 K - F 638 - 359 D - K 682 - 394 F - J 461 -156 E - K 388 - 495 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e._ AppTy plates to each face oftrussand position as shown above and on the Join Details. unless noted otherwise. kefer to a division of ITW Buildin Components Group Inc. shall npt be responsible for any deviation from this drawing,any failure to build the conformance with ANSI PI 1, or for handlin shipping, installation and bracing of.trussesA seal on this drawing or cover pafge, this drawingq indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability ,e of this erawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; [CC: www.iccsaf ALPINE ANMCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6972 / T11 / HIPS Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qly: 2 FROM: RWM Dnallo: 224.20.1548.13632 Truss Label: A7 SSB 1 DF 08/11/2020 9' 17' 21'8" 29'8" 9' 8' 4'8" 8' :6X6 =5X5 =4X4 =6X6 C T2 D E T3 F T - 0 V 1 4"3 / � 38'8" 10, 9'4" 9'4" 10, 19'4" 28'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0,229 J 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.625 J 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - Des Ld: 37.00 EXP: C ei Mean Height: 15.00 ft HORZ(TL): 0.140 I - - NCBCLL: 10.00 TCDL: psf Code / Misc Criteria Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.906 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.854 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.280 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.01A.1115.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. 08/11/2020 38'8" 9' 10' 1.1'� 38'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1518 / 703 / 900 / - / 222 / 8.0 G 1518 1703 / 900 / - /- / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brg Width Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1545 - 2622 E - F 1557 - 2395 C - D 1558 - 2395 F - G 1545 - 2621 D - E 1915 - 3079 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2256 -1202 J - 1 3036 -1647 K - J 3034 -1648 1 - G 2256 -1231 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 687 - 289 E - 1 485 - 765 K - D 483 - 763 1 - F 688 - 290 **WARNING*"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI an SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted othenaise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly ppid ceiling Locations shown for ermanent lateral restraint of webs shall have bracingp ins�alled per BCSI sections B3, B7 or B10 le. AppTy plates to each face, oftrussand position as shown above and on the Join Details, unless noted otherwise. F7efer to 60A-Z for standard plate positions. ivision of ITW BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the lformance with ANSI01 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, . drawing, indicates acceptance of ro essiona engineering responsibility solely for the design shown. The sui ability �f this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE ANMCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6973 / T3 / SPEC Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RDP DrwNo: 224.20.1548.17484 Truss Label: A8G JB / WHK 08/11/2020 fi T 7' 12'4" 21' 5'4" 8,8" 26'1"12 5'1"12 E�55X5 =4X4=SS0712 =4X4 '=5X5 12 C D T2 E F T3 G 21' 5' 31'8" 38'8" 5'6"4 7' T u) (h 1V 12'8" L1' 8' 8'8" 4'4" 4'10"4 4'9"12 8' 1' 8' 16,8" 1 21' T 25'10"4 I 30'8" 38'8.. Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T3 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #2 N :B1 2x4 SP 2400f-2.OE: :B2 2x6 SP SS: Webs 2x4 SP #3 :W4 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads and reactions based on MWFRS. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Deft/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.087 N 999 360 VERT(TL): 0.249 N 999 240 HORZ(LL): 0.021 M - - HORZ(TL): 0.040, M - - Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed.201 Max TC CSI: 0.876 TPI Std: 2014 Max BC CSI: 0.745 Rep Factors Used: Yes Max Web CSI: 0.725 FT/RT:20(0)/10(0) Plate Type(s): WAVE, 18SS VIEW Ver: 17.02.02A.1 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 7.00 TC: From 28 plf at 7.00 to 28 plf at 21.00 TC: From 56 plf at 21.00 to 56 pit at 39.67 BC: From 20 plf at 0.00 to 20 plf at 7.03 BC: From 10 pif at 7.03 to 10 plf at 19.06 BC: From 20 plf at 19.06 to 20 plf at 38.67 TC: 292 lb Conc. Load at 7.03 TC: 93 lb Conc. Load at 7.06 TC: 171 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06 TC: 174 lb Conc. Load at 19.06 BC: 492 lb Conc. Load at 7.03 BC: 127 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,19.06 � �•*raaoes.•p. 6 w • °s , r e a Ba 0 •`•• `•pDP9*et�gA�*aqg ill A`S' COA 08/11 /2020 213.21 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1671 /816 /- /- /- /8.0 L 2708 / 1288 / - / - / - /8.0 K 503 / 223 / - / - / - /8.0 H 385 /183 /- /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 L Min Brg Width Req = 3.8 K Min Brg Width Req = 1.5 H Min Brg Width Req = 1.5 Bearings B, L, K, & H are a rigid surface. Bearings B, L, K, & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1485 - 3018 D - E 419 -1034 C - D -.1289 - 2801 E - F 641 - 332 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens'Comp. Chords Tens. Comp B - N 2627 -1266 L - K 461 - 968 N - M 2458 -1275 K - J 302 - 587 M - L 461 - 969 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - N 654 - 82 E - L 1311 - 2528 N - D 446 -16 E - K 444 -160 D - M 1102 -1840 K - F 373 - 668 M - E 2568 -1134 F - J 807 - 360 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building - Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attache. rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or B10, as appllcab-le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN M COMPANY truss in conformance with ANSI 1, or for handling, shlppinp, installation and bracing of,trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr. listing this drawing, indicates acceptance of pro) essiona, engineering responsibility solely for the design shown. The suitability Suite 150 and use of this drawing for --any structure is tPhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SSCA: www.sbcindustry.com; ICC: www.tccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6974 / T22 / HIPS Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RDP DrwNo: 224.20.1548.12586 Truss Label: A9G KM / DF 08/11/2020 7' 17' 26'4" 31'8" 38'8" 7' 10' 9'4" 5'4" 7' =6X12 6X8 =8X10 T3 =6X6 12 C T2 D E F T 6� ro b (a) W co (a) h B G `T HK 4-3A o —1� 4X6(A2) 61 1112X4 =5X5 1112X4 =6X8 1115X5J =5X5=3X6(A1) 26'4" 12'4" 1' 7'112 4'10"4 5' i 5'8" 3'8" 5'0"8 73"8 1' 7'112 12' 1 1T i 22'8" 26'4" i 31,4„8 388„ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) _ TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Loc R / U / Rw / Rh, / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.147 M 999 360 B 1749 / 804 / - / - ! - / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.407 M 999 240 J 4106 / 1847 / - / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - G 252 / 131 / - ! - / - / 8.0 Des Ld: 37.00 EXP: C HORZ(TL): 0.101 K Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 0.00 Code / Misc Criteria Creep Factor: 2.0 B Min Br Width Re 2.1 S q = TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.840 J Min Br Width Re 5.7 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.980 G Min Brg Width Req = 1.5 Bearings B, J, & G are rigid surface. Spacing: 24.0 " C&C.Dist a: 3.87 ft Re Factors Used: No Max Web CSI: 0.866 p Bearings B, J, & G require a seat plate. i Loc. from endwall: NA FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Value Set: 13B (Effective 6/1/2013) B - C 1490 -3257 C - D 1241 -2997 Top chord 2x4 SP #2 N :T2, T3 2x6 SP SS: Bat chord 2x4 SP #2 N :B1 2x4 SP #1: Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W6 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B - N 2856 -1286 L - K 2796 -1324 N - M 2881 -1290 K - J 786 -1809 Bracing M - L 2796 -1324 J - 1 786 -1809 (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun Maximum Web Forces Per Ply (Ibs) nails(0.113"x2.5",min.). Restraint material to be Webs Tens.Comp. Webs Tens. Comp. supplied and attached at both ends to a suitable support by erection contractor. C - N 617 -100 E - J 1942 - 3935 (a) or scab reinforcement may be used in lieu of CLR g1it311ttttti,1ttar !f°Fri D - K 1577 -3128 E - 1 2051 -860 restraint. substitute (1) scab for (1) CLR and (2) K - E 2670 -1054 I - F 365 -477 scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and o ■"t• ;" °rr�� 80% length of web member. Attach with 0.128x3" gun 6" ��a��""o k �f N nails @ oc.+ Loading s B #1 hip supports 7-0-0 jacks with no webs. " r m s Wind Wind loads and reactions based on MWFRS. e m f NAIL COAT f �tt{f343{4�{� 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI.-Unless-noted have structural sheathing and bottom chord shall have a per otherwise,top chord shall properly attached attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections properly B3, B7 or B10, as applicab-le. Apply plates to each face oftruss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildinlgComponents Group Inc.. shall not be responsible for any deviation from this drawing,any failure bracing this drawing to build the ANMCOWAW truss in conformance with ANSI PI 1, or for handling, shipping, installation and of.trussesA seal on or cover page, , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability Suite 150 Q"awing Sec.2. and use of this for any structure is the responsibility of the Building Designer per ANSIITPI 1 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.corn; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6975 / T13 / SCIS Cust: R8975 JRef: 1 WXQ89750108 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 3 FROM: RWM DrwNo: 224,20.1548.12463 Truss Label: B1 KM / DF 08111/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 5'1"4 98 I 18' 61"4 4'6"12 8'4" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Shim all supports to solid bearing. 12'8" 8' 8' =4X4 D 4'8" 12'8" 5'4" 64" 18, r` u] T 1'0'3 1 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W Pf: NA Ce: NA VERT(LL): 0.014 C 999 360 B 605 / 313 / 340 / - / 194 / 8.0 Lu: NA Cs: NA VERT(TL): 0.039 C 999 240 G 466 / 99 / 432 / - / - / 8.0 Snow Duration: NA HORZ(LL): 0.007 F - - 1 350 / 233 / 227 / - / - / 8.0 HORZ(TL): 0.013 H Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.641 G Min Brg Width Req = 1.5 TPI Std: 2014 Max BC CSI: 0.522 1 Min Brg Width Req = 1.5 Rep Factors Used: Yes Max Web CSI: 0.714 Bearings B, G, & I are a rigid surface. Bearings B, G, & I require a seat plate. FT/RT:20(0)/10(0) Plate Type(s): Members not listed have forces less than 375# WAVE VIEW Ver: 17.02.01A.1115.21 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 913 -812 D-E 452 -249 C - D 767 - 582 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - H 686 - 773 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 462 - 304 E - F 559 - 305 D - G 255 -427 COA �eeigsat� 08/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly �'Id ceiling Locations shown for permanent lateral restraint of webs shall have bracingp insalled per BCSI sections 63, B7 or 910. ile. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to. 60A-Z for standard plate positions. a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSIfTPI 1, or for handlin, shlppinq, installation and bracing of,trussesA seal on this drawing or cover page, this drawing, indicates acceptance of pro essionarr engineering responsibility solely for the design shown. The suiTability to of this dawing for any structure is tphe responsibility of the building Designer per ANSI/TPI 1 Sec.2. information see this Job's general notes. page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustiy.com; ICC: www.iccsaf A PINE AN11w COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6976 / T2 / GABL Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qly: 1 FROM: RWM DrwNo: 224.20.1548.12462 Truss Label: 132GE KM / DF 08/11/2020 918" 12�8" 19'4" 918' , '}" 3' i 6'8" �- 3-8" f2' (TYP) =4X4 F t2 n N R 1) 12'8" F. 6'8"'�.' 'l 12'8" 19'4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in too L/defl L/# ' Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.012 1 999 360 B 214 / 89 1114 / - / 210 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.038 1 999 240 B' 61 / 19 / 47 / - / - / 140 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.008 1 - - L 405 / 260 / 290 / - / - / 8.0 Des Ld: 37.00 EXP: C HORZ(TL): 0.012 I - - R' 155 / 69 _ / 108 / - / - / 24.0 Mean Height: 15.00 ft NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 M / 114 TCDL: 4.2 psf Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.396 Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.398 B Min Brg Width Req = 1.5 MWFRS Parallel Dist: 0 to h/2 B Min Brg Width Req = '- Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.085 L Min Brg Width Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) R Min Brg Width Req = - GCpi: 0.18 Plate Type(s): Bearings B, B, L, & J are a rigid surface. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 Bearings B, B, L, & J require a seat plate. Lumber Value Set: 13B (Effective 6/1/2013) Members not listed have forces less than 375# Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. q?Lti9191t8pAp(tl�� Additional Notes i rj¢rfr� See DWGS A16015ENG101014 & GBLLETIN1014 for a o �• " ���`,� gable wind bracing and other requirements. y�b..cad°0•a•��p• '�4� op s o.708 I i a rT COA i O 1 0 80.0�`®•1.0P •0V � y� ONAL ` ft#W atWAV1 08/11/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face oftrussand position as shown above and on the Join f Details, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the ANMCOWAW truss in conformance with ANSIfI PI 1, or for handling, shippinlq, installation and bracing of,trussesA seal on this drawing or cover pa e , , 2400 Lake Orange Dr. listing this drawing indicates acceptance of ro essiona engineering responsibillt� solely for the design shown. The sui ablllty Suite Lake and use of this 7Fawing for any structure is the responsibility of the Building Designer per ANSIlTPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6977 / T1 / GABL Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DnvNo: 224.20.1548.14052 Truss Label: C1GE JB / WHK 08/11/2020 22" 47" 6'2" 8'4" 2'2" 1 2' 1 2' 1'2" 1 27' 2'2" Loading Criteria (pso Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 fl NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. + MEMBER TO BE LATERALLY BRACED FOR HORIZONTAL WIND LOADS. BRACING SYSTEM TO BE DESIGNED AND FURNISHED BY OTHERS. =4X4 D 8,4" 2' 2' 4'2" 6'2" 27' 8'4" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/deft L/# Pf: NA Ce: NA VERT(LL): 0.003 1 999 36o Lu: NA Cs: NA VERT(TL): 0.008 1 999 240 Snow Duration: NA HORZ(LL): 0.001 H - - HORZ(TL): 0.003 H Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.223 TPI Sid: 2014 Max BC CSI: 0.095 Rep Factors Used: Yes Max Web CSI: 0.086 FT/RT:20(0)/l 0(0) Plate Type(s): VIEW Ver: 17.02.01A.1115.21 WAVE n r 9 r r v 0 T � �% s7 �1' V r•r��, i$� '� r��O•ersurra••r C��°`� 08/11/2020 ♦ Maximum Reactions (lbs), or*=PLF Loc R /U /Rw /Rh /RL /W B* 185 / 87 / 135 / - / 59 / 24.0 F* 185 / 87 / 135 / - / - / 24.0 Wind reactions based on MWFRS B Min Brg Width Req = - F Min Brg Width Req = - Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building lent Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proLg�erly d rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, cable. Apply plates to each face ofptruss and position as shown above and on the Join Details, unless noted otherwise. Refer to Is 160A-Z for standard plate positions. a division of ITW Buildina Components Group Inc. shall not be responsible for anv deviation from this drawing,any failure to build the I Pi 1, or for r acceptance any sructure information 1 seal on this drawing or cover pa e r for the design shown. The suitability ANSI/TPI 1 Sec.2. ALPINE ANRW COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32B37 Job Number: N333978 Ply: 1 SEQN: 6978 / T6 / VAL Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 ply: 1 FROM: RWM DrwNo: 224.20.1548.17203 Truss Label: MV1 JB / WHK 08/11/2020 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Additional Notes See DWG VAL160101014 for valley details. 4'3"9 4'3"9 4'3"9 .Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bklg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 1112X4 B Defl/CSI Criteria ♦Maximum Reactions (lbs), or*=PLF PP Deflection in loc Udefl L/# I Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL): 0.004 C HORZ(TL): 0.007 C Creep Factor: 2.0 MaxTC CSI: 0.242 Max BC CSI: 0.204 Max Web CSI: 0.108 VIEW Ver: 17.02.02A.1213.21 08/11/2020 D* 75 /16 /52 /- /12 /51.6 Wind reactions. based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown forpermanentlateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face o truss and position as shown above and on the JoinDetails, unless noted otherwise. F7efer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to -build the ANnw COMPANY truss in conformance with ANSI TPI 1, or for handlin shipping, installation and bracing of,trussesA seal on this drawing or cover page , . 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SOCA! www.sbcinduslry.com, ]CC., www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6979 / T7 / VAL Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,RI01 /1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 224.20.1548.17312 Truss Label: MV2 JB / WHK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWG VAL160101014 for valley details. 12 g 1112X4 B i 2'3"9 2'3"9 I 2'3'19 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Qefl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.000 C HORZ(TL): 0.001 C Creep Factor: 2.0 Max TC CSI: 0.047 Max BC CSI: 0.048 Max Web CSI: 0.030 VIEW Ver: 17.02.02A.1213.21 08/11/2020 ♦ Maximum Reactions (Ibs.), or *=PLF Loc R /U /Rw /Rh /RL /W D* 75 / 13 / 49 /- / 10 / 27.6 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown for ermanent lateral restraint of webs shall have bracingq InsTalled per BCSI sections 63, B7 or 610, e. AppTy plates to each face oftrussand. position as shown above and on the Joint Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. a division of -I PI 1; or for handling, shipping, insti acceptance of proressionar en any structure is the responsibility ral notes page and these web sites: ALPINE: from this drawing,any failure to build the k seal on this drawing or cover page, /Aor the de Sec shown. The suitability AL NE 4 COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6980 / T5 / VAL Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DnwNo: 224.20.1548.17532 Truss Label: V1 JB / WHK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWG VAL160101014 for valley details. 1'5"13 '1 2'11119 1'5"13 1 1'5"13 4X4(D1) 12 6 =4X4 B4X4(D 1) A C N D Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 2' 11 "9 2'11"9 2'11"9 ' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.002 999 360 VERT(TL): 0.005 999 240 H0RZ(LL):-0.001 - - HORZ(TL): 0.001 Creep Factor: 2.0 Max TC CSI: 0.033 Max BC CSI: 0.062 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 08/11 /2020 ♦ Maximum Reactions (Ibs), or •=PLF Loc R /U /Rw /Rh /RL /W D' 75 /18 /29 /- /5 /35.6 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly attached r! id ceiling Locations shown for _permanent lateral restraint of webs shall have bracln insalled per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face, otruss and position as shown above and on the Join Details, unless noted otherwise. kefer-to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin,$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the p""w�"�A" truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of-trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. listing this drawing indicates acceptance of ro�'essional engineering responsibility solely for the design shown. The suit9ability 9 and use of this "awing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbciridustry.com; ]CC: www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6981 / T8 / EJAC Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,Riot / 1672/ARIA/4EAB ELEV.0 Qty: 20 FROM: RWM DrwNo: 224.20.1548.14130 Truss Label: EJ7 JB / WHK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE T Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.713 Max BC CSI: 0.527 Max Web CS 1: 0.000 VIEW Ver: 17.02.02A.1213.21 �,p1 ®�°agpOY eacgaR 9�,tl��<s o. 7,08 I P s R p t • R 08/11/2020 ."WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a propperly Per BCSI-sections B3, B7 or B10, unless noted otherwise. Refer to • Alpine, a division of truss in conformanc listing this drawinc and use of this Z For more information see I Hi i, or for r acceptance any structure C ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 331 / 117 / 259 / - / 173 / 8.0 D 127 /20 /101 /- /- /1.5 C 171 /133 /91 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# any deviation from this drawing,any failure to build the tg of,trussesA seal on this drawing or cover pa e. . stbillty solely for the design shown. The suit9abdlty )esignerper ANSI/TPI 1 Sec.2. TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE ANOWC0M'A 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6982 / T4 / EJAC Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 224.20.1548.13772 Truss Label: EJ7A KM / OF 08/11/2020 T =2X4(A1) Loading Criteria (pso Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pfln PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.018 C HORZ(TL): 0.033 C Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.725 TPI Std: 2014 Max BC CSI: 0.533 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 ,%*I 111;�"" �y ,r. D' a A . l a'•®,yPtl Y�IpOPsPf pt �� COAj 1tlAMmmsp}iri;`b`{7'` 08/11/2020 B ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 270 / 41 / 188 / - / 100 / 8.0 C 128 /13 /104 /- /- /1.5 B 174 /81 /95 /- /- /1.5 Wind reactions based on MWFRS A Min Brg Width Req = 1.5 C Min Brg Width Req = - B Min Brg Width Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# "`WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly qid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 ile. Apply plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Refer to' 60A-Z for standard plate positions. firi i,orTorr acceptance any structure see C his drawing,an failure to build the on this drawiXg or cover pa e ie design shown. The sui>9ability, ALPINE ANRW COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6983 / T21 JACK Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 6 FROM: RDP DrwNo: 224.20.1548.14224 Truss Label: CJ5 KD / WHK 08/11/2020 C 12 6 Cl) T CV iM B M 3 A D 1 } 4'11"4 4' 11 "4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 D Des Ld: 37.00 EXP: Cght: 15.00 ft Mean Height: ei HORZ(TL): 0.010 D - - NCBCLL: 10.00 TCDL: 2 psf Code / Misc Criteria Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.psf Bldg Code: FBC 6th ed.201 Max TC CSI: 0.411 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.254 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.000 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.01A.1115.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 08/11/2020 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 256 / 95 / 207 / - / 128 / 8.0 D 89 /13 /68 /- /- /1.5 C 118 192 /61 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building -Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin insjalled per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Aline, a division of ITW Buildirh1Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANMCOWA- tr ss in conformance with ANSI PI 1, or for handlin shipping, installation and bracing of•trussesA seal,on this drawing or cover pa e • , 2400 Lake Orange Dr. listing this drawing, indicates acceptance of pro) essionar engineer'rn_q responsibility solely for the design shown. The s iiPabdrty g and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333978 Ply: 1 SEQN: 6984 / T20 / JACK Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 6 FROM: RDP Dnallo: 224.20.1548.17204 Truss Label: CJ3 JB / WHK 08/11/2020 C CS r' C'O CV 4"3 � A D Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.001 D HORZ(TL): 0.001 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed.201 Max TC CSI: 0.206 TPI Std: 2014 Max BC CSI: 0.115 Rep Factors Used: Yes Max Web CSI: 0:000 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 O 6 4 I 6 Ole Ift 104 08/11/2020 ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 185 / 75 / 160 / - / 84 / 8.0 D 50 /6 /41 /- /- /1.5 C 63 /50 /29 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 5 require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary CrBCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperly d rigid ceilin Locations shown for _permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10 (cable. Apply plates to each face, otruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to' Is 160A-Z for standard plate positions. a division of ITW. Building_ Components Group Inc. shall not be responsible for anv deviation from this drawina.anv failure to build the ALPINE ANRw"'M'wY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32, rawmg for any stl this job's general notes TPI: I or cover page , n. The suif9abllity Job Number: N333978 Ply: 1 SEQN: 6985 / T9 / JACK Cust: R8975 JRef: 1WXQ89750108 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 6 FROM: RDP DrwNo: 224.20.1548.13773 Truss Label: CA JB / WHK 08/11/2020 43 T Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. W 12 6 C X4(A1) 1, 11114 11 "4 M T M Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce:'NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL):-0.000 D HORZ(TL): 0.000 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed.2017 Max TC CSI: 0.196 TPI Std: 2014 Max BC CSI: 0.025 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.01A.1115.21 \ p g ,pf�jeW4' 0.7108 1 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 143 /79 1148 /- /41 /8.0 D 11 /12 /18 /- /- /1.5 C -15 /32 /27 /- /, /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Wj. �~� COA �t' L 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, byy TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary Cri�'er BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly ri id ceiling Locations shown for _permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or 910, e. Apply plates to each face, otruss and position as shown above and on the Joint Details, unless noted otherwise. kefer to Is 160A-Z for standard plate positions. a division of ITW-Buildinq_Components Group Inc. shall not be responsible for anv deviation from this drawinc.anv failure to build the ALPINE ANR IWAN 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 l rl 1, or tor n acceptance any structure ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: n r The suitability Job Number: N333978 Ply: 1 SEQN: 6986 / T19 / HIP_ Cust: R8975 JRef: 1 WXQ89750108 ,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 3 FROM: RWM DrwNo: 224.20.1548.14099 Truss Label: HJ7 TCE / WHK 08/11/2020 Loading Criteria (pst) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.26 Spacing: 24.0 " T 4"3 i �— VY Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Provide (3) 0.162"x3.5", min toe -nails at top chord. Provide (3) 0.162"x3.5", min toe -nails at bottom chord. 5'3"5 5'3"5 9'2"2 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 9110,11 4'6"11 Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.040 F 999 360 VERT(TL): 0.111 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 VIEW Ver: 17.02.01A.1115.21 e ®s°paaa oua�.e y �.708 9 08/11/2020 0 9'10'1 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 326 /154 /- /- /- /10.6 E 364 /84 !- /0 /0 /1.5 D 214 /177 /- /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 E Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an r7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached r!pid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. E�efer to ALPINE drawings 16OA-Z for standard plate positions. Alpine, a division of ITW BuildincLComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ANMCOWAW truss in conformance with ANSI 1, or for handli4 shipping, -installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro esslona engmeerm responsibility solely for the design shown. The suiFability and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com: TPI: www.t inst.org; SBCA: www.sbcindustry.com; ICC. www.iccsafe.org Orlando FL, 32837 Gable Stud Reinforcement Detail ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 120 moh Wind Sneed. 15' Mean Helnht. Pnrtinlly Fnrincori Fvnna,u n It-+ = Inn S 2x4 Brace Gable Vertical Spacing Species IGrade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w <2) 2x6 'L' Brace xii Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B + p #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' - S I F #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' o Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 1 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' S P #2 3' 10, 6' 7' 6' 10' 7' 9' e' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' 03 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11, B' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ r #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _P_ S P r #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' U LJI— Stud 4' 2' 7' V 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' o l ll Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10, 5' 10, 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10, 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' o #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10" 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 7' 8' 2' 8' 5' 9' B' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U I I F Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' O I l Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10, 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' L 11, 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11'-7' 12' 1 14' 0' 14' 0' 14' 0' 14' 0' �--I D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace options vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length is 14'. Vertical length shown In table above, Connect diagonal at midooint of vertical web. AN ITW CO \ \ 514\ Earth\ City\ Expressway 1 \ Suite\ 242 1 \ Earth\ City,\ MO\ 63045 2x6 DF-L #2 or better diagonal bracer single or double cut (as shown) at upper end, Aboutj� T 18' )K race L ilE ilE T 1 1� 1 14�1 NN Refer to chart jk —WARNDU" READ AND Fla10V ALL NDTES ON THIS DRAVIIud �a,' —DWMTANTww FURNISH THIS DRAWING TD ALL CONTRACTORS ]INCLUDING THE INSTALLf]tS�; Trusses require extreme care In fabdcating, handling, sWpping, Installing and bracing. Ref "t; ,llow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fa si :actices prior to performing these functions. Installers shall provide temporary bracing pe. B ,less noted otherwise, top chord shall have properly attached structural sheathIng and bo Intl have a properly attached rigid celling, Locations shown for permanent lateral restraint I iall have bracing Installed per BCSI sections Ii B7 or 810, as applicable. Apply plates to eaaA truss and position as shown above and on the Joint Details, unless noted otherwise. �fer to drawings 160A-Z for standard plate positions. ' Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatl J. drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handing, shlpl -tallation & bracing of trusses, A seal on this drawing or cover page listing this draw4p, 4dicates acceptance of professional r myt'gs �sture Is the responsibility of the Building M[ty stety for the design sham Designerr peryANSI/TPI I Sect. e of this '�w� For more Information see this Job's general notes page and these web sitesi ALPIND wwwnlpineltw.coni TPIr www.tpinst.argi SBCA, w—sbclndustry.orgi ICCj wwlccsafe.org Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hem -Fir #1 / #2 IStondacl #2 Stud #3 Stud 1 #3 IStandard Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard IStandard Group BI Hem-Fir- #1 & Btr #1 Dou Ins Flr-Larch Southern Pinewww #1 #1 #2 1 1 #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes) Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Goble end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, Attach 'L' braces with IOd (0.128'x3.0' min) nails. )K For (1) 'L' brace- space nails at 2' o,c, In 18' end zones and 4' o.c, between zones. )KFor (2) 'L' bracesi space nails at 3' o.c. In 18' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 80X of web member length. Gable Vertical Plate Sizes t1 t 410" T TiivPa Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than 11' 6' 4X4 - a ° r ww + Refer to common truss design for a� peak, splice, and heel plates. ° ; Refer to the Building Designer for conditions 0.x abl ve ti° new tin, not addressed by this detail, ' REF ASCE7-10-GA1116015 W DATE 10/01/14 DRWG A16015ENC101014 1 a e.01 ` MAX. TOT, LD. 60 PSF s$/11/2020 MAX. SPACING 24.0' 'T' Reinforcing Member Gable Truss Gable Detail Fnr I Pt -in VPrtirnlc: Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a to that covers the total area of lapped plates to span the web. „ 2X4 2X4 2X8 h'rovide connections for uplift specified on the engineered truss design, Attach each 'T' reinforcing member with End Driven Nalls- 10d Common (0.148'x 3,',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords. Toenalled Nol(si 10d Common (0.148'x3',min) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014, A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014, A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, A18030ENC101014, A20030ENC101014, A20030END101014, A2003OPED101014 S11515ENC100815, S12015ENC100815, S14015ENC100815, S16015ENC100815, S18015ENC100815, S20015ENC100815, S20015Efr5l A�bti' iTb' 15, S11530ENC100815, S12030ENC100815, 514030E03 CI00 i�54 S18030ENC100815, S20030ENC100815, S20030 Qgj LDISee appropriate Alpine gable detail for mnxlrig� r dgr4 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ 'T' Brace Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 "T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf, Mbr, Size 'T' Increase 2x4 30 2x6 20 r. /j jl O Ijj��� jj I� //=/.I II ��� I I\\ I I u u u v AN ITW COMPANY \\Suite\ Riverportl Drive \ \Suite\ 200 "DwmtTamFURNISH THIS DRAVIM TWtM AND wo°ALLL�cwTrs�AC� INCLUDING � THE INSTALLERsg ; Trusses require extreme care In fabricating, handling, shipping, Installing and brncing. Ref ® - n4 follow the latest edition of BCSI (Building Component Safety Information, by TPI and S I fo s ty, practices prior to performing these functions. Installers shall provide temporary brncing pe. BCSI. ¢ Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho shah have a properly attached rlgid calling. Locations shown for permanent lateral restraint f s$ shall have bracing instatled per BCSI sections B3, B7 or 910, as applicable. Apply plates to ed% of truss and position as shown above and on the Joint Details, unless noted otherrlse. .„ Refer to drawings 160A-2 for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatlo r this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin Installation R bracing of trusses. A seal m this drawing ar cover page listing this drawing, Indicates acceptance of professlomal engineeringfforreeponsU� o s� �wn� sernper AN �I of ew drawing U. V® W r • pT �y a i3'il 4.+e e ' i � 4F • • ( '0% b4e b®e•eeaa �'egsa _¢1ty �1tw ` aV,pU t �g / t �g tpQ„ r�8/I 1/2020 ►tFstwv�+"•`•"''' MAX, T❑T, LD, 60 PSF REF LET -IN VERT DATE 10/01/14 DRWG GBLLETIN1014 DUR, FAC, ANY MAX, SPACING 24,0' \\Maryland\Heights,\MO\63043 For more Information see this Job's general notes page and these web sitesi ALPINE www.alpineit%coml TPIi www.tpinst.orgl SBCAi www.sbcindustry.org) ICG wwwJccsmfe.org Valley Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP 42N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, *� Attach each valley to every supporting truss with: (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-10 160 mph, 30' Mean Height, Enclosed Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-10 140 mph, 30' Mean Height, Enclosed Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are ITW BCG Wave Plates. 3X4 12 12 Max, I 2X4 X4 �---- 8-0-0 Max W 4X4 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0.128' x 3,0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss installation, Or Purlins at 24' o,c. or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. *WX Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley J. Valley I Spacing Square Cut Bottom Chord oe-nailed Valley X4 0 Q _ nG\�. l91?till 20-0-0 (++) 111 Supporting trusses at 24' o.c, maximum spacing. 2X4 Stubbed Valley End Detail � �.•- fey' -.,/j � �• am�..wea �'-Common Tr usses � o°� �� ��• � 'r at 24' o,c, mT r t 4X4 T— O:TtionaL Hip int Detail Partial Framing Plan "WARNBi17o READ AM FSLOV ALL NaTES ON TMS DRAVDa a U. � V0 I LL 30 30 40PSF REF VALLEY DETAIL w0QNPERTAHTo FURMSH THIS DRAWING TO ALL CONTRACTIRS INCLUDING TFE RaTALL 6 • • Trusses require extreme core In fabricating, handling, shipping, Instotting and bracing. Re r n TC DL 20 15 7 PSF DATE 10/O1/2014 foliow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) f e ° practices prior to performing these functions. Installers shall provide tenpornry bradng BCSL M Unless noted otherwise, tap chord shall have properly attached structural sheathing and b on xid �^�° a BC DL 10 10 10 PSF DRWG VAL160101014 shall have a properly attached rigid ceiling, Locations shown for permanent lateral restrain of b "��! shall have 1r,1ng Installed per BCSI sections 13, 17 or 111, as applicable. Apply plates to et h e+a i `�• 4" BC LL 0 0 0 PSF of truss and post{Ion as shown above and on the Joint Details, unless noted otherwise. .y d IA&P*I--N Refer to drawings 160A-Z for standard plate positions.°• iM C Alpine, a division of ITV Bultding Components Group Inc shalt not be responsible for any deWatl 6®e, t ° •� TOT, LD, 60 55 57PSF this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippl S awot�env® AN RW COMPANY Installation 6 is drawing tw coover page Usti ng this drawing, Indicates acceptance of professlonnI A sent on this bracing \\514\Earth\ City\ Expressway engineering responsibility sotely for the design shown. The sultnbalty and use of this xlrnwFg 8 t `n1 �gQ�c@ /I 1/2020 1\suite%242 for any structure Is the responsibility of the Heading Designer per ANSWPI I sect DUR.FAC. 1.25/1,33 1.15 1.15 \\Earth\City,\MO\63045 For more Information see this ,Job's general notes page and these web sites, SPACING 24,0' ALPINE, www.alpineitw.comi TPI, www,tpinst,orgi SBCA, www,sbcindustry.orgl ICC, wwwJccsafe.org Gable Stud Reinf orcement Detail ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1,00 Or, 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 nr, 140 mnh Wind Cmaad. 15' Mann Wain[,+ P—+1,11- P* -,`,seal ['....­..,,,, n V-. - inn S 2x4 Hrace Gable Vertical Spacing Species Grade No Braces (1) ix4 'L' Brace w (1) 2x4 'L' Brace K (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace 031 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 6' 6' 0' 6' 3' 7' 1' 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13' 3' 13' 9' 0) U S P F #3 3' 4' 5' 1' 5' 5' 6' 9' 7' 3' 8' 4' 8' 8' 10' 7' 11' 4' 13' 1' 13' 7' HF Stud 3' 4' 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' 8' 8' 10' 6' 11' 3' 13, 1' 13' 7' p Standard 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' 5' 9' 1' 9' 8' 12' 4' 13' 2' #1 3' 8' 6' 1' 6' 4' 7' 2' 7' 5' 8' 6' 8' 10' 11' 3' Ill 8' 13' 4' 13, 11' —� S P #2 3' 6' 5' 9' 6' 2' 7' 1' 7' 4' B' 5' 8' 9' 11' 1' 11' 7' 13' 3' 13, 9' 14- #3 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10, 2' 12, 11' 13' 8' � F Stud 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 1 8' 2' 8' 9' 9' 6' 10, 2' 12' 11' 13' 8' d Standard 3' 1' 4' 0.' 4' 3' 5' 4' 5' 9' 7' 3' 7' 9' 8' 5' 9' 0' 11' 5' 12' 3' U #1 / #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12' 9' 13' 3' 14' 0' 14' 0' N _ S P F #3 3' 10' 6' 2' 7' 2' e' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' 1' 14' 0' 14' 0' U i I F Stud 3' 10' 6' 2' 6' 7' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' V 14' 0' 14' 0' (D O Fl Standard 3' 10' 5' 4' 5' 8' 7' V 7' 7' 9' 7' 9' 11' 11' 1' 11' 11' 14' 0' 14' 0' \ #1 4' 3' 7' 0' 7' 3' 8' 3' 8' 6' 9' 9' 10' 2' 12' 11' 13' 5' 14' 0' 14' 0' / S P #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12' 9' 13' 3' 14' 0' 14' 0' #3 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0' 14, 0' Q1 D F L Stud 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0' 14' 0' Standard 3' 9' 4' 11' 5' 3' 6' 7' 7' 0' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 / #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 9' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P P #3 4' 3' 7' 2' 7' 7' 8' 10' 9' 2' 10, 6' 10, 11' 13, 10' 14' 0' 14' 0' 14' 0' LD U LJ F Stud 4' 3' 7' 1' 7' 7' 8' 10' 9' 2' 10' 6' 10, 11' 13' 10' 14' 0' 14' 0' 14' 0' O I� Standard 4' 3' G' 2' 6' 6' 8' 2' 8' 9' 10' 6' 10, 11' 12' 10' 13' 9' 14' 0' 14' 0' X #1 4' 8' 7' 8' 7' 11' 9' 0' 9' 5' 10, 9' 11' 2' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' # 3 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' 11' 0' 13' 5' 14' 0' 14' V 14' 0' .--i D F L Stud 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' Standard 4' 3' 5' 8' t 6' 1' 7' 7' 8' 1' 10' 3' 10' 11' 11' 11' 12' 9' 14' 0' Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hem -Fir #1 / #2 Standnrd #2 Stud #3 Stud #3 Standnrd 11 Dou ins Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group BI Hem -Fir #1 & Btr #1 Dou ins Fir -Larch Southern Plnewww #1 #1 #2 #2 Ell lx4 Braces shall be SRB (Stress -Rated Board). wwFor ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values maybe used with these wades, Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 100 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. About )K Attach 'L' braces with 10d (0.128'x3,0' min) nails. able Truss )K For (1) 'L' braces space nails at 2' o.c. In 18' end zones and 4' o,c. between zones. Diagonal brace option, )K)KFor (2) 'L' braces, space naps at 3' o.c. vertical length may be In 18' end zones and 6' o.c. between zones. doubled when diagonal 18' 'L' bracing must be a minimum of 807 of web brace Is used. Connect 1. member length. diagonal brace for 775# •L• at each end. Max web Brace Gable Vertical Plate Sizes total length Is 14'. �E�E Vertical Len th No S lice 2x6 DF-L #2 or I Less than 4' 0' 2X3 better diagonal +I Greater than 4' 0', but Vertical length shown brace) single 8 ' $ 41TIK silty less than 10' 0' 4X4 In table above. or double cut )K !, 45' (ns shown) at L 1 �, s®; wr> +Refer to common truss design for upper end, peak, splice, and heel plates. K Connect diagonal at t °.a ° a Refer to the Building Designer for conditions midpoint of vertical web, Refer to chart boveA'for 4X 4bl ve ti° le'~ th, not addressed by this detail, oDWMTANT" WFu nuS DRAWWING M ALL AND FOLIJIV �Ir�AON TURSS THIS T`1II'1°K uuTAU_ERSj ; ' REF ASCE7-10-GAB18015 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref�-:� n a follow the latest edition of BCSI (Bultding Component Safety Information, by TPI and SBCA) pel3CSL od,'gv w DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing wUnless noted otherwise, top chord shall have properly attached structural sheathing and m cho4o�yshall have a properly attached rigid telling. Locations shown for permanent lateral restranf sw CiT lJ DRWG A18015ENC101014 o shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to ea � ® of truss and position as shown above and on the Joint Details, unless naked otherwise. ✓ • �o ® '(�' P' Refer to drawings 160A-Z for standard plate positions, Alpine, a division of ITV BuRding Components Group Inc shall not be responsible for any devintla r this drawing, any failure to build the truss In conformance with ANSI/TPI L or for handling, shtppin \? MAX, TOT. LD, �70 PSF AN ITW COMPANY Installation R bracing of trusses. - �{�/ \ 1574\ Earth) Cit 1 Expressway A seal on this drawing or cover page Listing this drawng, Indicates acceptance of profess anal �� Y P Y engineering responsibility solely for the design sham The sultnbllty and use of this drnwtrg responsibility of the BuMEtrg Designer per ANSI/TPI I Sect. gd c /11/2020 1\Suitel242 for anystructure is the re \1 Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, MAX, SPACING 24,0' ALPINE, www.atpineltw.com) TPI, www.tpinst.orgi SBCA, www.sbcindustry.orgi ICG wwwlccsafe.org •T Reinfoi Memk Ga Tr Gabe Detail For Let -in Verticals Gable Truss Plate Sizes pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a .te that covers the total area of lapped plates to span the web, „ 2X4 2X4 2X8 rrovide connections for uplift specified on the -engineered truss design. Attach each 'T' reinforcing member with End Driven Nallst 10d Common (0.148'x 3,',min) Nails at 4' o,c, plus (4) nalls In the top and bottom chords. Toenalled Nails, 10d Common (0.148'x3',m1n) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC1001180 S18015ENC100118o S20015ENC100118, S20015END10011 WI # S11530ENC100118, S12030ENC100118, S14030ENC • 3011001 8,°// S18030ENC100118, S20030ENC100118, S20030E 01 Q�QP b10 Seeappropriate Al ine able detail for maxi f 0� a®' P 9 1 e 4rQ2B r�89tr 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ °T° Brace Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 Ft, Kzt = 1.00 Gable Vertical = 24'o.c, SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 "VARNRICdo READ AND FOLLOW ALL NOTES w THIS DRAVMG ,� ® U. f V0 - REF LET -IN VERT aDVOtTANr.. FURKSH THIS BRAVM TO ALL CONTRACTORS DNCLUDDNG THE UMAL.ERSG s Trusses require extreme care in fabricating,, handling, shipping, Installing and bracing. Ref ` n ° DATE O1/02/2018 follow the latest edition of BCSI (Buitan Component SafetyInformation, by TPI and SBCA) fo s t r ,� practices prior to performing these functions, Installers shall provide temporary bracing pe BCSL • Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m choilii e shalt have a property attached rigid ceiling. Locations shown for permanent lateral restralnt f sw S 4 e DRWG GBLLETIN0118 ca shall have bracing Installed per HCSI sections 113, B7 or 1111, as appllcable. Apply plates to eau i of truss and position as shown above and on the Joint DetaOs, unless noted otherwise. .' a �i,1 • '"i( �I Refer to drawings f IT for standard pints Grou positions. 6B® p e � / vim+ Alpine, n division of ITV HWlding Components Gro Inc shall not be responsible for any devlatla rL♦qee , s°e this drawing, any failure to build the truss In con ormance with ANSI/TPI 1, or for handling, shlppin s°•++°°re AN RW COMPANY Installation 6 bracing of trusses. / MAX, TOT, LD, 60 PSF 11514\ EaRh\ City\ Expressway erglneering responsibility ss*tor coveryy �thhee design sho . TheUsting this suitabilitysuit�abiliitsy acceptance dussenof ws -In, l °�ylr° 9 � /11/2020 DUR, FAC, ANY \ \ Suite\ 242 for any structure Is the respons6Rlty of the Building Designer per ANSI/TPI I Sect. \\Earth\City,\MO\63045 For more Infarmatlon see this Job's general notes page and these web sites. MAX, SPACING 24,0° ALPINEi www.alpineltw.comi TPIi www,tpinst.orgi SECA, www.sbcindustry.orgi ICG wwwlccsafe.org VALLEY FRAMING & BRACING DETAIL R Bc Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE cm +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gered between rows. TYp) Innection Requirement Notes 2x6 rafters to ridge 4 16d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails ii—, ­4,n rr ­.. .-.-1 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'I' long nailed w/ 2 -10d (0.148"4") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length. Cripp es over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. Apply all calling n accordance le current otherwise rwise me`�� ! ,e Nails are common wire nails unless noted otherwise. Fit_) \ n y� °$��•o�'�GEiVS�••' (A) (B) �`*) ..vAR141SH .READ Ahab fiM AL ALL NRTEs ON THIS DwWlT em•�utratra fuaatH rhes raAvnlc m ALL minRAcruls acLlmo�c nc� narALLERs. : C LL 20 30 40 54 REF VALLEY FRAMING Trusses req,e-e e»-ene care ti fabricating, handling, `Npp"Q, InstattkV and bracing. Refer a' DATE 10/O1/14 • C DL 10 20 7 7 folio• the latect edition of BCSI (B -UV Cor,ponent Safety Inf—tion, by TPI and SHCA) for fety • practices prior to perfomkV these functions. Installers tenporary bracing SI. shall provide per : STATE 01= ideas noted otherwise, top chord Fall have properly attached structural sheathing and bottal¢c 06 shall have a properly attached mold cenng. Locations shown for penanent taterat restrant of a�i o e have bmckV installed BC DL 0 0 0 0 DRWG VACNV1801015 Q Q ALP �]� shall per BCSI sectims H3, 87 r BIO, os applicable. Apply plates to each k$ee of truss and position as shown above and on the Jdnt Details, unless noted otherwise. 'oo Refer to dradnps 160A-Z for standard y�i o f [��.� a S �/ O °Yos OR,O.°•' BC LL 0 0 0 0 Ml iT�NODpAPMfY plate positions. Alpine, a division of ITV Maing Components Group Inc shall not be responsible fr any deviation f this drawing, any failure to build the truss In confornance with ANSVTPI 1, r for hardung, shipping, Installation i bracing of trusses. �� °••s....a•• G� R 1 /t a TOT. LD.30 50 47 61 A seal on this drawkq r cover page Usify this drawly, Indicates acceptance of professional sally 1r the deem shown The suFWhstty odd use of this drawly for "```'e t` llo ts' It. aA&V Desgrre' "htSl/iPI Seen' \\♦ate yj N A \. \\ -•�r1! 1t1N 'N0 DUR. FAC. 1.25/1.15 t33B9 Laketronl Drive U36 City, lm 630A5 ^`pon of I p"' Fr nora Information see this Job's general notes pope and these web sltesl arnE, .rwalpl eltwcon rib-ww.tpYntorpi SBG4 www. ndustryargi rm ....ccsnfeorg i (i 7 0( SPACING SEE ABOVE