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HomeMy WebLinkAboutTrussI 00 N Z0'—a" 21'-e „ 4'-4 14'-0" THIS IS A TRUSS FLAMM ILA ITS WNIETPEO TO Am a TE 88TALLATION ff TRUSSES DIGfI EE TRUSS uMVDNGS Arm ARearEcnFALs c-P-A- TIOS NNC1X 31T. V cm ES 1N PLAN IE a omc TRUSS EST, DISEAA00 PARA AYUIMR r.N LA D STALACidN BE T U6 LOS ➢IIIU.IOS Y ARYIIIECMAS DE DIGDUERIA DE RODUERM SAPERAN ESTE MODACKM 1 rn�iT�Lr tattmt meQrtoa m rm rm a; Rum Ttasls vTr-aD tatswr rs TNa ast¢ eeat vAus war E ATAaMT¢r tcmo m urrar M rD�sra -ILL 0.6S 9MlL ! CASTOM lllrill[R m1T. IN<L MO m SaLLVD OMRQS Val IUf E AQYf1FL VDtOR 17� VAeTTn- AP0w1VM. M 0[� � M Twat m 1aIRC5. Ala war ! IIfTAS MM N 9�iR1Ee irar�6 G61i MR IlH➢S A! AIR10L f4 M III' RllOrrRllOrr AT Gi8Y1aFY mIRAL7� 6 Me8IG1. /C wif! M 119� IL !T N �t 10 AV® R1M� f arm IOTA mn E V IRTaT1S l�S m TiVAi S om- POIDw .RAMS a1mmAA OA r AMk2 E u earAlAQ4 T ANIEL E AwTGR alALamt CAFW lAt mltrE w ATm UST 1w6� mr LL mmrremrta E [iM Q AOPT - Cm= MIID✓1�S A AwiOAOar ax 10! EimNt IAEZI® wTVMAIEna ! >aVlm 01 fAw = mlmAMM 6 tAT PASMS E RaWMXM MEN 50N UO3K K AEXDAtM M IVBII LL m W G@fA2 a " nw = 1wrAS a TRUSSM T ]m- ESTA! Ot lllriM T O- $RVr® AA16 i aC l� TAIE7$ ! r61AT E atmmrA aA00>IIPA1Mi eta elA-efl- vAmA CVITAA aAs ®AAa1mR REFER To EN PACK FOR CONNECTION. r-r TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING PLUM SHINGLE ROOF -& 0 Reviewed for Coodo, COf11PNeffm UF*JW W E vnew" Scionm FILE Co Total Truss Quantity = 75 Labeled End Mark General Notes 1) N pads dwd haLees. Pot mmw ad Dat Wdm hors 11w tap dwd P.5* P-*M pm- m he irataled peen tdde up. 2) Al bm9m tom Sittpam H SS unk. afbaMiAe rated 8) A tm WmL-4 b 2 r O.C. Wen oft noted. 4) Per True Rd. kab3de BC9-IM reaamwtddim pmwwt X-hroerq eI I he O and at a rrwd-taan tpai g 15 O.G — the Wm to be rq*dW at a nwdrd,n d 20' hdexn amh X-trace tivwglwA Uw sbaahm PIe�N m m;"th, mr any addirwd kx.q ROOF LOADING SCHEDULE TCLL ee 20 PSF TCDL = 7 PSF BCLL = e PSF BCDL ee 10 PSF TOTAL = 37 PSF DURATION = 1.25 % WIND SPD/TYPE 160 ENCLOSED BLDG EXPOSURE = C USAGE= RESIDENTIAL CAT H NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FHC 2017 TPI 2014 T"cmemberd.m &--W-plates deli ed for ASCE 7-30 and mawmum for�es �in both components, and aladd-p d main wind force resisting syneins. • There tmsses have 1>e r �—ed to tarty an additional 109 psf noncon t bosom chord hve load FLOOR LOADING I TCLL eeTCDLBCDL eeTOTAL = ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLTFfS ARE SHOWN ON ENGHflaM NG 01 WALL KEY 08--8- ® 0 DESCRIPTION INTr. DATE tNa � tiYN ww w a,r a,w leD vary 0 CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE 4 N. W. WINTER HAVEN FL13RIDA 33880 PFCNE-(800) 959-8806 FAX- (863) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECT CREERSIDE MODEL 1828/CA11/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/182ED.F/ 02 ALT DESa= I= MW 1/I012 0 UIW OTC 3411 TRINITY CIRCLE LOT 84 BLOCK DESIGNER PAGE RFS i 1 DATE 3 17 /�y31 �NN334504L 1A4 "=1' _ 0 u 21'-4' 4'-4' 14'-0' lie 39'-6' PACK FORSHINGLE RO]OF CONNECTION. 6 a: HEEL-4-3/ 2X --" PLUMB C TYPICAL 7' SETBACK I, f CORNERSET LABELING AND SPACING [REVP E % WeAke—f An cLe�nxo ��rll 10 Labeled End Mark NOTE. DO NOi CUT OR AL76t TRUSSES WITHOUT CONSENT OF THIS OFFICE, BACK CHARGES WILL NOT BE AOCEPfID WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE Total Truss Quantity = 72 DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA. INC. 577-293-9487 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES: ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT, rr•�� RE1 rT9 '_ General Notes 6ot bwaw od ppItd, 2) A b. hmprr4rhAw In 5" , Nma tdm dh�An 3) Al tr.m gaiq Is 2v O.C..4.m co, 4) Pr Tn PWh W%h BC9-01 iw.—AAm pw.-.d X-b.,4 dodd b, plaod I a m.x%m epodn IV O.C. amen 0x s m, t. bo mpdd d a —Irmo of 20' W " owh X�.00a thsoujnd tln.tk.d6 tofar ..It % Tor o.V odZ. hodrq ddoU ROOF LOADING SCHEDULE TCDL 7 PSF BCDL 10 PSF DURATION 1.25 7 F LAND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT I WIND IMPORTANCE FACTOR=1 UPLIFTS BASED ON-- 9.2 PSF DESIGN CRITERIA FHC 2017 TPI 2014 Ttus —be,&u nd — ned rplates c dc6,ntd for ASCE 7-10 and macimum f.-, from bolh components and claddings and main mind fmcc resisting systa— •Tbesc"os9ash.. eb--j—dto curry an additional ION P fnorvconcunent bottom ebmd lirc rcd. FLOOR LOADING-SCHEDUL TCLL = PSF TCOL - PSF BCDL PSF TOTAL PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UP11M ARE SHOWN ON ENGINEERING N. /. WALL KEY DESCRIPTION INTT. 04TE tw Ma - avi. ssMm �s I. t t. of NKHOF CARPENTER CONTRACTORS AMERICA 3900 AVENUE a N. W. WINTER HAVEN FLORIDA 33890 PICNEt(800) 959-8006 FAX. 4863) 294-2488 J BUILDER D.R. HORTON SPATEWME PROJECTCREEIME MODEL 1826/CAII/4EBH CCA PROJ/MODEL/ALT 7A5/ 182EC,E/ 02 ALT DESC OTC 9�N tafYYI1bMW GOV. IANN -LOT 64 BLOCK DESIGNER PAGE RFS 1 DATE 3 17LAN N334501L SCALE!!30 1/4 "=1' Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE �DR HORTON_/STATEWIDE � �� =7A5/3,20 CREEKS IDE 182ED,F 02F Lot.. 1:1d-E- � # Block: Address: 3411 TRINITY CIRCLE ................................................................................................................................... JobNumber: N334504 .................................................................................................................................. Unit:_ ..� Revision Date: New Load #: m 1®' m 0 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 al%vim AwC XW l so,nift- T, ALPINE March 1.3,-20.19 AN rrWC6mPAWY Mr, Bob Michaelis of Americik Inc.. -3900 Avenue 0,. Nbrfhwast Winter Haven, FL 33880-6201 'Re: ' tall6tionsfor a single ply' carried truss with a width than haD Alternative Ins the hanger -width, and. wood, ood blocking fq achieve full de d 411o.uhted . hanger'aft :attachment n. a ohi�� ply sign, load value fotp­ ad supporting girder (Reference detail WMM2).. Dear Bob, For a single ply with truss carried i th a width less 1han the hanger. width -you'can.ih e sprefabricated jack. scab .truss (I.for Woo.4fil.ler block.i.hS.Tha chord: sizes, :chord ,grades, and .Alpine �,,cb'hn6ctbr.plate(s) to be the. same as tfte siftgje: ply carriled truss. The prefabricated jack scab truss(*}:will jength, of 4W and will have a. minimum pIt6h-:of,5/12., The single ply. carriecl'trussshall havogreaction of 3,500# or less. Mach prefabricated.jack,scab.truss. with.1wo (2) tfta of 0.1 28"x3.0`.'GUn Nails a't*2' O.C. per row, 'staggered T':(See Figure I 6lb*). Strong -Tie Catalog C-C 20191 page 216 Figqr0:3. for more information, Figure -I Fora single pl­�gitd that requires wood blocking to,;aJhiOveJUll design load value for face -mounted y er hangers -attach one wood. block M to the back face of the single ply girder with the same size: and grade. as the bottom, chord ,Ofthe single -ply girder. The: -_Wood: block length tabesuch that. -the' -wood blocking -extends to each adjacentpah6l points _:(Webt-.and bottom chord iqtersectjon.$);: Attach wood .... '' blo*Ck: (�)�,vV Iwa...(2) rows -of -of 6.128�xIV'Oun Nails at 6' O..0per row,. staggered 3.0" applied to the 675oForum 'Drive Suite 305,.Orlando; FL. 3282l-(8Ooi*62.i-9190- s.3-42278685 www.alpineitmcom 4 W, ALPINE pint. app r~m--_-O-'—'._----'-___ .... ............ ... _____ _ The applitatiori of hackmoabtruisofbrx�ind :or muomd -tqac jevefUll. design load �value forhangers ' Muat by the. ' d $nd�nd �Md� mU�aU *nxU�tb� t� of ---`,- -�'_� . .� -,� — -�_- _--_' ~'-'--_,'-_= Vxood- if. |c$n�e.Cf any -further if yop�hjveanyqplease7gime rn$arall ' 708m Ghief Engineer Orlando, FL G75OFbh�mOdv&. FL32821- �9700-(863)422-8886 ��.o�m��o�m 1r; ALPINE M"COMPMY April 26,:2019- Mr. Bob Michaelis Carpenter Contractors of Arn eric"a, Inc. Avenue Kpr't'O#Ast Wirit& Hbv6n, FL 38880,6201: Deaf. Bob,. .R6'- Stroinobgck bridging. on fb6f. trusses. I understand -there is soth6 concern over our tecdrbtiiendati6ns f6rstr6hoback bridging on io of`trusses, '8frpngb.jck bridging for roof trusses is not.a requirement of:ANSI-�TPI 2014 nor is it; a irementof.the .9 requirement q . Building Component -Safety, Information- (BCS But strongback- bridging brY roof :trusses is recommended;' by Carpenter Contractors t of. -Ambdca: -Str6nigbadk bridging ser'v'e­s­ the:. following two. .. functions:' - One, bridging aligns the bottom chords after they; pre- set ..so y the .—. are uniform along the ceiling line* And heios.'With'.ceiling :serviceability Twoj bridging reduces- e6lativd Wlecti6n of adjacent trusses:: Strongback bridg'ing"'.does: iiotiprbVent or reduce -overall indiVidual deflection, espe6ially any r66f:tru§9691 def1%#Tig_more than IWinch: .... .. .. .... .. ........ ... Si(ongback bridging in roof. trusses does no.t. serve As mpb'ray.. or- permanent bracing and is not intended tb..di,§tribUte or share. design loads, -beto-een trusses. Consequently, no design loads have: been accounted for -With this. detail and continuous s-troh g'back.bddgind should hotbd:aftached between cot . nrT!on . and trusses-, The use :of strortgback bridging � sha . 'I I I not. w . ith other* design considerations as specifiedthe Engihebrbf Record or the. Building: Designer. The Outerbhds oftm -stroqg'back bridging shall be attached to a wall 11 -or another secure end..rqstrain . t or as.sppcified:.b Engineer of R66ofd6r.th' Building-.136sijhdr. . y the ngihe Sfr6niobiack bridging shall. be a. minimum :of 2j.(6 horbihat lurniber. oriented i0th. 'the depth votticaL Attach wikh 1:60 :common. pails :(PJU�AF) nails at:. each intersecting member':.When -extending the ,stron back bridging overlap by At'arninimum of tw_o.(t.usses. The joca i p: of. f %.strongbac-k b,n`�- to bQ doing- ma�.Oq: specified bV`the. Tru'§*s IVIdbufacturer, Ehbihe6r, of Record,_or Building De§igrje'r.- -Please -rafairto bbS! "Strong . back . ing 'Provision .....pine.: STROk-IORT014 deiall for more.. information., T . he. graphic or.tp. A thoWh -(Figure-. 1) is fdrgeno-ribillustrdtfe* pUrpose only. ,67.50 176ruP Drive:guite 305, QdMdo, FL 3282T - (800) 521.47K­.(863)422-8685 VUIAW.aToin6it%#.00M.� IN 11; %J.., U L. t.: !'A -L i- `A't . I 1. -11 Figurej. If VC-ain be of any further assistance' or' . ify.od have any quest ions, please_ aa.secgive me a call. Williatil - H. Krick RE PhiefEng'knper Alpine an I . TW -:.Cqmp-any Engineering '136pitttrnefit -OtWbdo-, FL. $2821 6760 Forum Drive Suite,305, Grlan'&; FL 3282 1'-; (800).521 - -9.790'- (893)-.4224685 WWW;cqlpin'eiW -1 . * , , , ..cqm j 4 STR0.NGBAC;1<­B'R'1DG1'NG RECOMMENDATIONS A0 ATTACH SCAB WITH' I0d :BDVGUN (11,129'x3X) NAILS 'Itf� ROW.T, :4 Zx6. Af SCAB' 6. D.C. NOTE' IN LIEU_:OF SPLICING. AS-' SHOWN, LAF."ITRONGRACK-11RIAGING MEMBERS- FOR,:AT LEAST ONE -TRUSS;;SPACING STRONGRACK 'BRIDGING SPLICE 'DETAIL STRONGBA.QK .11RIDGING. ATTACHMENT ALTERNATIVES ANMaWPANY 13723 AbArpad M*a Solo 200 Meiyh" Heights. MO 63613. web All scoibr.on blocks shall, be: a.. minimum.—... '*tress graded ,umber:;' ®-All str-ongbcxck bridging and bracing zhdl ,be :a. minimum 8x'.() '.stress'luHbe;i,.1 ►The put' -'pose of s-tronb'boLc.k.:bricl6liig.:is., -to. 0 sharing develop I` ad sh fng 4etween Individual trusses,: resulting lri :Wi6raLl In&ed!EKp- ln,­the .:of � the: floor -system, .2k6 strongback bridging, In cletalts, is recommended .at 101 (max;> terms 'b'rlbl Ind' 'and :'br,dLdh­"* :are- sometimes m1stakerily: used:':Inteirchanqe;abl�..' `�Brqcflh6.` Is. an � • I'mpqrtqnt1 :structural requirement. bf 'dny. f1b6t;, or roof system, m. Refer A'oi.- ikg: Truss. 'blegigh -Prq;*Ing UTD) f6r "the; brdnb 'quW"6mients each Ind1­IcCI.truss zomponeni. 'Bridging;' particularly- Is rec::6mmehcIo:tJdh- for -tr. y to. help CL truss system cohtrot.vibrix-Not). In: addition, to :ctIdIhg.Jn +h6: distribution of point' Wads bet*466 adjacent truss., strongback bridging servesto reduce NG., qTS rd t3 X�ts) 14 MW z: P&AS) or residual bounce. . ...... vibration: resulting: from Mo Q point lqqcisj:5Uch as footsteps-, TKe performance of 'a1.1 . floor sys . tems -are enhariced* by the. Iritt. , atlatip-h of -s+r6nqbatk. bridging and therefore is. -str-oingly, recommended by Alpine, For additional Infdrho:t1dri bridging, refei.- . to.'Bcs! (1361I.CaAg Component Safety Safety, Information). 4 PSF* REF No. 708.6-1. P- T&DL RSIF - . ... DATE. . 19RWG AC M PSF- f L L 3 TAWE F. PSF Z9 FAC.. lb _ _Nn.T 'iF-' -' �L[;E _ ors; v. : ai :i` l t. Y' f 1 NA V ORE .T doos 114m. XQ' ! { LA 1•< 44Q€�. �''fiwWiq, N 11�1k�t§ tf i't N. hfT�tArEQ L0A PV Tfk 'iD�P `I = ,qC� Idogs.-TAM '1`'iQFI MA-*7EF[IAL.- RAN TAb t tT i SZE -AjPPRQPRTA.;CR-:;� -PlAt.:.1 `RA:.�.UF C .R� RLfi�T;S fief]. tyi%c#.itre:l.t_l'erit$11['. ;: N7f[.:EItl;##Q.,?CAfII� bliR k.AH�tF?: �+ �� ° L 3i7.. la157 :lam ;act 0.TD .M�+l�:• lr �3:3iiitt li4 ' ' Ns l i1•:. TA ,cc to TCF: ESE', 99PLIso -SY YK ; �il�i�41R.. A i T' I. -Mum. .. '... ... I.:sir .'' •-o- : � ��• �i.1 ��F. �'�A ••' ' ., V �� •"• .,e':""'�_`u.v:`r. _ •a n..+.t: rwwml^PnNl�s+�-sn.w.nrnil'm:41.-",Ta "_���'.IjT•n�'i�-- Ir•w,wL __ - _itA ' � Ht :.. �ry y+'�U a. ' • � .•ram coo. ram• r� � : ,��� ��E� • ..C7:EW� �ri�•a mZp e. e� . ,4 Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valld only for singgle 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 repalrs that do not comply with this detail, (B) = Damaged area, 12' Max length of damaged section U = Minimum nailing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member, Applyy one scab per face, Minimum side member length(s) = C2)(D + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c,, rows staggered, Nall Into 2x6 members using three (3) rows at 41 oz., rows staggered, Nail using 10d box or gun nails (0.128'x3', min) Into each side member. The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 01 and MSR grade 1650f. This repair detail may be used for broken connector plate at mlel-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 s �Typlcai .+. O + O -I- + 0 O + O + O + O + S2' tagger + = Back Face lOd Box (0.128'b x 3', min) Nallsi o = Front Face 2x6 Member - Double Row Stagoerei Member-, Repair Detall Load Duratlon = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force. Memberi Size L SPF-C HF DF-L SYP Web Only 2x4 12, 620# 635# 730# 800# Web Only 2x4 18' 975# 1055# 1295# 14150 Web or Chord 2x4 24ford 975# 1055# 1495# 1745# Web or. C 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 360 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web or Chord 2x6 43950 4500# 5225# 5725# Web or Chord 2x4 01. 3460# 3540# 4070# 44454 Web or Chord 2x6 5165# 5280# 6095# 6660# Nail Spacing Detail ►sYMUNGI.s PFAD AND i0.LOV ALL NntEs aN THIs IRAYINIII **W 0RTANTIP. rMSN THIS LR1NDiG TTl ALL WITRACTGRd INIXNDIWA ME INSTALLERS. Trusses requlre sdtrent cart In fabrleatlslt, ha,xlllro, shl Yu Install and troeln4 Refer to allow tM laird edtlan or Ics( muldMfg corparnt s*Mln ornotlon y TPI and seak) for sal ppMrnSTOZ prlor to perfarning those functions. tnstollers shall provw. tenponry bratln0 per Ie unlna noted otherwise, top chord shall have properly attached structural sheattWig and botton ALPONw, shall have a properly aitad*J Vr� edhy�yy Locations ern for pernanent lateral restraint or "it hove bracing hetall.d per ICSI soekfa+s 13. 17 or ]I0. os aPpucobl►. VY pb'� to each of truss and nosHbn os shown above and on •the Jolni DaMs. wtess noted biherwlsr, Rehr to drawings I6OA-Z roP standard plot. posltlan., Alpha, a dNlston of ITV susdln Conponrnir Ore Jnc. shaLL net be responalble For awrryry devlatb AN IiW IAmPANY this droaMy anY fosurs ie bull.i'tlwr truss M con�ornenu wkh ANSI/TPS 1, or for 1•nndhg, sWppl hstouatbn r•�rodnp o/ irucces. A a.al'd, this crowing or eovor pa IIatY.p tide drarhg. Ydeates occ.Pioncr of professbnel cnghr.rl,,�err,,+eq�,orr.wlhiNy solely few 1hw reagn shoo. The a�tabllty and uer o/ tNa dror4+0 13339 Lakeftonl DAYa for any _ __ _"- a Fs i}ie rnpaFubAFiy M iF+e Alk�,p Dwsgner par ANSSRfi 1 swb Swe" Eadh aky. Mo 03045 ►er nen Infernaibn srr thlr Jobs general noter gpappe aAd 'b,ese rites) ALPIND ww,alpinrlte,eenl iPL wrr,tplrrtorpl SDGJe Ywsbe4lductryargl 1CG rrrmasar.,erg Mint' L 11lstanee e L S Mhb+un D � L D(stanca • L 1 .9 01 MlNnun 1 L L Dlcionee L REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 24,0' MAX /�s Lu Purffn.s .&30ml 810d.F BOARD (2xi) 112 H619fit- 01 vioRy 41 Eiqui ir, Oetter $Edf=N cut"P'AfkALILEL Tb- VALLEY RAFTER (R)4B)'RAFTER .CELLAR 13EAM,*VERy 714FUX FAIROF RAFTERS MA 4 . -eyelbAL .Mare a 'T.rt64f.awir1q!applle3 tolvaiioyswim.thp:,tolfd.vAdo;co'ndItioLls. .SAa_' ';WstawA- MeGK-40?:Wvr I?lk* height 14 -MaXIMUM ffikI.An'tgbf height; 3,04vet. 4 -41 rnphj.Eraosed,Catl' RIO � A'.M .0 jp.hj9ud1ckd,-Exp C> klftl.o .. n M RWCOMFAW =L;,30M.1M"151 by -others) TRUSS- ' l ..------ T,RUSal UNDER VALLEY FRAMING ER-.0R RIDGE .Ld� RAF CED *C'910PL9 +r,rfp0leb*.4'-W'1dr,30 psf tTQand -26 pof (T.D) Ma'x. each m from Iho* vdilays br-61940am ihatcrlppite (Ocatlops are rv9 Ar, gr .appa:jpM .q#r,,q:oqx or p9mm9n,noup. eld&Wkafter, a I _VIP'p 9. 1-;�& fro . pe e,qumtier. Q.f. nails ate kjjjjukaej rafter lfs(eapers,are.not used,. dfelf! bb"Weia'n- -Apply all iial(riq, lri r4-_"- to r'.t i".n w g [It - 6gW.ret!n_qp(Kq!gs_ j. 4 16a*ta-i fflklid:. C. 4.Xedtoi - 3. AlGdUe, 4. 5,16d to 4 2 Od We- 4* 1:6 d td& 3 '160 tlYd n' 6. Fud9e:bobrd.fn-toDf bldck 9 16d toe rimy .7. .-Rldje-b0.zWd fa.tr.057 414d.W,7�, 8. 4ruilld to, (TY6 3160,06- 4'16dtacr -10. Truls-t6lolopti. 416idu4 4 16.410e M USED) 4 16d'tch.- NOTE-, 1600462:�444Y dOMMiM UAIL§ lida.1d.11A V06 �e.# qt CS19 y ", 91w, I di%lit ;9.d 46 54 REP NittkY 7 DATE.' 10/q.�j 10 ZO 7 TC DL Ac tL 0 .0 0 0 DRW.G MQ tTAt 6F Bc. •LL 0 .0 0 0 'T6T. 1A. # .30 50 47 61 gN A r � i..*• - 7:kt. i .9j-571 7m-i v pson,Strong-TieO Wood Construction Connectors Face -Mount Hangers - I -Joists, Glularn and SCL i F] Ll a] a These products are available With additional corrosion protection. For more information, see p. 15. Codes: See p. 12 for Code Reference Key Chart. (in.) B Stiff 11 I W Joist' (160) Floor (100):,(115) Snow` - Roof (125),(100) FloorJ;'Sno w 1 (115) Roof (125) IUS2.56/16 2% 16 2 Min. (14) 0.148 x 3 70 1,660 1,805 �;'555 1,55-5 Max. (16) 0.148 x 3 - 70 1,801E 1,80E 1 1, 805 555 1 -....,5 E o- 1.555 21/2 x 16 M11.12.56/16 29/is 157/iG 21h (24) 0.162 x 31/2 (2) 0.148 x 11/2 230 3,455 3,920 4,045, 2,970 3,370 3,480 U314 V 2-N 101/2 2 (16) 0.162 x 31/2" (6) 0.148 x 11/2" 70 1,945 2,205 2371J1,675 2. 1,895 2,045 HU316 HUC316 2 IT, 141A 2 % (20) 0.162 x 31/2 (8) 0.148 x 11/2 W2 9 7 5 3,360 3,610 12,56512,89513,110 IBC, FL, MlUi.,56/14 129 /1 71-�i/71-,1 17V, '? ' (26)�O.l 62 x 31/2 (?) 0,148 xl.,y2 ___��O � �.745 4,045 4'0�513i�81:� 23,48013,480 LA 21hx20 MIL12.56/20 I I lei 129/iG 1 197/16 1 21h 1 1 (28) 0.162 x 31/2 1 (2) 0.148 x 11/2 1 230 14,030 14,06014,060 13,465 13,495 13,495 21/ik 22 �30 z-21h' (m 0.162 x 31/2 (2) .14i i/z 4,0 MIL12�56/2 to 26 29/16 x 91/4 29N" wide joists use the same hangers as 21h" wide joists and have the same loads. to 26 MIU3.1219 I x 31h - (2) 0.148 xl 1/2 236 2,305 2,615 2,82011,08012,245 2,425 31h� 91N (16)0.162 3 X 91h 3 1A 811A6 Max. .(l 8) 0.162 X 31/2� (10)0.148,x3 ' 1,7ilE 2,680 3,020 3,2562,3051 Z66� 21800 113G, MIL13.12/11 31/s ill/. 21/2 - (20) 0.162 x 31/2 (2) 0.148 x 11/2 230 2,880 3,135 3,135 2,475 2,695 12,695 1 FL, 3xll7/a HU212-2 HUC212-2 I V 131AI 1011AG 21/2 Max. (22)0.162x3lh (10) 0.148 x 3 1,79E 3,275 �570 3,695 3,970 2,820 3,180 3,425 H7 LA rh 1 1 1,11/41 , 113/,' 2 1/2 - (24)0.162X31/2 795: 0 '03( 4..b 4 335 3;075 3. 470 5 77 77 �74 J� 0176 72' -07-j� (26) 0.162 x 31/2 (I�)0.148x '3 7'9" 5 '8�870 4,3� 65 4,695 q;� 3 13,755,, 4,040 31h.glbVm HUGQ210,-,2-SDS 1 3 '/C �i2) 1/4" xT/2' SDS1,(6)1/4" x 21WI5DS12,354315 4345 4,31- 3 OG 3,71 ,710 FL 1�4 '(46)-0.162 X 31/2 9,100 9,100 9,100T,7,825]1,7j825 17,825 IBC, HGUS3.25/12,_�_, 3 7/4 104� (56) 0.162 x 31h 0.162,,x31/r, 15,040 9,400 9,400 9,400 i 8,085 8,085]U85 FL LGL.13.25-Sl)�' $1�,l 8 to 41h (16) 1/4" x 21/2 SDS, (112) i/ �`x 21h" SDS ;5,555 6,720 T3l 0 1310 4,840] 5,2651-5,265 HHUS46 35/.1 5 1A 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 1,320 2,785 3,155 3,405 2,3951 2,715 12,930 31/2 x 51/4 HGUS46 I I 131/a 47A6 4 1 1 (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 14,360 4,885 5,230, 3,750 14,20014,500 :HUS48 3% 6*6 2'J (6) 0.162 x,31h 620%,'. i 320,71,595 1�815 196 T 1,55� 31h x 71/4 HHUS48 711A­_"' 3 (22) 0.162 x 3% (8),0J 62:012,' 4,210 4,770, 5,140 113-;6,15,� 4,0915], 4,415, �HGUS48 35%a 714e 4 (36) 0.1,62 x,311/2 j` 3,23517,460 7,460 7,,460;l",6..,t,15,.6,415"6,415� IUS3.56/9.5 3% 9 1/2 2 (10) 0.148 x 3 - 70 1,185 1,345 1,455 11,020 1,160 1,250 MIL13.56/9 39A6 813A6 21/2 (16) 0.162 x 31/2 1 (2) 0.148 x 11/2 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 . . . V/ 39AG 83/6 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 970 12,015 2,285 2,465 1,735 1,965 2,120 HUS41 0 39A6 815A6 2 - (8) 0.162 x 31/2 (8) 0.162 x 31h 2,99012,125 2,420 2,615 1,820 2,070 2,240 1h HHUS410 35/s 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,565 5,635 6,380 6,445 4,845 5,486 .5,54 55 31/2 x 9 HU410/HUC410✓ 31A6 8% 21/21 - (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 7,460 7,460 6,415 6,415 61415 HUC0410-SDS 31A6 9 3 - (12) 114" x 21/2" SDS (6) 1/4" x 21/2" SDS 2,265 4,500 4:5001 1,500 3,240 3,240 3,240 HGUS410 3% 9 'A 6 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC' LGU3.63-SDS 35/8 8 to 30 41/2 - (16) 1/4" x 21/2" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720 � 14,840 4,840 4,840 FL, LA MGU3.63-SDS 3% 91/4 to 30 41/2 - (24) 1/4" x 21/2" SDS (16)1/4" x 21/2" SDS 7,260 9,450 9,450 9,450 16,805 6,805 6,805 u4u'� J'A6 6) b.1 62 x 3 �h (6) 0.148 x 3' HHUS410 35/. 9'-" 3 7-, (30) 0.162 x 31/2 00.162,x,3,1/2 HUS412 3%, 101h, :'2 (10) 0.162 x 31h , (10) 0.162 x 31/2 Min.. (16) 0.162 X 31h (6)Z.148x3 31/2 x 1 VA HU4121 HUG412 3946 lo-'A6,"',21/2 (22) 0.162,x 31h (10),,.0.148x13,1 Huc0412-SD5 ".X21/' SSDSWS f�14� 'A 1 21 (6) HGUS4,12 3 (56) 0.162X 3%, (26) 0.1 62'&h LGL13.63-SDS-, 3 -%, 8,to.30-., 416 ... . ..... . (16)1/4"X21/2z":SDS (l2)'1/T'-%21/2" SD,1 46 See footnotes on p. 150. Simpson Strong-TieO Wood Construction Connectors J � Adjustable Truss Hangers ��`a�EREp W �j E 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/a° (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 1 a/4' fOr THAC422 for 422-2 426-2 Vj THAC422 13/4' typical 21/h' for THA422-2 and THA426-2 THA418 SIMPSON s ' Double42— 2face nails Use full table value (total) Single W �. 4 top nails Face nails Top nails See �.. (total per per table nailer table p 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 heade ® Double -Shear Double- Nailing Dome Double -Shear Shear Side View; Nailing Side View Nailing i Do not (Available on Top View bend tab some models) � 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 ryNicai r nnca Top Flange Installation ter to tnote 5 p.187 86 THA/THAC Adjustable Truss Hangers (cont,) 1 These products are available with additional corrosion protection. For more information, see p.15. 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a downbad 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 Ooist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 18 Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers �G`��ERBp W _ C 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 series, ragging from the fight -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through tv,ro 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 1• for &s 11V for Vs m a t. O H m d LUS28 HHUS210-2 vil - c MUS28 ,d sa. Ct y AZ_ 2^ H US210 (HUS26, HUS28, and HHUS similar) 4_951 HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong-TieO Wood Construction Connectors Face -Mount Joist Hangers (cont.) SS= ' SS SS- isThese 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 1 with Strong-Drivee SD Connector screws. See pp. 335-337 for more information. Single 2x Sizes a LUS26 1,165 865 1 990 1,070 1,355 1,165 935 1 1,070 1,150 1,475 865 635 725 785 1.000 IBC, FL, MU52F' �; ,295'; 1 180 1;5fi0° 1 5i tr,` ;? 53� a =1;403 I,564 j r0 `f"n -t3s '. 955 1,{I9(1 1;l8(f 50,=, LA HUS26 1,320 2,735 31095 3,235 3,235 1,320 2,960 3:2801 3,280 3,280 1,150 2,350 2,660 2,780 2,780 H6US25 _�'` '�i,34(i 43850 5,1ip .'', 5 390 ..7 490 5,220 ';5390 5 390: 7ii 3,225 3,6103;87p 3;�85'; IBC, FL LUS28 1,165 1100 1,260 1350 1725 1165 1195 1360 1,465 1730 865 810 925 1,000 1,270 ML1528'' 1 3� 17 4; 3.....�7:75' 2725;:'', 225:,,' 7. 3-i.75 2,136';'2',255z 5 a 1�„' 1,20 145 1`;57595,i,; IBC, FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 2095 4,095 4,09a 1;480 3,520 3,520 3,520 3,520 �US2$• 16 7275 7275 7275 72 6 a a v _ Y �4 ,D �,''7^_ _ 275„ 7;275 t , . ;ti,67r�`" . $2b : 3,915 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 11500 IBC, FL, 9.5 S,831 . SdO; �5, ',,780 5,83G,53 2,€i25' LA HGUS2IE; 2,090 9;1t+0 910{) 9,100 9,100 2,090 9.:00 f',.10" 910;; 9,100 1.5 5 6,340 6,730 6,730 6?30 13C, K 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 cut 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 cut 0.85 of table load 0.41 of table load Acute side bpeciry angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 Simpson Strong -Tie® Wood Construction Connectors SIMPSON Olaf These products are available with For stainless ED additional corrosion protection. steel fasteners, For more information, see p.15. see p.21. ti Many of these products are approved for installation t with Strong -Drive° SD Connector screws. See pp. 335-337 for more information. 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. 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 loads in accordance with ANSViPI 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. 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 -Ties' Wood Construction Connectors SIMPSON 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/s". 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'/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is '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 67'/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 E Many of these products are approved for installation with Strong-Drivep SD Connector screws. See pp. 335-337 for more information. � 11/4" HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for'/2" maximum gap, use Alternate Allowable Loads.) JLdllUdfU HIIUWdUIC LUdUS k%8 IVIUXIII1U1I I Fldl IYU1 ladp) 2x Sizes Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) H I'uzb (Max.)' b'/2 'z11_i "3.'/8 bye ;'h �("LU) WbZ X 3 %z (LUJ U i4ZJT 11'h: -1,bb5 4MU F'IA", I � Y,'FU 9 U Ju 1"J'Jo Z,3 JU'i! �, <: U) 040U. IBC, HTU28 (Min.) 37/a 15/e 7'fi6 3'/2 (26) 0.162 x 3'h (14) 0.148 x 1'h 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 7'/4 1 % 7'/is 3'h (26) 0.162 x 3'/2 (26) 0.148 x 11h 2,020 3,820 4,315 1 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA HTU210 (Min.) 37/s f%' ;9 he 3'h (32) 0162;X 3'h-.. -(14) 0148x'1?h; -1,33Q 4,300 , 4, 33 4 300 "4,u0G 1,145 3:22v' 3,225 3,225., 3 225 ,. HTU210 (Maxi) 9?/a 1,5/8 9"tia : 3"%z 'e (32)-0.162'x 3'h °`(32) 0148 X 1`"/z &,315: 4,705,' ; a. �1L1 , 73G- �,995 +�2,850 4;045 °,56 Double 2x Sizes HTU26°2,(Min;} HTU26 2 (Max,) 3%. 5'h' ` 3s/s,.,5hs, 3sl+a ,5hs; 3?/2 .3yh- `(20}0:162"x3"h ;-(24) 0.162X31h' <,( 4}4148;x:3•, ; (20,) 0148 x'3 1,515',v '2,175^ 2,940 2,9A0'+, 3r�� 3,f3.:. 3,32 �aC311'. 3,91(1 1,305 .1;870 1,,850, 2,530,. 2,09Q" 2,i308 , 2,255 ' 33- :2465 3855 HTU28-2 (Min.) 37/a 35/ia 7'/s 3'/2 (26) 0.162 x 3'/2 (14) 0.148 x 3 1 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-2 (Max.) 7'/a 35/ia 7'tia 3'/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 S;!Q _ 40 5. ;"5c10` 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 'A" and'h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVrPI 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. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 Simpson Strong -Tie® Wood Construction Connectors W I Face -Mount Truss Hanger (cont.) it Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member HTU26 (Min.) 37/a 1 (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/z 925 1 1,470 1 1,660 1 1,790 1 1,875 795 1 1,265 1 1,430 1 1,540 1 615 HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31/z (20) 0.148 x 1 % 1,240 1,470 660 1,790 2,220 1065 1 1,265 1 1,430 1,540 1,910 „-n inn..rre r...c ��.r rrn +v.r 1rin�rs-�cn ..nr me\113 ,- IBC, ( en'' + n"ab-'��inL, 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. HILerl1LtLIVU /HIIUWcLUIt) LUUUS �%2 IVIdAll I lU1I1 11 Single 2x Sizes Ugly) , ., IBC, HTU28 (Min.) 37/a 1 % 1 7% 31/z "(26) 0.162 x 31/z (14) 0.148 x 11/z 1 1,110 1 3,770 1 3,770 3,770 3,770 1 955 2,825 2,825 2,825 1 2,825 FL, HTU28 (Max.) 7% 1 % 71% 1 31/z (26) 0.162 x 31/z 1 (26) 0.148 x 11/z 1,920 1 3,820 1 4,315 1 4165 5,015 1 1,695 1 2,865 13,235 1 3,490 1 3,765 1 LA Double 2x Sizes HTU28-2 (Min.) 37/8 13aii6 171A6 131/z I (26) 0.162 x 31/z I (14)0.148x3 11,490 3,820 13,980 3,980 3,980 1,280 2,865 2,985 2,985 1 2,985 1 IBC, FL, HTU28-2 (Max.) 71A 3-54a 71/ia 1 31/s 1 (26) 0.162 x 31/z 1 (26) 0.148 x 3 13,035 3,820 4,315 41655 5,520 2,610 2,865 3,235 3,490 1 4:140 ILA 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 %" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selectore 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/z" 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 Simpson Strong -Tie® Wood Construction Connectors 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 HUG 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 HUG. • HU is available with one flange concealed when the W dimension is less than 2s/1a" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUG 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 al id x 234` Titen 2 screws (Model 1TN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or E NIP 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/le"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/16"-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 ICts are available. They include a 3/16" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/a" is required as shown in Figure 1 for fill 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 HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall C co C 0 W to N 23 R Simpson..Wood� • HU/HUC/HSUR/L ... __._........................ _..................... - _..................... __..._......................... _........ __..... ----..... _._................. ... _........ _............................ _.... _.............. ..--------.......... _............-... --.... _....... _..................................... _.._ Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. HU26 HU26X (4)1/4 x 23/a 1 (4)'/4 x 13/4 (2) 0.148 x 11/z 335 1,000 335 1,545 .HU8 a /aH ,a x,13/4 {9) 0.148 x 11/z 545 1 500, ; 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;°{Mm } NUC26-2 (8):'/4 X 23/4 (8} i14x 1314 (4) 0148:x 3 760 2;ODD. 760 3 24Q HU26 (12)114 x 23/a (.> {72)�/ax 1?Ia '(6) Q 148 x;3 135 3 ODD` -- 1135 3 950 i� _ HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8)1/a x 1 3/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)114 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU2&2, (Mm } HUC28 2 (Min:) (4j 0148 x`3 760 2,500 .,, , 760 3,725 HU282'(MaX) HUC2$2(Max}"'< (14)11a,x23/a {14)1/4x1?/i (6)0148x3 1,135 '>'. 3,500 '1,185 492Q HU210 HU210X (8)1/4 x 23/4 (8) 1/4 x 13/4 (4) 0.148 x 11/z 545 2,000 760 2,415 HU210.3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/a x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU272, HU212X' (10}�jx2314 x�(i0)�<>t331a (fi)014$X'1'h :i135 �2500 1;I35 26165 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.) HUC212-2 (Max.) (22)114 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212'3 {Mm)=_ HUC212-3 (Min) ''"� (16)'/a x 23/4 (16)'t<'X 1 l4° {6) 0148 x 3 1,135 ' : ''' 4,00D 1,135 4,920 �- , ,. ,......�... ... ° ,,,,nni...n n._... rnn. ,,..z.;o. .,1 `. rnm i .,im rimni•n..n S. a onn'-7 tnor -ionrn'., ':c rioc; ='. HU214 HU214X (12)1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 11/z 1,135 2,665 1,135 2,665 Hf)214-2 (Min.)` NUC21;A` 2 {Min,) (18)1la x 23/4 °' {�8)"1/a:x 73/a (8) 0148;x,3 ' " 1515, 4 500 -, 1,515 5 085 " HU214-2 {Max)'. HUC27A-2 (Max ), :; {24} 1/ac 23/a {2'f x`13/a {12) 0148,X 32,(1�5 1° „ 5085z 2,075 ' E HU214-3 (Min.) HU0214-3 (Min.) (18)1/4 x 23/4 (18)'/4 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' (18)?1ax23/4 °� {18)Y4X3/a {8)Oi48X:1'1h}315 2920,�'°1,515: - 2920'`= HU216-2 (Min.) HUC216-2 (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)1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU7 (Min.) (Not available) (12)114 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/z 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)114 x 13/4 (8) 0.148 x 11/z 1,085 3,485 1,085 3,485 HU9 (Min) . ° {Nat available (18)! x 23/4 N (t$)1/a x=13/4 °° (6) 0 i48 X I , `L;135 3,230 1,135 3,230 a 6 HU9 (Max) {Nak available} (24)`�%ax 23/a e �(24):1/a x 13/e (,10} 0148 x 11h 445 . ; ° 3,735 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/z 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)114 x 13/4 (10) 0.148 x 11/z 1,445 3,735 1,445 3,735 HU14 (Min.) - (Nat available), (28) I x 23%a',:. •', (28)'4fdx 13/4 °° (8) 0148 x 11h t,515. ,' 3,485 e; 1,515 38 STAGGER JOINTS - TYP7\ R/C ICIL UPLIFT/SHEAR ANC EACH TRUSS - SEE PLAN RAISED HEEL ROOF TRUSSES F PLAN aaa�llrr_�I.aa��.v>• aaM��aaaaaaa��a�iaaa�aa aaaa■a�aaaaa�aaaa■aaaaau . I� m B/5KI f' NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE, NTS SKI ROOF SHEATHING- SEE SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRU55E5 -SEE PLAN w N RIBBON BOARD- SEE SCHEDULE FOR SPACING d ;IBBON BOARD- SEE FASTENING TO w IL GHEDULE FOR SPACING ! TRUSSES ASTENING TO TRUSSES WALL SHEATHING -SEE PLAN - MIN. 15/32' GDX PLYWOOD OR y 1/16' OSB WITH Sd GUN NAILS (0.131' X 2 1/2') 9 6' O.C. TO UPLIFT/SHEAR GYP- SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN a TRUSS- SEE PLAN SCHEDULE p0 NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING(g SCALES NTS SKI R[550N SGNEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 3') lVasd=128 MPH) EXP. B, 2X4 SPF02 24' TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS Vult=180 MPH lVasXP. MPH) (2) 12d GUN (0.131' X 3') E EXP. G, 2X4 SPM 16' TO EACH TRU55, (4) ENCLOSED NAILS AT JOINTS ra, CA159.8 SHEET TITLE: ..0N OFI M MSEDHEEL-BB. SHEET INFORMATION: JOB NO.: UMEISSUEM II.OB.16 YM BY: - REMMMBY: IN SK.1 January. lb'�,,ZUW 80*620,1 If�u ~ _�wu /���givemea�taU.: .,~~--~ -~~_ ~--~«~^~~~~_ 0,11jill I Flyff t WA N%Nl, k�i ,le �A. n too EN, fow No6 6 es STATE OF OZOR TW 41"Wett I= boo *t**on1c* s1rW mad s*WW using a DVW SIgum". Prkftd copies WMWW an ar*W signature owd be vadw using'the 00w 06dwric V4MIQn, ALPINE AN ITW COMPANY FL REG# 278, Yoorihwak Kim, FL PE #86367 Alpine, an ITVV Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com �Stvoj,40r* 7 7 Customer Carpenter Contractors of America jrJob Number. N334504 Job Description: 7A5/320 ,182ED,F , 02F RHO 1 1828/CALI/4EBB E LEV. D/F Address: job,Egbirwe Design Code: FBC 6th Edition (2017) IntelliVIEW Version' - 17.02.02A through 18.02.01A iRef #: 1WYc89750066 Wind Standard; ASCE7-10 Wind Speed (mph): 160 Roof Load (pso: 20.00- 7.00- 0.00-10.00 Building Type: Closed Floor Load (pso: None This package contains general notes pages, 30 truss drawing(s) and 5 detail(s). 7 7-, 7, 1 246.20.,1248.59670 Al 3 246.20.1248,59609 A3 5 246.20.1249.00092 A5 7 246.20.1249,00607 A6 9 246.20.1249.00560 A8 11 246.20.1249.03368 Al OG 13 246.20.1249.00060 B2GE 15 246;20.1249.00608 C2GE 17 246,20.1249.02993 D2 19 246,20.1249�.00138 V4 21 246.20.1249;02151 EJ7 23 246.20.1249.02837 EJ3 25 246.20.1249.00263 CJ5 27 246.20.1249.02854 CA 29 246.20.1248.59717 HJ7 31 A16015ENC101014 33 GBLLETIN0118 35 vAL160101014 2 246.20.1249.00045 AM 4 246.20.1249.00373 A4 6 246.20.1249.03009 A5GE, 8 246.20.1249.00388 IA7 110 246.20'.1248.59780 A9 12 246.20A248.59577 131 14 246.20.1,248.59904 C1 16 246.20.1249.03492 D1 18 246.20.1249.032,12 D3G 20 24&20.1249M279 V8 22 246.20.1249.02104 EJ7A 24 246,20.1248,59842 EJ2 26 246.20.1249.00514 CJ3 28 246.20.1249.03447 CAA 30 246.20.1249.02853 HJ3, 32 A18015ENC101014 34 GBLLETIN1014 Florida Certificate of Product Approval #FL1 999 Printed 9/2/2020 1-33:58 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. ora. 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 CSI = 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. [CC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; 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.sbcindustry.com. Page 3 of 3 SEQN: 7658 / COMN Ply: 1 FROM: RWM Qty: 16 617 6'1"7 Job Number: N334504 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Truss Label: At 12'11"15 19,101, 26'8" 1 6'10"8 6'191 6'10"1 =5X5 E � 0 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 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: 3.97 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 #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Lumber value set "13B" 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. Loading Truss passed check for 20 psf additional bottom 39'8" Cust: R 8975 JRef:1 WYc89750066 T10 DrwNo: 246.20.1248.59670 TCE / YK 09/02/2020 33'6"9 39'8" 6'10' 6'1'7 91101. 91101, 19,10" 29'8" 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..222 K 999 240 Lu: NA Cs: NA VERT(CL): 0.385 K 999 240 Snow Duration: NA HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Building Code: Creep Factor: 2.0 FBC 6th ed.2017 Max TC CSI: 0.616 TPI Sid: 2014 Max BC CSI: 0.982 Rep Fac: Yes Max Web CSI: 0.527 FT/RT:20(0)/l 0(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE No. 86367 w ® -- e o s e STATE OF a (� 6 fi chord live load in areas with 42"-high x 24"-wide ��®� ®Q O R,ar �-4 C clearance. d� �� eye ®p Wind dd ®rNA�V' � Wind loads based on MWFRS with additional C&C member design. '"IMPORTANT"" of 10, 1'� 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1709 /- /- /961 /308 /445 H 1710 /- /- /961 /308 A 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 1488 - 3151 E - F 1102 - 2027 C - D 1387 - 2871 F - G 1387 - 2872 D - E 1102 - 2027• G - H 1488 - 3153 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2756 -1187 K - J 2276 - 889 L -K 2276 - 863 J- H 2757 -1187 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 539 - 206 D - K 485 - 744 E - K 1361 - 646 FL REG# 278, Yoonhwak Kim, FL PE 486367 09/02/2020 RNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS in fabricating, handling shipping, installing.and bracing. , Refer to and follow the latest edition of BCSI (Building 1, by TPI and SBCA) r safety practices pnor to performing these functions. Installers shall provide temporary. :d otherwise, top chord shall have proper!Y attached structural sheathing and bottom chord shall have a properly is shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, r each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to plate positions. Refer to job's General Notes page for additional information. in Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the il/� PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa4e acceptance of professional engiineering 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. For more information see these web sites: K - F 485 - 745 F - J 540 - 206 ALPINE A -COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 7662 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WYc89750066 T25 / FROM: ALS city: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALIMEBB ELEV.D/F DrwNo: 246.20.1249.00045 Truss Label: AlA TCE / WHK 09/02/2020 7'112 12' 17'1"12 19'10' 23'8" 31'8"14 39'8" r r112 4'0"14-',--51"1� 2'a"4 � 3'10" �- 8,0"14 7'11"2 � 1 81 1 8'11 3'9"3 1 2'1"„ 3' 1 T 10'A 14' 17' 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: 3.97 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; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N; Lumber value set "1313" uses design values approved 1/3012013 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. Plating Notes All plates are 2X4 except as noted. =6x6 F 39'8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N) Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA 6'8" 8'0"11 23'8" r 31'811 Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.386 0 999 240 VERT(CL): 0.669 0 706 240 HORZ(LL): 0.168K - - HORZ(TL): 0.314 K - - Building Code: Creep Factor: 2.0 FBC 6th ed.2017 Max TC CSI: 0.791 TPI Std: 2014 Max BC CSI: 0.993 Rep Fac: Yes Max Web CSI: 0.958 FT/RT:20(0)/10(0) Plate Type(s): WAVE, HS VIEW Ver: 17.02.02A.1213.21 * The 5-0-0 section of Bottom Chord at 8-8-0 elevation between panel points N and R may be field -removed as required provided that all remaining plate/wood contact areas stay intact and undisturbed. 4111gQ!IfIlp// rptr'° S* t e` No.86367 cs STATE OF � cc,�� 50 b T11 1 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /308 /445 1 1556 /- /- /961 /308 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I 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 1429 - 2745 F - G 1353 - 2068 C - D 2160 - 4245 G - H 1201 - 2103 D - E 1504 - 2794 H - 1 1445 - 2777 E - F 1610 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - S 2371 -1106 L - K 2402 -1133 Q - M 3738 -1618 K - 1 2406 -1133 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - S 753 -1523 M - F 2007 -1002 C - Q 1476 - 556 M - L 1864 - 657 S - Q 2850 -1328 F - L 440 - 454 Q - D 1271 - 597 L - H 458 - 688 D - M 804 -1539 (1) - plates so marked were sized using 0% Fabricationev Tolerance, 0 degrees Rotational Tolerance, and/or pszero Positioning Tolerance. t�f0 NA' � Wind Wind loads based on MWFRS with additional C&C member design. FL REG# 278, Yoonhwak Kim, FL PE 486367 09/02/2020 **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 an 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 attachetl riclid 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. otruss and position as shown above and on the Joint9Details, unless noted otherwise. Refer 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 ANMCOMPANY truss in conformance with ANSI[TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa4e 6750 Forum Drive listing this drawing indicates acceptance of professional engpineering responsibilittyy solely -for the design shown. The suitabili y and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32821 Job Number: N334504 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Truss Label: A3 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 " 6'1"7 6'1"7 Ply: 1 Qly: 1 12'11"15 197 " 24'444" 6'10"8 6'10"1 3 B3 1114X4 SEQN:7664 / T2 / COMN Cust:R8975 JRef: 1WYc89750066 FROM: RWM DnwNo: 246.20.1248.59609 TCE / YK 09/02/2020 33'6"9 39'8" 97,9 20'8" i 5'8" i 13'4" 10' I 9'10" 4'6" 64" + 10, +1'� it0' 19'10" 24'4" 29'8" 39,8" 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 to 2h C&C Dist a: 3.97 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 :133, B4 2x4 SP #2 N: Webs 2x4 SP #3 :W3, W4, W5, W7 2x4 SP #2 N: Lumber value set "13B" 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. Plating Notes All plates are 5X5 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. 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 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.042 M 999 240 VERT(TL): 0.131 M 999 240 HORZ(LL): 0.013 J - - HORZ(TL): 0.024 C Creep Factor: 2.0 Max TC CSI: 0.968 Max BC CSI: 0.797 Max Web CSI: 0.550 ♦ Maximum Reactions (Ibs), or *=PLF Loc R /U /Rw /Rh /RL /W B 871 / 188 / 627 / - / 445 / 8.0 N* 323 / 67 / 150 / - / - / 68.0 H 508 / 164 / 445 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 N Min Brg Width Req = - H Min Brg Width Req = 1.5 Bearings B, N, & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# VIEW Ver: 17.02.02A.1213.21 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. t'OWA i;,i �v as i t o rorrro j� CENs No, 86367 s % STATE OF{�� cv� B - C 636 -1330 G - H 255 - 579 C - D 532 -1037 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 554 K - J 847 - 668 M - L 743 - 371 J - H 484 -153 L - K 861 - 695 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 558 - 225 K - F 861 -1602 D - L 512 - 723 F - J 573 - 306 L - F 785 - 304 J - G 408 - 484 �'`�C. ° ®4 ORIDr ""r�4t1� 0 0009 All�i� f+ SON k b FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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 per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly 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 faceof 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 Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the ANmaC0WAW truss in conformance with ANSI/TPI 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 pro essiona engineering responsibility solely for the design shown. The sui ability Suite 150 and use of this gnawing for any structure is the 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; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7663 / T9 / HIPS Cust: R8975 JRef: 1WYc89750066 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qly: 1 FROM: HMT DrwNo: 246.20.1249.00373 Truss Label: A4 KD / YK 09/02/2020 6'17 12'6"15 19' 20' " 27'1"1 33'6"9 39'8" 6'1'7 -{- 6'5"8 6'5"1 1'8' 6'S"1 6'5"8 'f' 6'1"7 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 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: 3.97 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, W6 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. :5x5=5x5 E F 9'10" 19,10" 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)/l 0(0) Plate Type(s): WAVE 39'8" 9.10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.172 L 999 240 VERT(TL): 0.470 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.856 Max Web CSI: 0.669 VIEW Ver: 17.02.02A.1213.21 ��`1i14@VI1IDlf��/ '&AHW Ak No. 86367 w -;q STATE OF 39'8"" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 309 / 964 / - / 428 / 8.0 1 1556 / 309 / 964 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 1 Min Brg Width Req = 1.6 Bearings B & I are a rigid surface. Bearings B & I 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 1511 - 2800 F - G 1123 -1779 C-D 1415 -2521 G-H 1415 -2521 D - E 1123 -1779 H - 1 1511 - 2800 E - F 1093 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1206 L - K 2030 - 941 M - L 2030 - 911 K - 1 2444 -1216 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -192 L - F 548 - 381 D - L 482 - 683 L - G 482 - 683 E - L 548 - 381 G - K 508 -192 if, go OW ds /NA► B#b 5 FL REG# 278, Yoonhwak Kim, FL PE 486367 09/02/2020 **WARNING"'* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fo'r 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 propperly aid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, le. Apply 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 contormance with ANSIn HI 1,- or for hancllin) snipping, Inst his drawingg indicates acceptance of ro essionafi engi e of this drawing for any structure is the responsibility nformalion see this job's general notes page and these web sites: ALPINE: any deviation from this drawing,any failure to build the ig oftrussesA seal on this drawing or cover page. slbility solely for the design shown. The suifabllity )esignerper ANSI/TPI 1 Sec.2. TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE AN RW COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7665 / T8 / HIPS Cust: R8975 JRef: 1WYc89750066 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALIMEBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 246.20.1249.00092 Truss Label: A5 KM / BAF 09/02/2020 7'10"14 7'10"14 1' i 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 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: 3.97 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 :T2, T4 2x4 SP 2400f-2.OE Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set "13B" 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. 1722'8" 9'1'„2 5'8" ;5X5 =5X5 D E 39'8" 31'9"2 9-1 "2 9110" 9.10" 19,10, + 29'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Pf: NA Ce: NA VERT(LL): 0.149 J 999 240 Lu: NA Cs: NA VERT(TL): 0.408 J 999 240 Snow Duration: NA HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.760 TPI Std: 2014 Max BC CSI: 0.863 Rep Factors Used: Yes Max Web CSI: 0.629 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE titi1111fiP►��� *`/���� A WA,.� ('Po,, No. 86367 a ® ,�,•,�, a '�' a STATE OF e �� 39'8" T10"14 10, 399''88" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1552 / 318 / 965 1- / 387 / 8.0 G 1552 / 318 / 965 / - / - / 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 1532 - 2755 E - F 1559 - 2561 C - D 1559 - 2561 F - G 1532 - 2755 D - E 1205 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1221 J - 1 1695 - 768 K - J 1695 - 738 I - G 2393 -1250 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 - 448 J - E 389 - 234 K - D 770 - 462 E - 1 770 - 462 D - J 388 - 234 1 - F 403 - 448 ®d1d11di01t� FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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 sa shipping, 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 rl !d cejiing Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, as appllcab�e. Apply plates to each face oftrussand position as shown above and on the Join�Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Aloine. a division of ITW Buildino Components Group Inc. shall not be responsible for anv deviation from this drawing,any failure to build the seal on this drawing or cover paqe r for the design shown. The su,Pabdity ANSI/TPI 1 Sec.2. ALPINE M—COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 >s in conformance with ANbin F11 1, or for handling, ing this drawing indicates acceptance of pro es i use of this Q�awing for any structure is there: more information see this job's general notes page and these web SEQN: 1015781 COMN Ply: 1 Job Number: N334504 Cust: R 8975 J Ref: 1 WYc89750066 T11 / FROM: RDP Qly: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 246.20.1249.03009 Truss Label: ASGE / YK 09/02/21 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 " Lumber �12'11'15 11"4 '6" 3 2 2'3'154 1 '2 26 1101 +3$'8" 39'69 3NN IQ609" 2 1z81'4 A 21' i 6 -1 - 13'8' j F7' 10' 9.8°4 1a°72 5' 3'8" 10' 19'8"4 21 26' 29'8' i 2111"12 3'10°81 13712 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W7, W14, W15, W16 2x4 SP #2 N: Lumber value set "13B" 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 0.128xY gun nails @ 6" oc. Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 pif at -1.00 to 56 plf at 10.67 TC: From 96 plf at 10.67 to 96 plf at 32.67 TC: From 56 plf at 32.67 to 56 plf at 40.67 BC: From 20 plf at 0.00 to 20 plf at 39.67 BC: 128 lb Conc. Load at 23.21,23.79 PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98) Plating Notes All plates are 2X4 except as noted. 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 Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.107 AE 999 2� VERT(CL): 0.211 AE 999 2� HORZ(LL): 0.045 1 HORZ(TL): 0.088 1 Creep Factor: 2.0 Max TC CSI: 0.827 Max BC CSI: 0.722 Max Web CSI: 0.944 VIEW Ver: 18.02.01A.0205.19 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 769 , /- /- /514 /323 /445 AB 2345 /- /- /913 /990 /- Z 1079 /- /- /500 /352 /- T 619 /- /- /405 /219 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 2.8 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z, & T are a rigid surface. Bearings B, AB, Z, & T 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 465 -1090 I - J 391 -195 C - D ' 366 - 815 J - K 390 -199 D - E 407 - 762 K - L 541 - 262 E - F 420 - 759 L - M 608 - 296 F - G 411 - 678 M - N 506 - 244 H - 1 377 -185 S - T 243 - 610 ��``oti���irrrrr►r Maximum Bot Chord Forces Per Ply (Ibs) a`����• 90 ee� i +��I��P��� Chords Tens.Comp. Chords Tens. Comp. `� ® �VEr qY� d "� i� B-AH 922 -492 AD -AC 535 -310 AH-AG 535 -310 AC -AB 410 - 325 p AG-AF 535 -310 X-W 491 -156 N(y16367 M a AF-AE 535 -310 W - V 491 -156 ME ® 00 +y AE-AD 535 -310 V - T 491 -156 e STATE OF @ 4q � Maximum Web Forces Per Ply (Ibs) �m Webs Tens.Comp. Webs Tens. Comp. AH-AI 529 -282 AB -AR 265 -482 ��'0 AAR-AS ®� AJG 527 -288 AWZ 272 -747 Vd��B/ON+�b ►�o G -AL 487 -933 AW- N 237 -676 AL -AN 473 -920 N -AX 683 -347 N-AP 492 - 955 AX- X 690 - 342 AP -AC 512 -984 X-AZ 294 -478 AC- K 792 -498 AZ -BB 280 -472 K -AB 546 -1366 BB- S 309 - 457 FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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 pro erly per BCSI sections B3, B7 or 910, mless noted otherwise. kefer to Alpine, a division of ITW BuildipTcLComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page. listing this drawing, indicates acceptance of ro7essionar engineering responsibility solely for the design shown. The sui ability and use of this drawing for any structure is the 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.iccsaf ALPINE -COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number: N334504 Ply: 1 SEQN: 7667 / T7 / HIPS Cust: R8975 JRef: 1WYc89750066 ,7A5/320 ,182ED,F ,02F ,RH01 ! 1828/CALI/4EBB ELEV.D/F Qly: 1 FROM: RWM DrwNo: 246.20.1249.00607 Truss Label: A6 KM / BAF 09/02/2020 7'10"14 15' 24'8" 317 "2 39'8" T10"14 7'1"2 9'8" � 7'12 7'10"14 11 10 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 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: 3.97 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 240017-2.0E: Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 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. 6X6 = 6X6 D T3 E 39'8" 91101, 19, 0" 29'8" 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 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.159 J 999 240 VERT(TL): 0.436 J 999 240 HORZ(LL): 0.061 1 - - HORZ(TL): 0.115 1 Creep Factor: 2.0 Max TC CSI: 0.913 Max BC CSI: 0.867 Max Web CS 1: 0.572 VIEW Ver: 17.02.02A.1213.21 NIgIIVItIIfPopp `e�a� Arl WAh� r !Ao,,o No. 86367 e +o STATE 4F •j4,� 10, 1'� 39'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1552 / 328 / 962 ! - / 346 / 8.0 G 1552 / 328 / 962 / - / - / 8.0 Wind reactions based on MWFRS B Min Big 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 1547 - 2729 E - F 1568 - 2537 C - D 1568 - 2538 F - G 1547 - 2729 D - E 1287 -1910 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2363 -1228 J - 1 1847 - 899 K - J 1847 - 870 I - G 2363 -1257 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. K - D 628 - 363 E - 1 628 - 363 �•° `�F� ° ®� C?R1Vol NAIL FL � a �Slfedla94i1 FL REG# 278, Yoonhwak Kim, FL PE 486367 09/02/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building quire Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary r BCSI.. Unless noted o"therwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperly �l id ceilingp. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, e. ADD?v olates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to line, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the gs in conformance with ANSI/I PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page . . ing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The sui ability d use of this drawing for any structure is the 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 AL NE M.COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 P Job Number: N334504 Ply: 1 SEQN: 7668 / T6 / HIPS Cust: R8975 JRef: 1WYc89750066 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DnwNo: 246.20.1249.00388 Truss Label: A7 KM / BAF - 09/02/2020 6'9"4 13' 19,101, 26'8" 32'10"l2 39'8" r 6'9"4 6'2"12 6'10" f 6'10" 6'2"12 T 6'9"4 { .5X5 III2X4 ; 5X5 D E F 12 6 � �2X4 W �2X4 M C b G to W3i� B H A fl II 4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6 (A2) 39'8" 10' 9'10" 9'10" 10, 1. + 10' 19'10" 29'8" 39'8" Loading Criteria (psp 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 Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240 B 1556 / 716 / 953 / - / 305 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999 240 H 1556 / 716 / 953 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - Wind reactions based on MWFRS EXP: C HORZ L 0.121 J Des Ld: 37.00 R )� B Min Br Width Re 1.8 g q = NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 Bldg Code: FBC 2017 RES Max TC CSI: 0.502 BCDL: 5.0sf p Bearings B & H are a rigid surface. g g Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.864 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.431 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: 17.02.02A.1213.21 B-C 1617 -2780 E-F 1504 -2289 Lumber C - D 1545 - 2523 F - G 1544 - 2523 Value Set: 13B (Effective 6/1/2013) D - E 1504 -2289 G - H 1616 -2780 Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "l313" uses design values approved 1/30/2013 by ALSC B - L 2421 -1306 K - J 1982 -1003 L - K 1982 - 973 J - H 2421 -1335 Wind Wind loads based on MWFRS with additional C&C q�111iP Maximum Web Forces Per Ply (Ibs) member design. {,,�aj Webs Tens.Comp. Webs Tens. Comp. kPP j el/j�{ "' � �/p D - K 425 - 2511 F - J 535 - 255 �q+�®a' EN Q #0 ��m �~ �® �1�,9' E-K 306 -391 ® No, 86367 Q S w p o wb W-;o STATE OF a 4, d��6oles � N A 8 FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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 BCSI. Unless have sheathin and bottom chord shall have a per noted otherwise,top chord shall properly attached structural attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections properly B3, B7 or 910, as appllcabge. 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 Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure this drawing to build the ANRWCOMPAW truss in conformance with ANSIPI 1, or for handlin, shippinlq, installation and bracing of.trussesA seal on or listing this drawing indicates acceptance of ro esslona engineering responsibility solely for the design shown. cover page , . 2400 Lake Orange Dr. 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.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindustr .com; ICC: www.iccsafe.org Orlando FL, 32837 SEQN: 7659 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WYc89750066 T5 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 246.20.1249.00560 Truss Label: AS KID / YK 09/02/2020 59"4 11' 19' 28'8" 33'10"12 39'8" 5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4 2 5X5 = 5X5 = 5X5 T3 D E F 12 T 6 � • 2X4 W T � 2X4 C 0 G 2_ n W3 io B H A 143 1 4X6(A2) =5X5 =5X8 =5X5 =4X6(A2) 39'8" 10' 9'10" 9'10" 10, �1' 10' 19,10" 29'8" 39'8" 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/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 /718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /- EXP: C Kzt: NA HORZ 0.127 J TL Des Ld: 37.00 ( ) Wind reactions based on MWFRS Mean Height: 15.00 ft Code / Misc Criteria CreepFactor: 2.0 NCBCLL: 00 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.870 0. BCDL: 5.0 psf H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.969 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: 17.02.02A.1213.21 Lumber B - C 1669 -2804 E - F 1721 -2693 C - D 1547 - 2533 F - G 1552 - 2539 Value Set: 13B (Effective 6/1/2013) D - E 1783 -2773 G - H 1663 -2797 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 SP #3; W3,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 2448 -1362 K - J 2163 -1134 L - K 2147 -1091 J - H 2440 -1384 Wind Wind loads based on MWFRS with additional C&C v i011@1(lil design. Maximum Web Forces Per Ply (Ibs) member �1� � /A I1{ Y Webs Tens.Comp. Webs Tens. Comp. a '` 1'°�vp ��^PI L - D 470 -163 K - F 626 - 371 D - K 739 -462 F - J 466 151 0 V rY tl V ¢� E-K 419 -534 4 a iNo. 86367 m• ; g ap STATE 0F V- R IDS 0 �frd4dojNA 4jdlblkk O, FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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 an 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 attached rictid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinq installed per BCSI sections 63, B7 or B10, as applicable. Apply plates to each face ofptruss 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 Buildin$Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ANRWCOMPRNY in ANSI 1, for handlin4, installation bracing trussesA this drawing or cover truss conformance with or shlppinq, and of seal on listing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. gnawing page. , 13723 Riverport Drive The suitability Suite 200 and use of this for any structure is fhe responsibility of the Building Designer per ANSUTPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .com: ICC: www.iccsafe.org Maryland Heights, MO 6304 SEQN:7660/ HIPS Ply: 1 Job Number: N334504 Cust:R8975 JRefAWYc89750066T4 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 246.20.1248.59780 Truss Label: A9 KID / YK 09/02/2020 22'8" 30'8" 39'8" i 9' "}` 8' '}" 58.. 'F 8' '{` 9' i ;5X5 =5X5 =4X4 =5X5 C T2 D E T3 F 12 6 T T o (a) W (a) v W5 � B G 1 A H 4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2) 39'8" 1' 10' 9'10" 910 10, 1' 10' 19,10" 2918" 39'8" Loading Criteria (pso 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# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- !- /921 R20 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- !- /921 /720 /- EXP: C Kzt: NA HORZ 0.150 1 Wind reactions based on MWFRS Des Ld: 37.00 ( )TL� Mean Height: 15.00 ft Code / Misc Criteria CreepFactor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 00 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.939 g q = 0. P Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to In TPI Std: 2014 Max BC CSI: 0.897 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 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: 17.02.02A.1213.21 B - C 1595 -2705 E - F 1607 -2478 Lumber C - D 1608 - 2478 F - G 1595 - 2704 Value Set: 13B (Effective 6/1/2013) D - E 2001 -3233 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; Bot chord: 2x4 SP #1; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B - K 2330 -1246 J - 1 3176 -1733 K - J 3174 -1732 1 - G 2329 -1275 Bracing (a) 1X4 #3SRI3 or better continuous lateral restraint Maximum Web Forces Per Ply (Ibs) to be equally spaced. Attach with (2) 8d Box or Gun ��®{{ Rp Webs Tens.Comp. Webs Tens. Comp. nails(0.113"x2.5",min.). Restraint material to be ,q�� �'A�iWA/f supplied and attached at both ends to a suitable ® 00200 f �j C - K 718 -313 E - I 529 -834 4� ® support by erection contractor. 0� © ENS • �4;P 0A, K - D 527 - 832 I - F 718 -314 (a) or scab reinforcement may be used in lieu of CLR �° 4 for CLR restraint. substitute (1) scab (1) and (2) m� 8� scabs for (2) CLR'S where shown. Scab .. Z reinforcement to be same size, species, grade, and o ® Q + 80% length of web member. Attach with 0.128x3" gun s ® e 0 nails @ 6" oc. e 4 n STATE OFF® jl(�� Wind & m Wind loads based on MWFRS with additional C&C ��r_"4 e0 /�z n�1{r� e ,�® f V bN t_ member design. if ie.r yllQA+ AL FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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 Installers Component Safety Information, by TPI an SBCA) SBCA) for satPety practices prior to performing these functions. shall provide temporary bracing BCSI. Unless have bottom chord shall have a per noted otherwise,top chord shall properly attached structural sheathing and propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have brac.'Ing installed per BCSI sections B3, B7 or B10, as appllcabge. Apply plates to each face. of truss and position as shown above and on the Jomt Details, unless noted otherwise. Refer to drawings 16OA-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 ANMCOMPANY this drawing truss in conformance with ANSIrI PI 1, or for handlin, shlppinp, installation and bracing of trussesA seal on or cover page, . 13723 Riverport Drive listing this drawing indicates acceptance of pro esslona, engineering responsibility solely for the design shown. The suitability Suite 200 and use of this grawmg for any structure is the 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; SBCA: www.sbcindusl .com; ICC: www.iccsafe.org Maryland Heights, MO 6304 SEQN:101748! HIPS Ply: 2 Job Number: N334504 Cust:R8975 JRef: 1WYc89750066 T12 / FROM: LPM Qty: 1 7A5/32d ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 246.20.1249.03368 Truss Label: A10G / YK 09/02/2020 2 Complete Trusses Required 7' 17' 22'8" 32'8" 39'8.. 7' 10, 5'8" 10, 7' =6X6 =SX8 =8X8 12 C T2 D T3 E T4 =6X6 F T 6� O N Cl) B G � A H =4X6(A1) =8X8 =8X8 =8X8=4X6(A1) 1 39'8" 1' 10' 9110.. 9.10" 10, 1' 10' 19,101, 29'8" 'i' 39,8" 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/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- !- /- /1427 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3135 /- /- /- /1427 /- EXP: C Kzt: NA HORZ TL 0.121 1 Des Ld: 37.00 ( ) Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 0.00 Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.675 BCDL: 5.0 psf G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G are a rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwall: NA 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: 18.02.01A.0205.19 Lumber B - C 1424 - 3093 E - F 1533 - 3601 C - D 1533 - 3601 F - G 1424 - 3093 Value Set: 13B (Effective 6/1/2013) D - E 2127 -4831 Top chord 2x4 SP #2 N :T2, T4 2x6 SP SS: :T3 2x6 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x6 SP SS Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP #3 Lumber value set "1313" uses design values B - K 2752 -1257 J - 1 4768 - 2187 approved 1 /30/2013 by ALSC K - J 4768 - 2187 I - G 2752 -1257 Nailnote iQit1Pllrf Maximum Web Forces Per Ply (Ibs) Nail j W A Webs Tens.Comp. Webs Tens. Comp. �� ,-p Top _Q®A Chord 1 Row2@ 2.00" o.c. ®�q �+, ®� 4 ! 4 f a / 010, Webs : 1 Row @ 4" o.c. -K o o o+� C - K 1287 -417 E - 1 727 -1297 K - D 727 -1297 I F 1287 417 ,,�' �CENs - Use equal spacing between rows and stagger nails a° 0 � m in each row to avoid splitting. B; ® RR,, G �j a i No, 8636/y m`. 6 Loading a9 R #1 hip supports 7-0-0 jacks with no webs. c 0 a Wind �� AT OF Wind loads and reactions based on MWFRS. a* ST4--0'°T�, 0 � e r�1 1 �. ® � t�1V' Additional Notes ®®d O R I 6 S 0p 0 e Refer to General Notes for additional information �� f0 FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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 BCSI. Unless have and bottom chord shall have a per noted otherwise,top chord shall properly attached structural sheathing attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinQ Installed per BCSI sections propperly B3, B7 or B10, as appllcabgle. Apply plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildip/$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the M-COMPANY truss in ANSI 1, for handlin4, installation bracing on this drawing or cover conformance with or shipping, and of,trussesA seal listing this drawing indicates acceptance of pro essiona, engineering responsibility, solely for the design shown. g"awing 1 Sec.2. page , , 6750 Forum Drive The sui ability Suite 305 and use of this for any structure is the responsibility of the Building Designer per ANSI/TPI For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.org: SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 Job Number: N334504 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBS ELEV.D/F Truss Label: B1 M m rN 49 �1' 5'7"4 5'7"4 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 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. 8' B. Ply: 1 Qly: 1 10.8" 5'0"12 =4X4 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 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 21'4" 5'4" 13'4" SEQN: 7669 / T20 / COMN Cust: R8975 JRef: 1WYc89750066 FROM: RWM DrwNo: 246.20.1248.59577 KM / BAF 09/02/2020 15'8"12 5'0"12 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.047 H 999 240 VERT(TL): 0.129 H 999 240 HORZ(LL): 0.020 G - - HORZ(TL): 0.037 G Creep Factor: 2.0 Max TC CSI: 0.433 Max BC CSI: 0.617 Max Web CSI: 0.260 VIEW Ver: 17.02.02A.1213.21 �,,oawili i t@ P i P i? piPP�fr ®rtr �lctnls No. 86367 STATE OF 21'4" 5'7"4 8' 21'4" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 864 / 397 / 529 / - / 229 / 8.0 F 805 / 360 / 463 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Reg = 1.5 F Min Brg Width Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F 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 1226 -1344 D - E 1201 -1152 C - D 1152 -1146 E - F 1286 -1351 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1152 - 995 G - F 1161 - 996 H - G 795 - 554 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs ' Tens. Comp. C - H 428 - 284 D - G 394 - 374 H - D 383 - 355 G - E 433 - 289 died r4a1ea►a9 FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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) fsafety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted oytherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, e._ AppTy plates to each face. oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to a division of qs in contormance with ANsu 11-1 1, or for m ing this drawing indicates acceptance ( d use of this c1rawing for any structure i more information see this job's general notes page and from this drawing,any failure to build the seal on this drawing or cover page for the design shown. The suitability 14111161111-11, ALPINE ANmYCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7670 / T3 / GABL Cust: R8975 JRef: 1WYc89750066 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EB8 ELEV.D/F Qly: 1 FROM: HMT DrwNo: 246.20.1249.00060 Truss Label: B2GE KM / BAF 09/02/2020 10'8" + 21'4" 10'8" 10'8" 4-8„ +_ 2, (TYP) =4F4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BOLL: 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 Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 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. 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 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 21'4" 21'4" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.005 R 999 240 VERT(TL): 0.017 R 999 240 HORZ(LL): 0.004 L - - HORZ(TL): 0.006 R Creep Factor: 2.0 Max TC CSI: 0.323 Max BC CSI: 0.211 Max Web CSI: 0.092 VIEW Ver: 17.02.02A.1213.21 i 1 ♦ Maximum Reactions (lbs), or *=PLF Loc R /U /Rw /Rh /RL /W B* 125 / 48 / 39 /- / 11 / 256 Wind reactions based on MWFRS B Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# ® Nv.86367 r STATE OF ��✓ 4�' �•®gee 9� r��aeaa�faa�►'��� FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatin , handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an � 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 pro[p�erly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face. oftrussand position as shown above and on the Joint Details, unless noted otherwise. F7efer to ALPINE� drawings 160A-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 ANSIITPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pafge, , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability Suite 150 and use of this drawing for any structure is the 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; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7671 / T19 / COMN Cust: R8975 JRef: 1WYc89750066 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 246.20.1248.59904 Truss Label: C1 JB / BAF 09/02/2020 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: 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 "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 7' 14' 7' 7' 1114X6 14' 7' 7' 7' 14' 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): 0.014 E 999 240 Lu: NA, Cs: NA VERT(TL): 0.037 E 999 240 Snow Duration: NA HORZ(LL): 0.009 E - - HORZ(TL): 0.013 E Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.761 TPI Std: 2014 Max BC CSI: 0.542 Rep Factors Used: Yes Max Web CSI: 0.119 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 588 / 272 / 371 / - 1158 / 8.0 D 527 / 234 / 304 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D 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 777 -740 C - D 809 -739 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 598 - 536 E - D 598 - 536 1`V"i�Qo0W�rrAf'S►"'AAA."'AAA.@ 4 F No 86367 r STATE OF o Gum �q i®�U1141 f+AD `*� FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 "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 quire Information, by TPI and SBCA) fsafety 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 pro pperly �id ceilingq Locations shown for ermanent lateral restraint of webs shall have brac'Ingg installed per BCSI sections B3, B7 or B10, e. ADDTv Dlates to each face ofPtruss and Dositlon as shown above and on the Joint -Details, unless noted otherwise. kefer to line, a division of ITW Buildingq�Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the ss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page. . sing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The suitability d use of this drawing for any structure is the 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.corn; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE ANnw COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7672 / T1 / GABL Cust: R8975 JRef: 1 WYc89750066 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALIMEBB ELEV.D/F Qly: 1 FROM: RWM DrwNo: 246.20.1249.00608 Truss Label: C2GE KM / BAF 09/02/2020 r— 1 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 Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 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 Al6015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. 14' 7' 5' 2' —" (TYP) 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 Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE 4X4 D 14' 14' 14' Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.007 J 999 240 VERT(TL): 0.021 J 999 240 HORZ(LL): -0.004 H - - HORZ(TL): 0.009 H Creep Factor: 2.0 Max TC CSI: 0.392 Max BC CSI: 0.256 Max Web CSI: 0.135 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (lbs), or *=PLF Loc R /U /Rw /Rh /RL /W B* 129 / 50 / 40 /- / 12 / 168 Wind reactions based on MWFRS B Min Big Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 461 -403 H - E 461 -403 ,,tjjjl11111?If t HWAk �t'so, � fo • o o�j',/�r 4 No, 86367 Y A t7 0 ®; m STATE OF Ai •e6® �f"�dS'ON odtim ,00 FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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 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 sheathin and bottom chord shall have a properly id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin ins�alled per BCSI sections B3, B7 or B10 e.- A .pTy plates to each face. oftrussand position as shown above and on the Join Details, unless noted otherwise. Defer to ,ine, a division of ITW BuildincLQComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ss in conformance with ANSI/TPI 1, or for handling, shippinlq, installation and bracing of,trussesA seal on this drawing or cover page , ing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suit-abllrty J use of this grawing for any structure is the 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 SEQN: 101751 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1WYC89750066 T13 / FROM: LPM Qty: 1 ,7A5/320 ,,82ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 246.20.1249.03492 Truss Label: D1 / YK 09/02/2020 M O N 33 5' 5' 4X4 C 10, 5' 12 6 lIJ M B D k E 88 F 2X4(A1) 1112X4 = 2X4(A1) 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 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: 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 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 Refer to General Notes for additional information 10, 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 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.007 F 999 240 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F Creep Factor: 2.0 Max TC CSI: 0.250 Max BC CSI: 0.264 Max Web CSI: 0.081 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /287 /202 1134 D 434 /- /- /287 1202 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D 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 358 - 494 C - D 359 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -F 0 tioil�941►ffl//►I No. 86367 STATE QF,�,��v�� sON Ai FL REG# 278, Yoonhwak Kim, FL PE 486367 09/02/2020 396 -183 F -D 396 -183 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlingshipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) r satPety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a propperly Id ceil!n Locations shown for ermanent lateral restraint of webs shall have bracingg InsTalled per BCSI sections 63, B7 or B10, e. App�y plate. to each face. oftrussand position as shown above and on the Joint Details, unless noted otherwise, kefer to 60A-Z for standard plate positions. of firm 1,orrorr acceptance any structure from this drawing,any failure to build the k seal on this drawing or cover pa e , I for the de Sec shown. The sui ability .org; SBCA: www.sbcindustry.com; ICC: www.iccsaf AL NE AN COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101754 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JR&A WYc89750066 T26 / FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 246.20.1249.02993 Truss Label: D2 / YK 09/02/2020 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' 5' =4X4 C 10, 5' 12 6 T M B D 4 E 8 8' F - 2X4(A1) III2X4 - 2X4(A1) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA 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: 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 Sot 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 Refer to General Notes for additional information 10, 5' 5' 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 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): WAVE 5' 10, Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 F 999 240 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F Creep Factor: 2.0 Max TC CSI: 0.250 Max BC CSI: 0.264 Max Web CSI: 0.081 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 434 /- /- /287 /202 /134 D 434 /- /- /287 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D 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 358 -494 C - D 359 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 -183 F - D 396 -183 oitilffff;prrf SN" o � y Ypp111� f too No, 86367 =� STATE OF m 4� FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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 propperly attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or 810, as applicab�Ie. Apply plates to each face ortruss and position as shown above and on the Join Details, unless noted otherwise. f�efer 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 ANMCOWAW truss in conformance with ANSI/TPI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page .. 6750 Forum Drive listing this drawing indicates acceptance of ro essiona, engineering responsibility solely for the design shown. The sui ability Suite Fos and use of this gnawing for any structure is the 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.l inst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN:1017611 HIPS Ply: 1 Job Number: N334504 Cust:R8975 JRef:1WYc89750066T18 / FROM: LPM Qty: 1 ,7A5l320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 246.20.1249.03212 Truss Label: D3G / YK 09/02/2020 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 " 12 3' 7' 10, 3' 4' 3' 4X6 C 4X6 D 6o T B E F N 88 H G 1112X4 1112X4 2X4(A1) = 2X4(A1) 1 T 3'1"12 3'1"12 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA 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 Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 129 lb Conc. Load at 3.03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc. Load at 3.03, 6.97 BC: 52 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. im 3'8"8 3'1 "l 2 1 6'10"4 10, 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/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.022 H 999 240 Loc R+ / R- / Rh / Rw / U / RL B 625 /- /- /- /312 !- Lu: NA Cs: NA VERT(CL): 0.044 H 999 240 Snow Duration: NA HORZ(LL): 0.008 C - - E 625 /- /- /- /312 /- HORZ(TL): 0.016 C Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Code / Misc Criteria Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.288 E Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.379 Bearings B & E are a rigid surface. Rep Fac: No Max Web CSI: 0.059 Bearings B & E require a seat plate. FT1RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (lbs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 18.02.01A.0205.19 B - C 456 - 963 D - E 456 - 963 WAVE C - D 381 - 842 A� No. $6367 p e o� STATE 4F Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 - 384 G - E 829 - 384 H - G 842 - 381 % Additional Notes d®�®(� A • ���� �'►4 Refer to General Notes for additional information ��{Q4S��ptdn e 4 FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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 propperly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face oftruss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to drawings 160A-Z for s�andard plate positions. a division of rivi i,orrorr acceptance any structure e failure to build the Iorcover pa e n. The su Pability ALPINE AN NCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number: N334504 Ply: 1 SEQN: 1680 / T14 / VAL Cust: R8975 JRef: 1 WYc89750066 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: LPM DrwNo: 246.20.1249.00138 Truss Label: V4 KM / BAF 09/02/2020 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/2 to h C&C Dist a: 3.00 it 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 "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 1'11"8 3111" 111"8 111"8 12 6 =4X4 B A4X4(D1) .=4X4(D1) C 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 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 3'11" 3'11" 3'11" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.004 999 240 VERT(TL): 0.011 999 240 HORZ(LL):-0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.104 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (lbs), or'=PLF Loc R /U /Rw /Rh /RL /W D` 75 /22 /31 /- /6 /47.0 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# `l,�,,Iij1i1i�fl1fl,A kP6 01 No. 86367 O A °® STATE OF ONBA FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlingshipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI and SBCA) r 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 aid ceiling. Locations shown for permanent lateral restraint of webs shall have bracin ms ailed per BCSI sections 63, 87 or B10, fie. ADDYv plates to each face of truss and oosition as shown above and on the Join Details. unless noted otherwise. kefer to of 1 F9 1, or for r acceptance any sructure from this drawing,any failure to build the \ seal on this drawl yg or cover pa e, rAorthe d1 Sec shown. The s i abdlty AL NE --Cow 2400 Lake Orange Dr. Suite 150 Odando FL,32837 more information see this Job Number: N334504 Ply: 1 SEQN: 7681 / T16 / VAL Cust: R8975 JRef: 1WYc89750066 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: LPM DrwNo: 246.20.1249.00279 Truss Label: VS KM / BAF 09/02/2020 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/2 to h 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 Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 12 3'11"8 vie 7-11" 3'11"8 r 3'11"8 =4X4 B D 1112X4 7'11" 3'11"8 3'11"8 3'11"8 7'11" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Pf: NA Ce: NA VERT(LL): 0.007 D 999 240 Lu: NA Cs: NA VERT(TL): 0.021 D 999 240 Snow Duration: NA HORZ(LL):-0.003 D - - HORZ(TL): 0.006 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.193 TPI Std: 2014 Max BC CSI: 0.160 Rep Factors Used: Yes Max Web CSI: 0.110 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (lbs), or'=PLF Loc R /U /Rw /Rh /RL /W E' 75 /28 /34 /- /8 . /95.0 Wind reactions based on MWFRS E Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# +1®III I I Q1111 �p�t��'r ON� WAS ��I O ° No.86367 ° r ® o e v-0 ; STATE OF ®4,� 141/ rNi i u - FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 "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 Safety Information, by TPI and SBCA) fsafety 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 propperly aid ceilingq Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 610, fie. ADo V Dlates to each face otPtruss and position as shown above and on the Joint Details. unless noted otherwise. Refer to a division of ivi 1, or Torn acceptance any structure this drawing,any failure to build the on this drawing or cover pa e he design shown. The suit9abdity ALPINE ANMCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 101742/ T15 / EJAC Cust: R8975 JRef: 1WYc89750066 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 8 FROM: JRH DrwNo: 246.20.1249.02151 Truss Label: EJ7 KID / YK 09/02/2020 C 12'2"11 12 6 M O V7 in B A s,$„ D + 1' 7 _I 7' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs) 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): NA B 331 / 117 / 259 / - / 173 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA D 127 / 20 / 101 / - / - / 1.5 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 D C 171 / 133 / 91 / - / - / 1.5 Des Ld: 37.00 ( )TL� EXP: C HORZ 0.031 D Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 TCDL: 4.2 psf D Min Brg Width Req = - Soffit: 0.00 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.713 BCDL: 5.0 psf C Min Brg Width Req = - Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.527 Bearing B is a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.000 Bearing B requires a seat plate. Loc. from endwall: not in 4.50 ft 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: 17.02.02C:0211.16 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. �9�g`11411lPlPt/p�` Additional Notes V� Provide (2) 0.131"x3.0", min. toe -nails at top chord. �q 1N,qq 00 a a e 0 Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. �® ®0,�^ No. 86367 40 �s 40 ®® STATE OF FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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 propperly attached ri id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, as appllcabgle. Apply plates to each face. oftrussand 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 Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN nCOMPANY truss in conformance with ANSI/ wPI 1, or for handling, shipping, Installation and bracing of seal on this drawing or cover pafge , . 6750 Forum Drive listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui abllrty Suite 305 and use of this drawing for any structure is the 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; SBCA: www.sbcindustry.com; ICC: www.icrsafe.org Orlando FL, 32821 Job Number: N334504 Ply: 1 SEQN: 101745 / T21 / EJAC Cust: R8975 JRef: 1 WYc89750066 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 6 FROM: HMT DrwNo: 246.20.1249.02104 Truss Label: EJ7A GA / DF 09/02/2020 2X4(A1) 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 Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA A 270 / 79 / 188 / - / 151 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA C 128 / 21 / 104 / - ! - / 1.5 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.018 C B 174 / 135 / 95 / - / - / 1.5 Des Ld: 37.00 EXP: C HORZ : 0.033 C ( )TL Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 A Min Brg Width Req = 1.5 Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf Bldg Code: FBC 6th ed. 201 Max TC CSI: 0.725 C Min Brg Width Re Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.533 B Min BrWidth Req g q — surface. Bearing A a rigidseat Spacing: 24.0 " P 9� C&C Dist a: 3.00 ft Rep Factors Used: No Max Web CSI: 0.000 Bearing A requires a seat plate. r Loc. from endwall: not in 4.50 ft 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: 17.02.02C.0211.16 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "136" 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 "x9.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord ,��ai�leYllIpppl/,I 00, No. 86367 ¢ �� n a � o40 ,� STATE OF NAL FL REG# 278, Yoonhwak Kim, FL PE 486367 09/02/2020 **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 ri id ceilin Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. App�y plates to each face oftrussand 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 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/? PI 1, or for handling, shlppinlq, installation and bracing of,trussesA seal on this drawing or cover pafge , , 6750 Forum Drive listing this draw'Ingg indicates acceptance of ro esstona engineering responsibility solely for the design shown. The sui ability Suite 305 and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Orlando FL, 32821 For more information see this job's general notes age and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .com; ICC: www.iccsafe.org SEQN:101550/ EJAC Ply: 1 Job Number: N334504 Cust:R8975 JRef: 1WYc19750066T24 / FROM: LPM Qty: 3 , A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 246.20.1249.02837 Truss Label: EJ3 KD / YK 09/02/2020 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 " Lumber 2X4(A1) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA 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 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 Refer to General Notes for additional information 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: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C T8 -0 10'2"11 cO o In r- - c� CV 8-8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.216 Max BC CSI: 0.123 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- /- /162 /76 /86 D 52 /- /- /41 /6 A C 65 A A /31 /51 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# t`��t�lQflitllt/rP EE a X ;0 �® �a�r �`se "a so. No. 86367 w C1 �� STATE OFWO ZOR ®j cy ee�bep � p�-,,4 /OVAL ��/Btt(ditlil�0®e' FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Isses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building mponent Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary icing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly ached ripld ceiling Locations shown for ermanent lateral restraint of webs shall have bracinq ins�ailed per BCSI sections B3, B7 or B10, applicable. Apply plates to each face ofPtruss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to swings 160A-Z for standard plate positions. ,ine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the >s in conformance with ANSI f� PI 1, or for handlin4, shipping, installation and bracing of.trussesA seal on this drawing or cover page. . 1ng this drawingg indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The sus ability i use of this r7�awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. more information see this lob's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com• ICC: www.iccsaf AL NE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 - Job Number: N334504 Ply: 1 SEQN: 7679 / T23 / JACK Cust: R8975 JRef: 1WYc89750066 ,7A5/320 ,182ED,F ,02F ,RH01 /.1828/CALI/4EBB ELEV.D/F Qly: 2 FROM: RWM DrwNo: 246.20.1248.59842 Truss Label: EJ2 KM / BAF 09/02/2020 T -�— 1' 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 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 "136" 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. 12 C 2X4(A1) 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 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE T CV) 21 21 Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# I Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL): 0.000 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.114 Max BC CSI: 0.029 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 041111tIII /i/ltp -Ilk AWAA-pPo,,,, IV, No, 86367 0- STATE OF� 0.0 a B 157 / 58 / 144 / - / 43 / 8.0 D 32 /5 /29 /- /- /1.5 C 34 /17 /12 /- /- /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. Bearings B, D, & C require a seat plate. Members not listed have forces less than 375# 0, 0 0,00 �. d��d�' N A o d° FL REG# 278, Yoonhwak Kim, FL PE 486367 09/02/2020 **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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an 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 properly attached ri id ceiling Locations shown forfpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to A L PI N E drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin,$ Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN Rw COMVpNY truss in conformance with ANSI 1, or for handlin4, 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 essrona engineering responsibility solely for the design shown. The suit9ability g and use of this grawing 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.t inst.org: SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7676 / T34 JACK Cust: R8975 JRef: 1WYc89750066 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 4 FROM: LPM DrwNo: 246.20.1249.00263 Truss Label: CJ5 KD / WHK 09/02/2020 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: 0 to h/2 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 "l3B" uses design values approved 1/3012013 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)/l 0(0) Plate Type(s): WAVE 4' 11 "4 4' 11 "4 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.411 Max BC CSI: 0.254 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 at,1��ilaliriPfl/lj/ ,A a -y N0. 8636 o m d m m ® r STATE OF <v� FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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 an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly Id cei"n Locations shown for ermanent lateral restraint of webs shall have bracln installed per BCSI sections B3, B7 or 810, e. Appyy plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. C 9) M M ♦ 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 /92 /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. Members not listed have forces less than 375# a division of ITW Buildingp�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, g this drawing,indicates acceptance of pro esslona engineering responsibility solely for the design shown. The sui ability use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ire 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 ANnw coMPAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7675 / T33 / JACK Cust: R8975 JRef: 1 WYc89750066 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F City: 4 FROM: LPM DrwNo: 246.20.1249.00514 Truss Label: CJ3 KM / BAF 09/02/2020 4"3 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 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 "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: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C 2' 11 "4 2' 11 "4 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.206 Max BC CSI: 0.115 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 i cM ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 185 175 / 160 /- / 84 18.0 D 50 /6 /41 /- /- /1.5 C 63 /50 /29 /- /- 11.5 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. Members not listed have forces less than 375# 'q��it14f�1�►�+viol CIE g NO. 86367 40 ® � 4 v STATE OFF �� 4,/z ORIV FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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 saty 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 rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the MN COMPAW truss in conformance with ANSIl1 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 esslona engineering responsibility solely for the design shown. ' The suitability and use of this 9�awing 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.sbcindust .com; ICC: wwwjccsafe.org Orlando FL, 32837 SEQN: 1017571 JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WYc89750066 T29 / FROM: LPM Qty: 4 , A5/320 .182ED,F ,02F ,RH01 / 1828/CALIME813 ELEV.D/F DrwNo: 246.20.1249.02854 Truss Label: CJ1 KD / YK 09/02/2020 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 " 43 V K 12 6 C Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it 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 Bot chord 2x4 SIP #2 N Lumber value set "138" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord 1, 11"4 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 9'2"5 :: ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- 1148 /79 /41 D 11 /-2 /- /18 /12 /- C - /-15 /- /27 /32 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# AWAA- fo ffee.,l fp 0s m NQ, 86367 w STATE OF go 0 OR I ON,�1. to aa�ods►�►rt�d FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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, installingand 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 permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910. e._ AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to a division of I ei 1; or for nanolmq, si acceptance of roles any structure is the res from this drawing,any failure to build the 1 seal on this drawing or cover page r for the design shown. The suitability ANSI/TPI 1 Sec.2. ALPINE A -COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101763 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WYc89750066. T27 / FROM: LPM Qty: 4 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 246.20.1249.03447 Truss Label: CAA / YK 09/02/2020 12 6 C 4"3 V 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 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 13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 1 r a�e 11 n ^ a �F 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 20 TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 9'2"5 EIN ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /148 /79 /41 D 11 /-2 /- /18 /12 /- C - /-15 /- /27 /32 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# NHW Ak 0,'. o No, 86367 d .�, • e o+ STATF OF ° S, ool'{�C;'� �ORtD�° �r S aoo®e° o '•,��`��QNAe `� s FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 **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, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary _ bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly attachetl rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10, as appllcab-le. Apply plates to each face oftrussand 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 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 handlin4, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 675o Forum Drive listing this drawing indicates acceptance of rofessionaJ engineering responsibility solely forthe design shown. The suitability Suite 3o5 and use of this 9rawing for any structure is the 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; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 Job Number: N334504 Ply: 1 SEQN: 7678 / T22 / HIP_ Cust: R8975 JRef: 1WYc89750066 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 2 FROM: HMT DrwNo: 246.20.1248.59717 Truss Label: HJ7 KM / WHK 09/02/2020 a T 4"3 �— 1'5" 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: 0.00 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: 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 #1 Webs 2x4 SP #3 Lumber value set "1313" 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. Additional Notes 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 9110"1 5'3"5 4'6"11 9'2"2 9'2"2 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 Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.046 F 999 240 VERT(TL): 0.129 F 999 240 HORZ(LL): 0.011 C - - HORZ(TL): 0.021 C Creep Factor: 2.0 Max TC CSI: 0.592 Max BC CSI: 0.646 Max Web CSI: 0.252 VIEW Ver: 17.02.02A.1213.21 ���+,ecgatr�Qrltr�P,P � 0N�W Ak 's ®aaoa �j" CENS No. 86367 ® � STATE OF .a j W 910 A ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 388 /206 /- /- /- /10.6 E 353 / 75 / - / 0 / 0 / 1.5 D 216 /179 /- /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 E Min Brg Width Reg = - D Min Brg Width Reg = - 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 379 - 549 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 515 - 340 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 374 - 566 low 6® `�71� Sa0NaAo ss� FL REG# 278, Yoonhwak Kim, FL PE 486367 09/02/2020 **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 rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, B7 or 610, as applicable. App�y plates to each face of truss and position as shown above and on the JoingDetails, unless noted otherwise. Defer 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 PI 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover pa e 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The ability and use of this graving 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.sbcindusl .com; ICC: www.iccsafe.org Odando FL, 32837 SEQN: 101548 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:IWYc89750066 T17 / FROM: LPM Qty: 2 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 246.20.1249.02853 Truss Label: HJ3 KD / YK 09/02/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12 4.24 T 10'2"6 g ti N VprQn A V D VY Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA 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 #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord 4'2"3 4'2"3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 84 /- /- /- /45 /- D 28 /- /- /7/- C 64 /- /- /- /48 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Reg = 1.5 D Brg Width = 1.5 Min Reg = - C Brg Width = 1.5 Min Reg = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,IIIItIIIpffilitI e No.86367 ar a as o � 0 STATE OF fi1QR1a�'�� s/pN A��, a®�didaeaa�� FL REG# 278, Yoonhwak Kim, FL PE #86367 09/02/2020 "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 per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ripld ceiling Locations shown for permanent lateral restraint of webs shall have bracln installed per BCSI sections B3, B7 or 910, as appllcabge. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer 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 ANmYCOMPANY truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pa a .. 6750 Forum Drive listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability Suite 305 and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this lob's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindus".com; ICC: www.iccsafe.org Orlando FL, 32821 • Gable Stud Reinforcement Detail ASCE 7-10: 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 Or, 120 moh Wind Snppd. 19' Mp Halnh+_ Pnr+kII,, n v-,+ = inn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace 31N (1) 2x6 'L' Brace X (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U S P P #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' Hr Stud 3' 8' 5' 9' 6' l' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' p r Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 1 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Ri P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' ill 9' 8' 10' 4' 13' l' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 1 14' 0' U I _I C Stud 4' 2' 7' l' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13, 9' 14' 0' 14' 0' 14' 0' O �lI Standard 4' 2' 6' 1' G' 5' 8' l' B' 8' 10' 5' 10, 10' 12' B' 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' D-q #3 4' 4' 6' 5' 6' 10' 8' G. 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Oj 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' B' 0' 10' 2' 10, 10' 11' 10, 12' 7 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 10' 7' 12' V 14' 0' 14' 0' 14' 0' 14' 0' d S P I #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U U LJ C H Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0 ' r 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' l' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 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' 0' 14' 0' 14' 0' 14' 0' 14' 0' ---1 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' �ymm About, able Truss Diagonal brace options vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# • at each end. Max web Br n�l total length Is 14'. Vertical Len th shown table above. 45'(as 2x6 DF-L #2 or better diagonal brace) singleIn or double cut shown) at upper end, oniy1�I r�. -1 chart aboJ Connect diagonal at midpoint of vertical web. Refer to vVARNUIRn READ AND FI11_0V ALL NQTES ON THIS DRAVIKil ,P "DOICRTANTo FUMUSH THIS DRAVM M ALL CONTRACT13RS INCLUDM TIE INSTALLERS. 6 o pi Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI Guiding 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 sheathing and bottom chor 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 of truss and position as shown above and an the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions AN ITWCOMPANY Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation 6 bracing of trusses. 11514%Earth\ City% Expressway IIsuitel 242 A seal on this drawng or cover page Listing this drawing, hdicates acceptance of professionat engineering respons6Rlty solely far the design shown The sultobllity and use of this drawing for any structv�e hi the responsMBity of the "cang Designer per ANSI/TPI 1 Sec2. %%Earth\ City,% MO% 63045 Q For more Information see this Job's general notes page and these web sl /�Z7 ALPINE wwwalpineitw.comi TPI, www.tpinst,orgi SECA, www.sbcindustry.orgi ICC, vwlc ilIIIIfffft Ak �°1 W Og 63 h7 Searing / / ¢ w mn 3 �v lcn��1, Sl 0�0t9©® 1111111111N+111 A� e�e� Yoonhwak Kim, FL PE #86367 Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Standard 1 #2 1 Stud #3 1 Stud 1 #3 IStandard Dou Las Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard I Standard Group BI Hem -Fir #1 & Btr #1 Dou Las Fir -Larch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor 1x4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable I russ Detail Notes Wind Load deflection criterion Is L/240. Provide uplift connections for 75 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. Attach 'L' braces with 10d (0.128'x3.0' min) nails. 31E For (1) 'L' braces space nails at 2' o.c. In 18' end zones and 4' o,c, between zones, )K)KFor (2) 'L' braces- space malls at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 807 of web member length. II Gable Vertical Plate Sizes 11 Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but Less than Il' 6' 3X4 Greater than 11' 6' 4X4 I+ Refer to common truss design for peak, splice, and heel plates, Refer, to the Building Designer for conditions not addressed by this detail, AX. TOT. LD, 60 PSF X, SPACING 24,0' REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 Gable Stud Reinforcement 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, PartlaRy Enclosed, Exposure C, Kzt = 1.00 Or, 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 140 mnh Wind Snppd. IS' Ili— Hoinh+. Pnr+inlly n it-+ = i nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace Al (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace *31 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' U S P P #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' e' e' 10' 6' 11' 3' 13' 1' 13' 7' Q Standard 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' 5' 9' 1' 9' 8' 12' 4' 13' 2' Oil 3' 8' 6' 1' 6' 4' 7' 2' 7' 5' 8' 6' 8' 10' 11' 3' 11' 8' 13' 4' 13' 11' — S P3' 6' 5' 9' 6' 2' 7' 1' 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13, 3' 13, 9' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12, 11' 13' 8' r3' F 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' G. 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 4' 0' 6' 10' 7' 2' 8'1'8' 5' 9' 8' 10, 1' 12' 9' 13' 3' 14' 0' 14' 0' SPP3' 10' 6' 2' 7' 2' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' 1' 14' 0' 14' 0'- U u P Stud 3' 10' 6' 2' 6' 7' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' 1' 14' 0' 14' 0' O I� Standard 3' 10, 5' 4' 5' 8' 7' 1' 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' 101,11 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' 01 � D rr LWS#3 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0' 14' 0' 3' 9' 4' 11' 5' 3' 6' 7' 7' 0' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 9' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' d Sr P f4' 3' 7' 2' 7' 7' 8' 10' 9' 2' 10' 6' 10, 11' 13, 10, 14' 0' 14' 0' 14' 0' U LJP4' 3' 7' l' 7' 7' 8' 10' 9' 2' 10'6' 10' 11' 13' 10' 14' 0' 14' 0' 14' 0' O �l 4' 3' 6' 2' 6' 6' 8' 2' 8' 9' 10' 6' 10, 11' 12' 10' 13' 9' 14' 0' 14' 0' X 4' 8' 7' 8' 7' 11' 9' 0' 9' 5' 10, 9' 11' 2' 14' 0' 14' 0' 14' 0' 14' 0' d Zt SP #2 4' 5' 7' 7' 7' 10' 8' 11' 1 9' 3' 1 10' 8' 11' 1' 14' 0' 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' 0' 14' 0' c--i D P L Stud 4' 4' 6' 5' 6' 10' 8' 7' 1 9' 12' 1 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' Standard 4' 3' 5' 8' 6' 1' 7' 7' 1 8' 1' 1 10' 3' 10, 11' 11' 11' 12, 9' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 775# at each end. Max web total length Is 14 j Vertical length shown In table above. Connect dlagona ILPIN AN ITW CO 11514\ Eanh\ City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 2x6 'IF-L #2 or better diagonal bracel single or double cut (as shown) at upper end. �ymm Aboutl T 18'+raL ce I 31E 31E T 8. 1 L 1 `U'` `N Refer to chart abd6e "WARNDM3a READ AND FOLLOW ALL NIMS 1N THIS DRAWING a ■■DWORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS MCLUDM THE DUTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edltion of SCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bradng per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom Cho shall have a properly attached rigid ceiling. Locations shown for permanent lateral restralnt of web! shall have bradng Installed per BCSI sections 63, B7 or PLO, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV BuOding Components Group Inc shall not be responsible for any deviation fr this drawing, any allure to build the truss In conformance with ANSI/TPI 1, or for handing, shipping, 'nstallation 6 bracing of trusses. A seal on this drawing or cover page Usttng this drawing, Indicates acceptance of professional engineering responsblUty solely for the design shown The suitability and use of this drawing Por any structure Is the responsb&ity of the 110ding Designer per ANSI/TPI 1 Sec2. Q For more Information see this Job's general notes page and these web sQ; ALPINE, www.alpineitw.comi TPD www.tpinst.orgi SBCA, www.sbclndustry.orgi ICG www.11tl(31WZ7 z I Q1I IF l�l� A Wq,� '�P•j® Li I14�Nr2 1�- C Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Stnndnrd #2 Stud #3 Stud #3 IStandard Dou las Flr-Larch Southern Plnewww #3 t Stud Stud d Stnnnrd Stnndnrd Group Bi Hen -Fir #1 & Btr #1 Dou ins Flr-Larch Southern Plnewww #1 #1 #2 #2 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 ma be used with thesegrades. Gable Truss Detail Notesi 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. 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, )IE)KFor (2) 'L' braces, space nails at 3' o,c. In 18' end zones and 6' o,c. between zones. 'L' bracing must be a minimum of 807 of web member length. Gable Vertical Plate Sizes Vertical Len th No Slice Less than 4' 0' 2x3 Greater than 4' 0', but 4X4 less +1 a 10' 0' + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. TOT. LD, 60 PSF MAX, SPACING 24,0' REF ASCE7-10-15AB18015 DATE 10/01/14 DRWG A18015ENC101014 'T' Reinforcing Member Gable Truss Gable Detail Fnr I P+.—in \/Prtirn 1 c: 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, 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nallsi 10d Common (0,148'x 3.',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords. Toenalled Nallsi 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 detall for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings r f A11515ENC100118, A12015ENC100118, A14015ENC100118, §1 11 0 1pffro A18015ENC100118, A20015ENC100118, A20015ENDIOOI 'P A11530ENC100118, A1203OENC100118, A14030ENCI $�003 � �(�1 ire'°p A18030ENC100118 A20030ENC100118 0 3 A2 0 OEN>OS11515ENC100118, S12015ENC100118, S14015EN 011S18015ENC100118, S20015ENC100118 S20015EftlOO11 8 S11530ENC100118, S12030ENC100118, S140300C100118, S • 6 S18030ENC100118, S20030ENC100118, 01S20031&np9dh8, S20030PED100118 p See appropriate Alpine gable detail for maximuwi unrRinforced"6 a vertical ISO 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or, - End-nall To convert from 'L' to 'T' reinforcing members, multlply '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 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 2x6 20 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' x> CAlpine, PI ■ WARNI[Ww. READ AND FOLLOW ALL MOTES IN THIS DRAWDU Pd oBUTIRTANT.. FUF44SH THIS BRAVIIIG .TO ALL MCIRACTIRS INCLUDING THE INSTALLERS. '�O Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and For safety follow the latest edition performing HCSI Cefurg Component Safety Information, a TPIor and bSBCAracing practices prior to performing these functions. Installers shall provide temporary brndng per HCSL Unless noted otherwise, top chard shall have properly attached structural sheathing and bottom chord shall have a property attached rlgld ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or BIC, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A^` ® ' �®` s . C aRIQ "© 0 (� 496� `b 0W S .� ® f� aV J/'� j� r A L , Y tl //Ad1+,�181�,� REF LET —IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 AN TTW COMPANY \\514\Earth\City\Expressway \ \ Suite\ 242 a division of ITV Building Components Group Inc shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation & bracing of trusses. A seal o, tMs drawing o• cover page Usti g this drawing, Indicates acceptance of professional engineering responsi0lity sd Z for the design shown. The sWteWOty and use of trus dr¢who for any structure Is the respornsBnRity of the Building Beslgroer per ANSI/TPI 1 Sec2. )AX. TOT, LD, 60 PSF DUR, FAC, ANY \\ Earth\ City.\ MO\63045 �pg For more Information see this Job's general notes page and these web sc@3n� T �78 ALPINE, www,alpineltw.coni TPh www.tpinst.orgi SECA, www.sbcindustryargl ICG —I f Yoonhwak Kim, FL PE #86367 MAX, SPACING 24,0' a 'T Relnfoi Memk Go. Tr Gable Detail Fnr I Pt -in VPrtirnl_- Gable Truss Plate ShPs ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, rb, and heel plates, vertical plates overlap, use a Ae that covers the total area of lapped plates to span the web, e 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nailsi 10d Common (0,148'x 3.',min) Nalls at 4' o.c, plus (4) nails In the top and bottom chords, Toenalled NalLsi 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, §1 Cg yfftl, A18015ENC101014, A20015ENC101014, A20015END1010 i, ®®11 ®1 ALI r/,p A11530ENC101014, A12030ENC101014, A14030ENC1 1 4 WMC10194? Irl / A18030ENC101014, A20030ENC101014, A20030EN ,� S11515ENC100815, S12015ENC100815, S14015E 008 5®003 s4� S18015ENC100815, S20015ENC100815, S20015EZD100865, 0O15P D 0 8 0 S11530ENC100815, S12030ENC100815, S14030MC100015, $FAO S18030ENC100815, S20030ENC100815, S2003&NIl100815, SP-0030PED100815 a o F%l[ 0 See appropriate Alpine gable detail for maxim® unrjeinfcrcedTeLertical -VARNnxa■■ READ AND FILLDV ALL Nines W THIS BRAVING! 1 ■■DwnRTANT-m FURNISH THIS BRAVING Ta ALL CONTRACTORS INCLUDING THE INSTALLERS, i 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) 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 chor shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs drof �p� or BOO, as applicable. Apply plates to each face shall have bracing Installed per BCSI sections the truss and position as shown above and on the Joint Details, unless noted otherwise. Refe to drawings 160A-Z for standard plate positions. AN RW COMPANY Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation S bracing of trusses. A seal on this drawing or cover page (!sting this drawing, 4xlcate, acceptance of professbrwl 1113723\ Riverpon\ Drive engineering responsibility solely for the design shown. The sultnbdlty and use of this dm.ing 11 Suile\200 for my structure is the responsibility of the Bu& ding ]leslgner Per ANSI/TPI I Seel. \\Maryland\ Heights,\MO\63043 For more Information see this Job's general notes page and these web sl l�� 7 ALPINE, www.alpineltw,comi TPI, www.toInst.orai SBCA, www.sbclndustrv.oro, ICC, 2-1 6F6F��aa 0P�ov �rtrd iiiiisaAIt klil"`� Yoonhwak Kim, FL PE ##86367 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -pall 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 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 X 2x6 20 X 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) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7'= 11' 2' q AX, TOT, LD, 60 PSF UR, FAC, ANY AX. SPACING 24,0' F LET -IN VERT TE 10/01/14 WG GBLLETIN1014 I 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 #2N 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 1" — 8-0-0 Max I•t 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, 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. wAw 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'. Valle Spacing Pitched Cut Bottom Chord Valley Toe -nailed X 4 . a w To, o oVAIMIGI-M READ AND F01DV ALL NQTES CM THIS DRAWM OF I ■rQWMTANTbn FUFMSH THIS DRAVING TO ALL CCRTRACTDRS DICLUDM THE INSTALLERS. Wetg Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to andr follow the latest edition of SCSI (BuRtling Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chat shall hove a properly attached rigid ceiling. Locations shorn for permanent lateral restraint of webs shall have bracing Installed per SCSI sections B31 B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. LMPM'114NEthIs Refer to d—Ings 16OA-Z for standard plate positions.Alpine,adivision of ITV Building Components Group Inc shall not be responsible for any deviation Fr. drawing, any failure to build the truss in conformance with ANSLTPI 1, or for handling, shipping, AN ITW COMPANY Installation 4 bracing of trusses. 1\514\Earth\Cit\Ex Expressway A seat on this drawhtg or cover page listing this drawlrg, Indicates acceptance of professional Y P Y engineering responsibility solely for the design shown. The sWtab y - use of this drawing \\Suite\242 far any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2 \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web .@ ALPINEi www.alpineltw.coml TPD www.tpinst.org) SBCAs www.sbcIndustrv.orm IC6 www.&oh426b8 Square Cut Bottom Chord Valley a No. 86ti STATE OF °®ZOR'11 i 09a$m 'S%0N�A� s �'. FL PE 2X4 4X4 ,:�' r Stubbed Valley Optional Hip End Detail Joint Detail 24° t ( `""c' Partial Framing 24' O.C. i Plan C LL 30 C DL 20 C DL 10 C LL 0 ❑T. LD. 60 30 15 10 0 40PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAI DATE 10/01/2014 DRWG VAL160101014 55 JR,FAC.1.25/1,33 11.15 11.1' PACING 24.0' a- r VALLEY FRAMING & BRACING DETAIL R eC 1/2 01 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"x2.6") 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 ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. (TYp) innection Requirement Notes 2x6 rafters to ridge 416d 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 4 16d toe -nails Two 2x6 sleepers to truss 316d 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 3 16d toe -nails `" ' '""""" "�" �" l 13. Collar beam to rafter 4 16d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 6'-0" to 10'-0" Ion nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d f0.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length. Cripples 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 nailing In accordance to current NDS requil `� ! , Nails are common wire nails unless noted otherwise. n ` •�•••••p•••••• Jo���.•. ��GENSF •. f s (A) (B)") w VfRND93— DSAD NO FDLLW ALL NOT£S ON naS DRAWM m InC WTNAMM : * C LL 20 30 40 54 REF VALLEY FRAMING �TANTnu FTNM= T= DRAWDG M ALL C WRACMn DCUMM. S y Trusses r`yu1-` `xtre^` car` F, fabricating, handling, sWppkV. Mstallkp and Wvc4g R`f`r 1� dp 7� C DL 10 20 7 7 DATE 10/O1/14 foil.. the latest edtl.n of BCSI OAlldhg Component S.fety WM mtlon, by M and SBCA) for s4faty j proetices prior to perfomkg these functions. Installers shall provide tenporary bracing per IRSL p • wess notwd otherwlse, top chord shalt have properly attached strvcturut sheathing and b.ttai$c 9 STATE : �e� BC DL 0 D 0 O DRWG VACNV1801015 shall have a property attached Hod cering. Locations shorn for perranent lateral restrant of w� i i � n � n shall have brackg Installed per BCSI sections 113, D7 or Bill, as applicable. Apply plates to each i�ee a `�; �'•��.�ORIDP•.f BC LL o 0 0 0 of truss and posWon as shown above and on thr Joint Details, unless noted otherwke, Refer to crowing. 168A-Z For standard plate positions. a • • Alpk,e, a dMsion Q Iry e.ldiog eonponmts Croup Inc. shalt not be resparsble for or+y deviation f �f`��/ •ed...a•�til f\j fit` TOT. LD.30 50 47 61 M1 RW COMPANY this drawl g, any failure to build the truss kt confornance with ANSI/TPI 1, or for hnrdkg, shlppi g ♦ \"v k,staltatkxn L brodn of trusses. ��I ON A 1 A seal on this`drv-w-for rover page Listing this drawing, Idmtes oc aptarct of proFessMol /f NAL t\\ rrgFeeriq nrrporsauth .rely far it. deslpn A P•pr,, Ars T'ai 1 S,.2 °"°'*�° hfgr+ apu�tN\ DUR. FAC. 1.25/1.15 1JJ69 Lake1rpnl Drive for �Y of Earth City, MO 63045 Fan' rw.al wlto T see this Job's general n°tes peg• and these ••^. It — Earth )r'S t o 2 O� SPACING SEE ABOVE W3DEr wwralpkxlt.co,u TPL .ww.tp4nrtorgl SBCJv w.w, rdustn`yorgl 1CG .Irrsafrorg l/