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Home My WebLink AboutTruss0 i� 0 I 04 N 1 m N 14'-0' T,= S A TRIGS PLACENDR PLA. US DITa® m ADDl M DWAUATDER W M=ES. ENWEERM TRIGS ERAVDES AM ARCIaTEMWALS `m omm TITm TXX mff. ESTE ES UNPLAN DE fd.00A M TRIGS ESTA DSEPAM PAN AYUMR EN LA DSTALACM ME TRUSSES LIN DIE = V ARMTEC11AU ME amflflaA D: DKEMEM SIPMW ESTE IXTIaMM ILL SLY R® atMQImL Au r,m nru. Tc rATma mtnat mTs -.• • An m mofn ��IpE tDr R ALIMM 1lEIQ Yfnuff cmaw 6 TIR 6775 MpI rnm vaf. far: Amen vlTlofr rm v.nDl ATAmVAL Tn - =Nf. vlili MaT A®Nm7 rrIDO m GRf M EMID afTD�i �� AM llNC At AMlam En M AT G.mimm fr AI®'A DL' n.®>n Ttc TOlQ v T.11m. AO.ST:Ralf¢ AIO M IAtA M l0� A! Qr I. ®la AVm RAR WmE amr f[ vf',A IRLTlRIi TV= lA. a/' -a mAl .PMS J m avdulml aAV= Y m!C . ALT= tla TTlam m m �Irmc m IC mTA "2 w .A� S mAm"na rAnl mAIfIOM.lO1R Arlin = u ..fAtlmi Y ANIm a AM14AR aEYaQ uw R Ua C ACVI E qm A aR Ar®1OM R@Va Im ®Dfa .rsl� mVlm DI adamm t�aA. of HR.1 I1EVN tAs uTra IRIQTAS 10 la %= a mamv Y T.fn1 QfAR m y m M = YE IDf TTI� s I.aA[ : nmroeA E.Dm1EnRns � � PAI cme Etna. b T. TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING REVIEWED W a t.Let A1tir, c v--ram pj, L.j L 1Q'I2-D o I'll1 d I — SHINGLE ROOF 6 IUL 2A HEEL4--3/ -- 0 PLUMB C Reviewed for Codb Compliance DuniversW SciencesI Total Truss Quantity = 75 Labeled End Mark General Notes , 1) �NrdLra�dd dwd htor, fld 4uio� ad Ho! io be buhhd ? m ddr 8) N bang.. to h ShfP.asm xw.. 3) Mb woaw h 2V CIA. t>ibm trUm 4) Pbr Tr Phl. kwlLb Bcs-Bl femtm.-dAUm pb aamt X- mft NaM be pl=d at a ma brEm Ws19 IV MM a th yak tR b. tcq..t.d d a rra&a d 2O' bdTra- —h =X-ham tl..tlyntd th. dmllm . tR BG9-B7 for mW o0livA hr. MAL ROOF LOADING SCHEDUL TCLL 20 PPgSp TCLLF = 7 PSF BCDL 10 PSF TOTAL = 37 PSF DURATION - 1.25 % WIND SPD/TYPE- 180 ENCIASED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT II WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRrMRIA FBC 2017 TPI 2014 Truss member design & connector plates deli� ed for ASCE 7-10 and magnum fo=s 6om both components and claddings end main wind force resisting systems. • These trusses have been —i—d to cazry an additional l0# psf non-w caureut bottom chord live load FLOOR LOADING SCHEDULl TCLL PSF TCDL PSF BCDL PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLT TS ARE SHOTIN ON ENGRMMG WALL KEY 0 8'-er ® 0 DESCRIF110N INrT. DATE K rrR m K .a Lan I.D 7 LOAD+ DESCRIPnm mr. DATE e >E>vTa.n .V-r .n5rlf e raa r�r .m 7A IN CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N.V. WINTER HAVEN FLDRIDA 33880 pHaND C800) 959-8806 FAX- (863) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECTCRffifBIDE MODEL 3828/CALT/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/10=.F/ 02 ALT DESOAM IZIM = T/1013 W► UAll OTC 8888 TRUM CIRCLE LOT 79 BLOCK .00 DESIGNER PAGE RFS DATE 1 3 31 17 LE '#334504L 1A4 "=1' 0 i� 0 I C4 N i N :0'—a' Te 21'-4' 4'-4' 14'-0' 14 39'-8" THM IS A TRUSS PLAN ITS IMF1mE0 TO AID IN THE DISTALIATDN OF TRUSSES INGQFmm TRUSS UTAVDGS ADD ARI]OTECTU ALS SIPERCEDE THIS MOCUMENT. ESTE ES W PLAN DE COmv^eu TRUSS. ESTA D[SCAM PARA AYUMR EN LA DWA ACIm1 DE TRUSSES LOS DIIALLI S Y ARaDTECTURAS DE DKIM RIA DE DIGENERb1 SLF RAN ESTE IDCINM6 IOIf Iun�Nr mmTr tao¢Ttol AlL YENS THML E FAS100 TQATIOt anti. NAai Mal m 1Tm N116 m Im art M M.Tm Tama tmluD m®Ir a T, �1¢ TLIQ orleGEs IaR E t Ir to M. n M1 EA06 VMNS la6R A TO daBiT M tMea Im 1➢ a6rMITM Mm OI!! MR lMm ME MTLR1 Flll M SIPFLIO DUV T CMM CM R SRVVm: pYNHIpR AT GImEMim mRA1CR06' 6 MEbi3P i1. K F AN =& T EL " Nu fr x as®M M la1L! m la6tQ. MO IIMr E IMtILL Ala N M lm"fa ARE ST N OfER TO Av® Frwua �0paa1 E KA R1aTn 1mAS LAS CARS SOW AVIDIt JNRAf RAVm T mSIE m &TM U31 T m1 m 0-mrromm E M. 11QAS lilt PARRY E i0N®rm E SR T®atDNt AAFfLWM MaB E u a6TMAOMr T MRa E MUfAR aMLR4rt CMIreA /Vi lAt Ialat E llfi)@IA aaomTdws SE MEPmPM CARTM MIIIRDiSS SN AROAC1M FEVIA M aoam Harm ]EAYrrMpnD E S@ m filmpam maRACr06 6 P I M l GYSAS tIRC AS M UN T= a TRUSSM T Ea mm M UM1A T m STN(CR AInEt E mC lm TNSSQ E TIC on eeeln FARA EVIrAR — � REFER ro EN PACK FOR CONNECTION. 0 h T, TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING PLUMB SHINGLE ROOF 6� —d0 Reviewed for Cody Compliance y. Universal Engmetxing Sclenc� Total Truss Quantity = 75 Labeled End Mark General Notes 1) A pwdd &Wd trow% Dot b ma and Dot O*m hale the tap ehvd padioy palled yem to be Frtsbled green aide -9. 2) M hMgm I. he Spam HUM6 udea dU..( e mt a. 3) A trm apaoig to 2r O.C. wheat dJm i e Mod. 4) Pk Toes f td YuthM 8C9-01 mwftTw&-m pvmmmt X-horiq *." he 0= d a mmi— apo*g 15' O.C. amm U. >P.4 to he npmtad at a OfSGAem d 2W bd ml each X-b a thoughat Dm sbuchm eoee FTrdc b BC51-D1 for oV odd5wd bra* MAIL ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 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 FEIC 2017 TPI 2014 Truss member design &; connector places dmed for ASCE 7-I0 and matomum tortes hom both components and claddings d main wind force resisting systems. • These trusses have bern reviewed m tarty m additiona110N psf non I_d. rent bottom chord hve load. FFLOOR LOADING SCHEDUL = PSF = PSF = PSF = PSF 01 ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERING WALL KEY ® 0 rLoAD# DESCRIPTION INIT. DATE wr. aAa avA owlF M aA4 l0N IRR TAIA s RCARPENTER CONTRACTORS OF AMERICA 3900 AVEMIE r. N. W. WINTER HAVEN FLORIDA 33880 PHONE. (800) 959-8806 FAX- (863) 294-2488 ---------------- BUILDER D.R. HORTON STATEWME PROJECT CREEILSIDE MODEL 1a28/CALL/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/182ED.F/ 02 ALT DESOIEf;d I= i00t(1/10 I3 ON UHO OTC 3333 T_RRUW CDR LOT 79 BLOCK DESIGNER PAGE RFS 1 1 DATE 3 17 ��t31 �NN334504L 1A4 "=1' Builder: ENGINEERING PACKAGE LDIR HORTON / STATEWIDE______ Project: [7:��543?EO C RE E x s I D E Model/Building: 182ED,F Lot Alt: 02 F Lot: Block: .�Unit: Address: 3333 TRINITY CIR ............... _..._........ _.......................................... _........ .......................... JobNumber: IV334504 ...................................................................................................................... Revision Date: New Load #: RH01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 RMUnZII9 A I N E_ March 1-3,-20.1 AWNCOMPAW Mr. r. Bob: Michaelis Carpenter bfAm&riba,J . nc- -3900 Avenue 6, Noiihwest. Winter Haven, AFL 33880-6201 Re: AlternatiVd ihstdilations-Jor 6 single *. carried truss with a width less than the. hanger w.idth,,gnd wood, blocking . . - ..tp� achieve v6 fijll design load:' value for fa66. sl Va mounted'hanger :attachment -a-oh6 ply . Io. . . . . .. ach on supporting girder (Reference detail WA3M2).-. Dear Bob,: Fora single ply carried teuss 'W"ith 'a width less than the hanger. width -you can .. stall .a.. prefabricated jack scab truss: )-for wood.filler } Iockih.g The, chard sizes,:-c,hord..grj0es, and Al pirfe:,cbhnieotor.plait6(s) to be the. sarrie as the single :* ply".carried truss. The prefabricated .jack :scab -trUi3s(*):will have -a..minimum jength of 481' an -:of.,51-12 He d will a minimum The single ply carried shall have a rear 3,500 or less Attach Drefg . bri . co . t . E . id j . ac' -..,flon of I k:8cab:truss.withJwo, 2) rows 0.128"x3.0"'GLin Nails at'2' 0.,C..peer6W.,.staggered l":(SL-e'Figure l'bdib*).PI6as6..tL-f6rt6th&Simpson Strong.-TieCatalog C-C 2Q 1.92 page 2I 6: Flgkir0,3`fqr more information:.. Figare I For -a single ply,girder that requires wood blocking to,bdhibivelfUll design load Value for face -mounted hangers :attach: one wood b,loc.k tqlh.eback face of the single- ply girder with the. same size.. and grade. as the bottom. chord. Ofthe single -ply girder. Themobd: block leqq.th to be such thatAheWood blodking-extends to each adjacent: panel points :(Wbbs-Ahd bottom chord intprs,ect.iops),:- Attach wood 6locR: (�)�,with _t_*Wo._.`(2) rows.-qf'0.1287 x.3.0'i buri N61s dtt0.* io.. per row,. staggered 3.0" applied to: the 6760'Forum Drive Suite 505, Orlando; FL. 328.21 _ (000) 62.1-9100-.(86$):422-78685 www.al*pIneitw.,com ALPINEMfMCOW�M singleplygirderfdces with an additional.(2*0) 0, 1287x3,0'!'Qun.`.NMIs at each panel ppint appl ied tothe, wood blolckfabe ($6e Figurd�2 WOW. Please Wet to thdi.Siiiiosdh Strong -Tie Catalog pade 216,. Fio.Ure..Ifor snore information. Figure.Z:, .. ... .... .. . ......... .. ... .. .... ......... ...... .. ... ......... ... .. ... .. ...... .. ..... ........... .............. The 'application of - prefabricated jack **scab tt.*'u*,§sfor wood fiii'e't*blockihg'or wood blocking-t'pachievefUll, design load value for facemmo.unted hangers, must be approved by the hardware manuf0ciUrer. All edge' -and end distances, and tp.Adino for all nail connections must be. suffici6nt: to preventsplitting of "Wood. If I can.be. of any further.assistance,.or if you have anyquestions, please7give -me a cal . I William K Krick, .P.E.'. Chief Engineer .Alpine an I ' TW. Company Engineering Department. Odando, FL L;A1 7r. STATE F AT d 6750T61r'Um' - Drive: Suite 13O6 Orilan d6,. F4 $282.1 - (804-)-521 -.9790 - (.863).422- - 8685 jAil VAV.W pineitwx6ro . .. .... r TV ALPINE M"COMMY April 26,,-:2019- Mr. Bob Michafe'lis Carpehter Cofitradtors of Atherida, Inc. AvenueG, rth No ,wpst Wintet Hbvim FL 33880-6201� Dear. Bob,. .R6: Strongbapk bridging. on roof.trusses. I understand -there is gothd dohdEirn over our recommendations for strohgback bridging on roof'trut'ses, Strongback bridging for roof trusses is not.a'-requlreMont of ANSI.JP.1 2Q14 nor is it a requirementof the Building Component Safety, Information- .(BCSI), .But strongback bridgihgt- -617Y roof Iru!§ses is recommended by Car - ht& C6httAbtdfs of America: -Stf6digbac"k bridging se'Nes them. following two pq functions:' One, bridging aligns the bottom -chords .after they are. set -so. they -are uniform. al ''cellih, -on the q along line and .h;!'O''6"w-ith":-c*""e.i"li'ng* . seirvkOability. Twoibrid.gingredu.cese6lativdd&fle.cti"o''n-6fa'diadebt-ttUssdg:: Strongback bOddOg''. does: not: prevent - or reduce -overall individual deflection, espedally any e66ftOss6g, .... .. .. ....... ...........Opfle009.o-_rethan .1/4inch. __ ............. ...... ....... ............ ... .......... .. Si serve rary. o an bracing prigoaqk. bridging in roof. trusses does not se b 4§ ferhob e �6�'m bra - pg � and is not. .intended to . dfi§tribUtd. or share design loads. be*eeh trusses. Consequently, no dpsidh lbad' . been , n accounted for'With thig.detWl and continuous strcjhgback.bHdgihd should 'not bd:atta'c*hed between common and g'irder 'trusses-.. The use :of strongbac.k. 'bridging, sha'fl not. `interfere with other, design considerations as specified .by the Engiriber'6f Record or the Building: Designer. The outer ends ,ot'the 'strong.back.bridging shall be, a ft c -to a wall 'or anoth Or %secure end. r t n . t- or . a I- hed.. aP.sppcified'.by the Engineer of Record 6rAhd BUiJdinq.D6§jgh&r... Str6ri-9back-bridging shall. bea-minimum :of 2j(6.horbini3t lumber. oriented with t"he d*e Oth-vortical-.* Attach ib W4j:common. nails (0JV�x3.5`) nails at% each intersecting membeK '.VVhen extending theThe jor id strongbadk bridging overlap by at. a.minimum -of. two_atipp� of strongback- bridging maybe specified'O rus e "th T : "s Winlufadutbr, Engineer of Redord, or Building Designer. Please * tef&-to. bCz-S,l "'St-rangbackiri.g.'P.r.o.vfiions"' or to Alpine': STROR-18131.014 detail for more information. The graphic shown '(FigUr'6. 1) is� for ,generic :iilu,§trAVve pUrpose only. 6760 F.6rum Drive:S . uite 305, QrlMdo, FL 3282T - (800) 5214790i - (863)422"8685 )�Wp I in&itvVOom.'- ALPINE. i -, 'r t.J.% U L_ t. rN _.L L_ k..Ilt . I :. -) ) Figure.l.. If Lcan be of any further assistance' or -if you Have any questions; ple.a.se. give. me a call. It. William.H.Krick P.E. Chief'E.ngi.heer Alpine an ITW:.Co.mpany Enginqering'Department -QfIttn.dq;- FL 3.!9821. 676.0. - Forum Drive Sbite.365, Cd6ndb, FL 3282 - 1 (800). 521 - -9.7-90 - (8153).4224685 WwWAPine.itw..Wffi STRON GBACK ER IDG . I . NG RECDMMENDATIONS 3UTT.STRTOGETHER --All scab! --on blocks 9.haLL.be:.a minimum-EX4 'stress graded W.mber,l so -At[ strongback bridging .and bracing shall be: -:0L. minim:um 2x6 'stress' qrQ*de.,0 I oi-The :purpose of sirongb ,k bliricig'ft Is: to- ATTACH SCAB WITH 10d;BDK/ N develop 0 r cl* vet 'I ad sharing between .. In-diViduat trusses,: (OAPIVxW). NAILS 'IN -2 ROWS AT' ;SCAB D.C. resulting In an overall ln&eodsle In, the NOTE, IN LIEU OF: SPLICING. AS: SHOWN, � Mes5.0 he ftoor system 2x6, LAP'$TR0NGBACW ZRIAGING MEMBERS- FOR'AT *LEAST ONE .TRUSS SPACING str�,ongback brill in po*�;1,-tloh.e'cl.;OL�;.is�.h'b.w*n' In STRONGBACK SPLICE DETAIL clitcx*lts, *Is' recommended at 10' =01' o.c. <Max,> oThe. terms'bridging' Qrd 'bracing' sometimes ,ND.TEi Details 1. and ;2.are . .th. .0?.eferIr.oCattathrielit methods .ATTACH STRDNGDACK TO WEB 10d COMMON .-are mfstakenly use&-Interchangeabty. "Brqdhg' Is an :(0X48?k3)- NAILS :OR O l t i'Vortdrit: structural requirement 600r uIrement of any f .(4)1W or roof ..5ys.tem. Re r to the Truss. DesIgh 28!x3.0')e NAILS Prq;*Ing (TD.D). Tf. di,�, the�',bi�-ckq*lng�' requirements for 'truss each Individual component, 'Bridging' 00 particularly 'strongbqkck-:;zbrI.Ug!pg' Is - a'.rec6mmeincip-tJoh- for a truss- system to help con-brot.vibration. In: addition' to- aiding :In the: Clistr1b.ution of pbInt toads between adjacent -truss, -strongbac k bridging.serves to reduce NG STIRDNOACk BRIDGING, 'ATTACHMENT ALTERNATIVES AN rMCOMPANY lijZ-4- -*-'--'- "" �a`Q7 mvbxo ar�y FWI—. 1 .4; hFkgU%cn L.bracbg af.tMon. .A sea4 6! V&.dftvbv IN, c~ PC -OFOW ih1z drawl,*. Mcatm'acceptarce of prafeadoral 13723 fiivi*� V&a saWY far - Mp t;:�-Thc VA6" ard 'Usk of." 0_09 , 1 .])!ww Sow 200 f Maryland Metghfs. MO 63pa bounce. or reslaUcLi v!br06tIjpm.re#u(.*tInj3: from moving point lqqclk, :such as footsteps. The performance of all floor -.systems are enhanced` 'by. the. Installation Of s+r6noback. briolginD and therefore :is. strongly recommended by Alpine, For additional Infor 'ma 't16h regarding.strQnigbqqk bridging,.ref er -t.o:-.BCS,1, oullciing Component ta,oity- lnformatfon). PS.vi k I" XNVA012.011 \,r_ __ `NF _,14 '-'i A U ' PSF F ADL t No. 7086-1. :% .T. Z: psir 11C DL PSF I ILL PSF3 T.VE� -�x ' 6VIL . I). PSF w 0 4 uo A S. 3-ss n ti. i ON 03T.GNO' .... ... . .. ............ . ..... ............. .......... n w,.x t 4f, "S.: . fA. -09 sq:94i.k. I.I.i.-TH va R11 ns T 1; ..)Rpx _'CINV S-.0-1a. V-300011, ..' UMA WS . V. Nfill.v: aas W, pJIT MCI 3 III Via - V :.-q o OaA0 f3. q...sa St �j 1-an 8.0. -ON 11145 94" I .I 3 Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valid only for single ply trusses with 2x4 or 2x6 broken members, tVo more than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detail, (B) = Damaged area, 12' max length of damaged section (L) - 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. Apply one scab per face, Minimum side member lengths) _ (2)(L) + (3) Scab member length (S) must be within the broken panel, Nail Into 2x4 members using two (a) rows at 4' o,c„ rows staggered, Nall Into 2x6 members using three (3) rows at 4' oz., rows staggered, Nall 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 165Of. This repair detail may be used for broken connector plate at mid -panel splices. This repair detail ma not be used for damaged chord or web sections occurring within the connector platQ area. Broken chord may not support any tie —In loads, s• L —S► L on �Typlcai + 0 + 0 + 0, + 0 O + O + O + O + Stx agger + = Back Face 10d Box (0.128' x 3', min) Nallsi 0 = Front Face 2x4 Member - Double Row S-taggerl 2x6 Member - Triple Row Stagoere Member. Repair Detall Load Duration = 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# 1415# Web or Chord 2x4 24 r 975# 1 1055# 1495# 1745# Web or Chord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 r 30 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web a Chord 2x6 43950 4500# 52254 5725# Web or Chord 2x4 I•' .4Br 3460# 3540# 4070# 44454 Web or Chord 2x6 5165# 5280# 6095# 6660# Nail Spacing Detail f aMI IPORTANT A FMSN Tladw t DRAV�M U AALLL CD RA=CTORS IIMLL1D1IW TW IHSTALLM, Trusses squire swtrene cue InKdho fabrleaiMi6 ha, shippk�a MetalgV and broclnO. Roper to and rattan the latest rdilen or 2CS1 akudhg e9,4wgnt safety In ereatlan, by TPl and SECA) for safety prnetkas prlor to pwfDrNng ibex@ functlans. Installers shall provide t@mparary �bragN per 7CSL unless noted otherwise, top chord shall have properly attached xtruetural sheaneng bNotton chord w@ shalt have a properly aitacbed ryyld eellln�y,, Locations shown for permanent lateral restraint of webs nnn "R havf bracing installed per W, racifws 13. 37 or 710, as appgeable, Aroly plates to each Face At S�� of truss and poslilon as shown above and on the JOtnt Detaax, unlless notedd otherwise, Refer to drawings NOW far standord plwie pasltlonr, Alpine, a Talon of ITV 7uAdfn Companeniw Ora Inc, shaU not be responsible for any devlatlan from AN rTWMMPANY SWs drawlny any failure is bald truss in eon�armaner wkh ANSI/TPI 1, or for handing, sh1ppkV, hlaailon L'traedng of truss@s. A seal'on this drift Or COV11- Pape Meting iNs drawlrg hdenies acceptance of prpf'axsIonal cr,ghr@,a,.o reepa►uOh1k .solely for the Atshn shown, Tina sdtabllty and ucr of iNs arawfrp erase Lxkefronl DAvs for any s� 71: - iXe rnpansflAtty of iF+e I,tulang Dasgnar per ANSYM 1 Seca. Each cHy, MO 83O45 ror men Mfarnaifon see this Job's general notes ppage QAd ihfsf sob slusl ALPINE, rvs�alPlnrltw.eanl TPL weatp'_net.orol SDCN wwwebetnductryarpl ICG rwraecsala,org Hlnhhum L Dlstnnee 8 L S L Hhlnun D � L ;Distance L MlNnun B i L 0-1 L Dlctonee SPACING 24.0' L F MEMBER REPAIR TE 10/01/14 WG REPCHRI)1014 11�s I q .2 Lumber Size and G'racle--minum,am Requirp-mgmts i1 4 .. -, - - e - 4 . .-Pid 9 PurlYrt rm bri0q., cLfty-SP,(fi0"de bebir REpdtesAnd.9, otkilnit., RIDGE BOARD axi) 1/2 k6tofiv-!J-.1-! r-�- Mk.jY�rpt;�---N 01 v 1,1 4.4-.WXSPM:rNG bi-, -(idwrq BEAK -EVERY MRD, RAFMRS a Ws' p6jw vr 1�mq 'An -Max[mu(n rfi�Arl'rqif height; 3.0-feet. 0:1 x' b mph,.Endoted, C aMR . ' ..rA'.M4xiTuM-ofXXFT-10. X-80 mph; 'n4lQkd".txp 0; X't'_"a u by others) are AtMeMenti ,or-thr.d4§tf-' TRV�S. VALLEf�UNDER VALLEY . RAFTSP-OR RIDGE TRUSS -FR AMFNG +rrf p0leb'-4'-0'!*1dr+-30 p3f (T-L);a;jd -20 pof (.TD) MisfX. 11�Pp. 6-1(ie.criq ?..:fcrea(chr1*'fr" 134valleys bf-SloojQM ind[.""td:"-&;1r!d§' ch6a�d.* thatcripplefocatlonsara b" O.C.-(Typ) Oorf64�44n k4gulrement - Notes .1. 4 16d'td&-1 de d' redtlV 610p1kdMid:. 420106- ing Jlfik '416due, 3. CH0010.'tcR, Sheathlng a 16d. blbtklh9. 5 Mftdet&tWo-Zx6 sleepem. 416dtoe� S. -51dep6i W*A0, 4'16d td& T.Wd 'Aw 51 P, i 0 d t. ir is S 316 td&'. .6. mdtp_:bahrdia -tpof bleick 9 164 toe- 4.16d-t0k, R40.-D.F.0RAMM .7. ..Rldje-bci.2iA1 fm.truVs.- S. .-Fruillti to (T"j. 3�16.otda- .0. Trizi.m.; 6 164kitilf 4'164,tocr .10. Trussto;�r1opti. 4 1 id -Ace; ,I.I. :Tju" to 4 ..ARE USED) .13. 4 16C1104- NAILi -0!' toil MUG 01�.- Use.s a]&. ills naft fat�-.nalls alfs IR fmil$ mlls-.ea,ch s1p4par..9k Ymss ndgs *LS WIS. ftbil$ rw�li fitpple h0b nails. WAMM-M W.4 AM; F6Mtr.Ot tN: s. lo I U RIW XG Wv= M-#U•Wsr i . nk TC DL10 20 7 DAT9 10/91/14 , S -0 0 0 DRWG VACNV-1801015 I b i(i ptr.. t. —1h Be u, 0 .0 0 0 "TAVE of'. �4 -ism Awa.1 wb� w%d.,m 22,,� itt'd ;r* **Lkki-4 *kv P, awmic _0 d &.;o P-.0 hu. 20�. Ift r.c Lm. f�.. c #_%**� 'TO'T. LA3Q 50 47 F31 A TFWODMPAW tRAWs, h c64;01imcir wM 'ANZ171 AI or this:: L p R.. Ykc,. f vvb-.;1-tqv • Fm r4m karftM..Fe* i".. j6b,;Z 04 -know M26=6 _4 .. r—op, - • •n Strong-TeO Wood Construction Connectorst Face -Mount Hangers - I -Joists, Glulam and SCL W-61 _............_.............................................................._....._........_.........--'---......_.........................._...__................_. ....._._._._............._..............................................................................__..__....._..._....-'---...._......_........... E a 10 These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. IA Carried Dimensions. Fasteners' Allowable Loads Member (in;) (in.) - Actual;', DF/SP = SPF./HF: Joist _ ; Model :. , Min / Cadet Size.. No. y Web = - Max. Species Header, ;Species Header Ref. (in.) '� o Stiff W H B Face <. Joist bplift Floor Snow Roof Floor Snow a Roof cs Regd: ' (160) (100) (115), (125). (100) (115) i {725) Min. (14) 0.148 x 3 - 70 1,660 1 ,05 1,805 1,425 1 55 1 555 IUS2.56/16 - 2/e 16 2 Max. (16) 0.148 x 3 - 7 z : � 0 r1,805 1,8.;� t- 1,8C,: ,, a }51,555 16555 21/2 x 16 MIU2.56/16 4 - 29AG 15'i6 21/2 - (24) 0.162 x 31/2 (2) 0.148 x 11h 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 • ✓ 291s 101h 2 - (16) 0.162 x 31/2" (6) 0.148 x 11/2" 970 1,945 2,205 2,375 1,675 1,895 2,045 HU316 / HUC316 • ✓ 29/6 14% 21/2 - (20) 0.162 x 31/2 (8) 0.148 x 11/2 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, MIU2.56/18 m 2 s 7: 171e' 1 2 h ., -: 1. m (26) 0.16,2 3 /z 4 Iz (2)_0 748 0.1 `'230 3;745 4,045,. 4,045.E3220 3,480 3,480 LA 21/2 x'18 HU316 /,HUG316 - ✓ i 29% 1'41k, ,'' 21/2 - , (20)0 1 .16 X31ht; - (8)�0.148 x 11h" ': 1515 21975 3;360 � 3,610 "2 565 2,895 (,3,i10` 21h x 20 MIU2.56/20 - ' 291s 197% 21/2 - (28) 0.162 x 31h (2) 0.148 x 11/2 230 4,030 4,060 4,060 3,465 3,495 13,495 2112 x 22 ; to 26 t . MIU2.56/20 • ✓ ° .. 291s 1931 s� . 21/2 - : °(28) 0162 x 3�/z `` - (2) 0.148 x l �/2 . 230 4,0 30 4,060 4,060 31465 31495 3,495 29X to 266 to 2916' wide joists use the same hangers as 21/2" wide joists and have the same loads. 3 91h MIU312/9' ; . • - 3'% 911s': 21h - (16)'0.162 x 3'h ` (2) 0.148 x 11/2 230; 2;305, 2,615 2,820 1980 2,245 2,425 x HU210-2./-HUC210=2 ` •" ✓ 31✓s 81% 21/2 Max., z :(18),D.162 xV/2, (10) 0148 x 3 ;x 2;680. 3,020 3,250 2 305, 2,605 2,800 .. ,: �7 IBC, 3 113/s MIU3.12/11 • - 3M. 111a 21/2 - (20) 0.162 x 31/2 (2) 0.148 x 11/2 230 2,880 3,135 3,135 12,475 2,695 2,695 FL, x HU212-2 / HUG212-2 ✓ 3% 1091s 21/2 Max. (22) 0.162 x 3Yz (10) 0.148 x 3 1,795 3,275, 3,695 3,9701 2,820 3,180 3,425 LA i ' HU3.25/12/HUG3.25/12 ",' 31/4 . 113/4 21h - (24) 0.162 x 31h (12} 0.148 x°3 y5 3;570 4,030 4,335 3 075 3,470 3,735 - `HU3.25116 / HUC125/16 -' , • •• � 3114 :13131c � 21% � Min (20) 0162 x 31/2 " (8) 0:148 x 3 . 1515 2,975 3,360 # 3 610 2 560. 2,890 3105 Max: (26) 0.162 X_31/z (12) 0148 x 3 = ', 1, r ^� 3,870 4,365 4,695 � 3 330. 3,755 _ 31A glulam : HUCQ210-2-SDS - .3.�/< ' 9- `_' - 3 = (12)1l4!' X21Iz.` SDS (6) �/a _x,21h" SDS 2 4 5 4 31 T,3 5 4 31 [,?3 �60 1,710 3,71Q FL HGUS3.25/10 3,1/4 85h �, ,<" (46) 0162 x=31/z "(16) 0.162 x 3'/z 4,095 9,;100 9,1001` 9100 7825, 7,825 17,K5 IBC, HGUS&2511,2 •,.- 31/4 .105/a. _ _4 - ,(56)0,162x31hi "(20)-0.'162k311z ; 5,040 9,400 9400 9460�;8E085° 8,086 $,085' FL LGU3.25 SDS - 31/4, 8 to 30 . 41/z -, (16)'/4',' x 2l I SDS (12)1/4",x,21W SDS 5,555, 6 720 7 i1, ', 7,31 4 840 '5,265 a,265 31h 51/a HHUS46 - 35/a 1 51/a 3 - (14) 0.162 x 31/2 (6) 0.162 x 31/2 1,320 2,785 3,155 13,40512,395 2,715 2,930 x HGUS46 - 3% 4346 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48 q = 3s/ts 611+s 2' - (6) 0162 x 37h'% (6) 0:1�62 x 31/z €, G 1595 ,1;815 1964 1;365 1,555; 1,680, 31h x 71/4 HHUS48 - -35/a � 71/a 3. - (22 0.162 x 31h` (8)�0.162 X 31/z'"' 1,730 4,210 4,770'' 5,140 3 615° 4,095�1 4,415 HGUS48,:, - '3% 7116 4' - (36) 0.162 x 31F1, .-(12) 0:162 x 31h 3,235 7,460 7,460' 7,460 6�415 6,415 1,6,415 IUS3.56/9.5 • - 3% 91/2 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 - 391a 81% 21h - (16) 0.162 x 31/2 (2) 0.148 x 11/2 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • • • ✓ 39AB 83/a 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 970 2,015 2,285 2,465 11,735 1,965 2,120 HUS410 - 391e 8/1s 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/2 2,990 2,125 2,420 2,615 11,820 2,070 2,240 HHUS410 1 - 35/s 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/2 1565 5,635 6,380 6,44514,845 5,486 5,545 31/2 x 91/z HU410/HUC410 • • ✓ 391s 85/a 21/2 - (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 7,460 17,460 16,415 6,415 6.415 HUCQ410-SDS - 391s 9 3 - (12)1/4" x 21/2" SDS (6)1/4" x 21/2" SDS 2,265 4,500 4,500 4:500 3,240 3,24.0 j 3,240 - HGUS410 • • - 3% 911s 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 91100 9,100 9,100 7,825 7,825 7,825 IBC, LGU3.63-SDS • • - 3% 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 4,840 ,840 4,840 LA MGU3.63-SDS • • - 3% 91/4 to 30 41h - (24)1/4" x 21/2" SDS (16)114" x 21/2" SDS 7,260 9,450 9,450 E6,720 0 6,805 !6,805 6,805 IUS3.56/11.88 +. - 's .35A .11.31s> 2 - . (12} 0148 x 3 - 70 1;420 1;615' 1,745 I1220 � 1390 1,d85' MIU3.56/11 - - t344s 1T/18 21/z -, (20) 0.162 x U414 '` • ✓ 3sls 10" 2 - =(16) 0.162 x U2 HHUS410 i - .[ 35/s 3.. - (30) 0.162 x 31/z,.. (1 HUS412'� 9/s 101/z`" 2 , - (10) 0.162 x 3'h't ,(1 31/2 x 117A °HU412 / HUC412 - - ° 39/ts 10-54s 21/2 Min (16} 0162 x 31h Max (22) 0162 X 31h ' HUCQ412-SDS • - 4%,, 11- , - (14) )/d' x 21/z'"5DS (6) HGUS412°,.� = • • 1 - = 3 a, 1OY," . 4 - (56) 0.162x3'iA .(z LGU3.63-SDS 4- , 3$/a 8 to 30- '41h '- (i6)1/<" x 21/2" SDS, (12 MGU3.63-SDS • -' E 35A' 914to�30 41/z - {24) ?/4'" x 211z" SDS (16, HGU3.63-SDS - 35/a. '11 to:30° '41/2 1 - (36)'14" x2 i'°SDS (24 46 THA/THAC Adjustable Truss Hangers v, 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 specked 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 3/4" 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'/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/e" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/d far THAC422 for 422.2 426-2 THAC422 13/i typical 2kYfor THA422-2 and THA426-2 THA418 k � " Double 42 — 2 face nails Use full table value (total) Single 4x2 �a 4 top nails Face nails To nails See (totaq per nailertable per table " y" 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 head( ® Double -Shear Double Dome Double -Shear Shear Naifing Nailing Side View Nailing Side View; (Available on Do not Top View ! bend tab some models) 86 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 lypl,al I"n v Top Flange Installation `er to tnote 5 p.187 THA/THAC ...-.................. ........ --------- ............. ............ ..... ...... _... _............ ................................... -...................................................................................................................................................................... . Adjustable Truss Hangers (cont.) I* These products are available with additional corrosion protection. For more information, see p.15. El 0 1'/z — (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 11,750 1,750 1,750 450 11,330 11,330 1,330 THA29 18 1s/a 911Aa 5Ye 27/s — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2:610 2.610 2,610 450 1,985 1,985 1,985 THA213 18' 75/a 1334s 51h 2 - ' (4) 0:748 x 3 i -(2) 0.148.x 3 , (4yo,148 x VA ` 1,466 1.4030 : 1,4.60 `` °1:`70, 1 1( 1;11G" ". THA218 18 15/a 173A6 51/z 2 — (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/z — 1;460 11460 1,460 1'.10 1.',10 1:110 IBC, THA21842 16; 17'A, " 8 2 - — j4)=0762=x"3'h (2) 0:162 x 31h. (6) O'.148 x 3 -. 1 -60 1.995, 1 94b 45V 1,v1( 1 15 ' FL, .31V . ,. J(4)0.162x3'/2J(2)0.162x31/2 THA222-2 16 31/a 22Y1s 8 2 — (6)0.148x3 — 1,960 1:995 1,995 — ';490 1,515 1,515 THA418 116 1 3s/a 117'/z 1 7% 1 2 1 — 1(4) 0.162 x 3'hl (2) 0.162 x 3'/z 1 (6) 0.1480 3 ( — 1 1,96011:9951 1,995 1 — 11:490 11,515 1 1,515 1 THA426 114 135/a 1 26 1 77/a 1 2 I — I(4) 0.162 x 3'/z1 (4) 0.162 x 3'/z 1(6) 0.162 x 3Yz1 — 12,43512,4351 2,435 1 — 12,09512,0951 2,095 THA426-2 114 1 71/4 1261/a1 93/4 1 2 1 — 1(4) 0.162 x 3'/z1 (4) 0.162 x 3'/z 1(6) 0.162 x 3'/z1 — 13,33013,3301 3,330 1 — 12,86512,8651 2,865 THA29 118 1 15/a 1911/61 51/a I — 19"As I — 1 (16) 0.148 x 3 1 (4) 0.148 x 3 1 525 12,26512,265 I 2,265 1 450 11950 11950 1 1950 THA218 118 115/a 1173A61 51/z 1 - 1173A6 I — 1 (18) 0.148 x 3 1 (4) 0.148 x 3 1 855 12,450 12,450 1 2,450 1 735 12105 12105 1 2105 1 THA222-2 16 3Ya J22Y%J 8 114'/6 I— THA413°`" 4' 35/a 73-s 41h— THA418 16 35/a 171/z 77/a — 141/s — THA422 I6 35Ja " 22 71a ' — 141/s THA426 14 35/a 26 77/a THR422 2 14 7Ya 221t/s ,9?/4' — 163fis — THA426-2 14 71/4 261/s 93/4 — 18 — FL 0162 X 31h (6) 0' 62 x 31h 1,855 1110 13,310 ' ;� =0 ?4 4845 IBC, 0.162 x 3'/z (6) 0.162 x 3'h 1,855 3;310 3,310 3,310 1,595 2;845 2,845 2,845 1 LA 0.162 x 31/z1(6) 0.162 x 31h11,855 3;31C 13,3101 3,310 1 1595 12:84512,8451 2,845 0.162 x 3'/z1(6) 0.162 x 3'hl 1,855 1 4,415 1 4,480 1 4,480 1 1,595 1 3,795 1 3,855 1 3,855 0.162 x 31/z (6) 0.162 x 3'/z 1,855 5,520 5,5201 5,520 11,595 14,745 14,74 J 4,745 1. Uplift loads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11/2" min. top flange are based on a single 2x carrying member; all other top -flange installation bads 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 verticalty according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed either straight with straighted 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. FL 18 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers gRr 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, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through huo points on each Joist rail 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 bads. • 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 Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1' for 2x's 1'fi6" for Vs ' O H m d. W B ,, LUS28 er HHUS210-2 F- SIMPSON i•0 4':, MUS28 a • • av c `-e • • � 4 stria HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong-TieOl Wood Construction Connectors Face -Mount Joist Hangers (cont.) Model ' No. H Height . , 9 t pa- , Dlroens�ons (in:) Fasteners .: W H B � Carrying Member " a - Member Single 2x Sizes LUS24: 251a 1$ 1';4s . 3?/a 13/4 _(4) 0.148 x 3 " {2)°D;198 x 3 -. WS26 '. 0. 1SAG �43/4 1*4 _44}„01480-: (4).0148x3 �. MUS26 411% 18 1 s/ia 53AS 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45/6 16 15/a 53/a 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26 . 4a16 , ; 12 :'° .15/e -='5N, 5 :(20} A:j 62 x 31h (8) 0.162 x 31/2 LUS28 41iic" 18: 1 sha '' 65/a 13/4 ` " '(8) 6148 x 3 -(4j"0148 x 3 , MUS28 61A6 18 19/ia 613AG 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/a 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31A HGUS28 69A6 12 15/e 71/8 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 18 1 a 71 a `3/' 14 . ()8x .1f8k 'LUS210 ()0' HUS210 , 8a/a 16 3 (30) 0.162 x 31/z (10) 0.162 x 31/2 , HGUS21 - 12 14-_ 91/e i 5` 62x31%2 -(1Q}0U162x314' 1. See table below for allowable loads. These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installation t with Strong-Drive0' SD Connector screws. See pp. 335-337 for more information. ° DF Allowableloads ' ` � � SP Allowable Loads � ', SPflHF Allowable Loatls f Code Model No. Upliftl , ,, Floor ` (100) _ Snow' (115)- -Roof (125) Wmd d: (160); Upliftl ;, �(160) Eloor (100) :; ��Snow ,,(i15) Roof. °(125) Wind - (160), Up'hfti ° (160) .. Floor „ , (100) Snow (115) Roof (125) Wind" ' (160) Ref.,, Single 2x Sizes LUS24 `," 670° 765 $20 ,1;045; 445- 725, 825," ',890 °. , 360 ° 495 565 - 605 770 LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26 93 1,295 1,480= 1;560 =' 1,560 930 °:"�1,405 = 1,560 � '4 O 1,� t�0; ,, &10 , 955 1�,090 1;180 ",350,:' LA HUS26 1,320 2,735 3,095 3,235 3,235 1.320 2,960 3:280 3 2s0 3,280 1,150 2,350 2,660 2 780 2,780 HGUS26 cr^ 4,340 _4,850: 5,170' 5,390 8tra; r ; "4 690 , '5,220 _."U90 ,390 , a 780 3,225 , 3,61f0 3,87& , 3,985` IBC, FL LUS28 1,165 1,100 1 1,260 1,350 1725 1165 1195 1,360 1465 1,730 865 810 925 1,000 1,270 MUS28 1'320 1,73Q 1,97�� ; 2,125 . 2,2� ., f,82 1,875.: ',2,135 2,255 f,,2�255� -`1�1a0- _1,270 1,455 ';1,575'. _1,955� C LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4;095 4,095 4,095 1,480 3,520 3,520 3,520 3,520 HGUS28, 1;050 . 7,275 : 7,275; , 7,275"- 7,275 w1,650 7,�75' 727 , ° =7;275' 7275.,, 1325 0 "3;6'b ', :3820 3,975 4,250 ' IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, 2,635 450 ;5 5,830 a 8 2n35 , v z . ,-.2,330 2,4� �, 825HUS210.: LA', HGUS210 2,090 9,100 4;JOO 9,100 (),1 oo 900 9,100 9:10) 1 1,545 1 6,340 6,730 F,:73Ci 6,730 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 451. 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 bpeclfy angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 LUS/M US/H US/H H US/H G US These products are available with For stainless Many of these products are approved for installation 15 additional corrosion protection. 15 steel fasteners, 6 with Strong -Drive` SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. SS� 4c" 55 4 Min. Dimensions (in) Fasteners (in.), DFISP Allowable Loads " SPF/HF Allowable"Loads �. Model Cotle_ 'Heel Ga. No Ca[rymg Carried uplift Floor', Snow Roof Wind1. Uplift Floor Snow" "Roof�� WJnd Ref Height; W. H:: ,B Ifi.rih.i eeamhc;r rigor ""tinhi: "Him. ti!;%, tiara runt" tinm litist liD61 ream , Double 2x Sizes HHUS26-2 45/�e 14 35/is 1 5% 3 (14) 0.162 x 31/2 (6) 0.162 x 31/z 1 1,320 1 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 016 12 34ii6 I 57A6 4 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 14,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 IBC, FL, LA :HGUS282;_;-,,- .6%6 12 ,3356 73A6' =4', (36).0162,x3'/i (12)0:162'x3'h;.3235147,460<�"-7,41i0" 7460, 7,4,60 2,780-6415,.6,`415,;6,415 6;415 LUS210-2 67A6 18 31A 9 2 (8) 0.162 x 31/z (6) 0.162 x 31/z 1,445 1,830 2,075 2,245 2,830 1,245 1,575 1,785 1,930 2,435 HHUS210-2 83/a 14 3-A. 8IA 3 (30) 0.162 x 31/z (10) 0.162 x 3'h 3:550 5,705 6,435 6,485 6:485 3,335 4,905 5,340 51060 5,190 HGUS210-2 8-1/1. 12 35/16 93A6 4 (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes 'Hb M2b-3 - ( 4ft,;3,1"L" 4'�A6,b"Y2. -4 [LU)U.)bZXii'/2<F.(dlU:1bZkd'/2 •Z,133S %i54U 4,ZSOU: ,S,JI,U n,31Z IbO-,, 4,44,? 0,1�5 IBC, FL, HGUS28-3 ;'," "VIA6 ':12".41-IA6 71/a ,..4 (36),0.162x3?h' (12)D,162x31h 3;235 Z460 7460 7460 7,460 2,780`"'6,415' 6,415 6415 6;415 LA HHUS210-3 83/s 14 411/�6 87/s 3 (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 813A6 12 415AG 91/a 4 (46) 0.162 x 31/2 (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212-3 10✓a 12 47% 103/a 4 (56) 0.162 x 31/2 (20) 0.162'X 31h :;,6'rr � ." S1' ? ,G,04 : 9,04 4,900 ". t 7c0 7,?du "7,78t) I,78L1. IBC FL, LA Quadruple 2x Sizes ,HUU6215-4 b%2 ,1L b/% b7i6 '(LU)UlbLX3%z<' B)UJb2X3/q";L1bb`"4,34U;_ 4,i5bU 5,IlU :b,blb I,tlbb 3I3U,'�4,=JlU. 4,44b 4,la5 IBC, FL, HGUS28-4 71/a 12 69/i6 73A. 4 (36) 0.162 x 31/z (12) 0.162 x 3Yz 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83/e 1 14 1 61/a 87/6 1 3 (30) 0.162 x 3Yz (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL IBC, FL, LA 4x Sizes �LUS46, ;; 431a 1 18 1 38he 43/a [' 2 (4) 0a62 x 3Yz (4) 0.10 X 31h .,U; ' 1030�11170 1.1265 ] 1,5951 910 < ] 885' t 1,066,11;090 ] 1,370'1 IBC, FL I HGUS46 = 4tAs 11 12 35/a 10, 1, - 4 (2010.162 x 31J2 k (810.162x 31/2 2115514,3401050 .5,170 5,575 1,855' i 3,780 1, 4,170 1,4,445 4,795- LUS48 43/a 1 18 1 3aA6 63/a 1 2 (6) 0.162 x 31/z 1 (4) 0.162 x 31/2 1 1,060 1,315 1,490 11.610 2,030 1 910 11,130 11,280 11,385 11,745 1 IBC, FL, HUS48 6Ya 14 3a/f6 7 2 (6) 0.162 x 31/2 (6) 0.162 x 31h 1,320 1,580 1,790 1,930 2,415 11135 1,360 1,540 1,660 2,075 LA HHUS48 61/2 14 3% 7Ya 3 (22) 0.162 x 3Y2 (8) 0.162 x 3Yz 1,760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67/16 12 35/e 711A6 4 (36) 0.162 x 3Yz (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 HHUS410' : ` #"`" 83/e" : 14 35/s " 9 3 "" (30) 0:162 x 8l/z -'(10) 0.162 x 31/z a ;psi 5 705` 6 435 'i ,48� " 4G 3 265a 4,905' 5,535 5 67 5 575- HGUS410 "�" 83116 ' 12, 35/e 9Yi6 -4 (46) 0162 x 31/V �Tl6) 0.162`,x 31h, 4,095 9100 9 0D 9,100. _.. 9',100 3,520 7,825 .7,825 7,825 7,825 IBC FL, LA HGUS412 1034s 12 35/s 10346 4 (56) 0.162 x 31h (20) 0.162 x 3Yz 5,695 9:045 9,045 9,045 9,045 4:900 7,780 71780 7,780 7,780 HGUS414 117/is 12 35A 127i6 4 (66) 0.162 x 31h (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes FL 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 bads. 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 ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable loads. 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 21/2" nails in the header and 0.162" x 31/2" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1 W 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 -Tie® Wood Construction Connectors SIMPSON a 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/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/z" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table 1 Many of these products are approved for installation with Strong-Drivee SD Connector screws. See pp. 335-337 for more information. Typical HTU26 Minimum Nailing Installation HTU26 y.N ' .11. - truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Alternate Installation - HTU28 Installed on 2x6 Carrying Member (H71J210 similar) Model Min.," Dimensions (in.) Fasteners {in.} DF/SP RI(owable�Loads SPEIHFAllowable Loads Code No. . Hest Height _. W li g Carrying Carned. Member, Member Uplift (160) Eloor (1Q0). Snow Roof "(11� " (125) " `Wind (160) Uplift (160) Floor. , (100) $Hour (115} ,Roof, 1 Wind Ref. Single 2x Sizes HTU26 31/z 1a/a. "b?fia 31/2 {20)7}:162X31h; {fl)DU9$'x1'/z"`" 'fU 2�6 {4 ?,Pry 2,t73 E7t1 �' ,1,63i). HTU26 (Min;)' . " 31a'"' 15/a =5'�tie `3✓2; (20) 0162 X 31h� ;(�14),0 48 x.11/2 ''1,25Q 2,940, 3,200� ''3,AQ" 3,200 1,075 1,852. 2 4f5 , s2,015 �]2,920 -HTU26"(Max: ,"< 5"li, 1 a/a' °51e 31/i �(20)"0162 x 31h' "4p) 01,48>< 'h 1,555 2,940, , 8.3� 31NB0 4,010 . 1,335 2;530' 4 855: �s IBC, HTU28 (Min.) 37/a 15/a 7Y,e 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 FL, HTU28 (Max.) 7114 15/8 71A6 31/2 (26) 0.162 x 31/z (26) 0.148 x 11/2 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 LA HTU210 (Mid.) 37/s, 15/a 91fie 31h : (32) 0.162 x 31Fi"`(19) 0.148 x71/z '1,330 4,300 4,3 3 : 0t1" •4 31il. 1,145 3 3,?2u" ; 3.225 HTU210_(Maxc) 911a " 1 Sh 9'hs= 31h . (32) 0.162 x 3'h° ' (32} 0:148 z 11h �3,315 4,705 31A _5356 5 995 2.850 4,045r 4,56s � ,,4,3 �1.i '5,155 Double 2x Sizes HTU26-2 (Min)"37/s-=� 3-M, �06 31h' ' (20) 0.162 x 3"h , (14) 0.148 x,3 1 1,515 J 2,940.E ,'` ,580 .3 910 " 1,305J 1,850 2,090' , 2,255 HTU26-2 (Max.) 5?4, ; 35/6' 57ha 3'h (20) 0.162 x 31h (20) 0.1480 ' 2,175 , 2;940 a 8 320 ,580 " 4 480 1,870 2,530 2,655 " 3,080 , 3;855 HTU28-2 (Min.) 37/a 3-6 711A6 31h (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 113C, HTU28-2 (Max.) 71/a 35Ai6' 7Yi6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 4,655 5:825 2,995 '3,285 10: ' 4,035 t S,C10 . LA HTU210-2,(M n.) - 3'fa' 3� 6: � A6 31/i , ,{32) 0:162 x 3Mi ; . (14)"0 T4$'x`-3 a 1,755 4,705 4,$15 4,815 4 815 1,510 3,530 3;610.; ;11610 _ "3;610 HTU210-2 (M# ); ;9?l 3�5s. '911i6. 3'%z': ;'(32)"0162 x 31/z . {32) 0,148,X<3 ;' 4,1101 4,705": 5 � li3 „5 730 6,5 "5 ; 3,535 "' 4,045 4466' ' 4 , k'`" . 5 05 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/s" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie" Connector Selectors software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 z Z a i O O w 0 Z O Z 0 U) a m 0 O rn 0 N 0 0 Simpson Strong -Tie" Wood Construction Connectors EMM i Face -Mount Truss Hanger (cont.) @ Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. wternate mstaiiation iaeie Tor zx4 ano 2Xb Larrying Member "Min'. , Fasteners (in) DFISPAITowabie Loads SPF/HF Allow file Loads Model 'Heel h Minimum Car in ry g ,' [ 3'Code "Tibor'Snow- No Heigfit Member" Carrying Carried ;'�" Upllft' ,,Floor .$now, tToof ' Wind gplift - "Roof .' Wind; Ref. " "o (in j Member ' Member (160) (100� 115} _. f125) . " ° j�160} (60) , (a00)�; (160) >, :- HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 11/z 925 1,470 1,660 1,790 ;,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51/z (2) 20 1 (10) 0.162 x 31h (20) 0.148 x 11/z 1,240 1,470 1060 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC, HTU28.(Max)t7'1Ja" ;';(2}2x6 `(20)0.162x31h`(2fi)10148z11h 1,970 2�940 3i�2 Aa40 ,3,905" 1;695 '2,530, ^,f FL,LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/211 Maximum Hanger Gap) Min Dimensions (in.) Fasteners (in.) OF/SP Allowable Loads SPFIHFAllowable Loads Model,:- No. Heel Height W H g Carrying °' Carved Uplift, Floor Snow Roof Wind Uplrft- Floor Snow , Roof Wind Member.=. Member (160} (100) ,(f15) (125) .(160) (160),' (100)� (115) (160) Single 2x Sizes HTU26'`: -' 31Iz 15� 57ti6' 31/z (20) 6.162 x 31h <t1110148 i' 1`1/z ` : 635 2'.39 2.2 5 2-390 2.395 4� - '�ifl of it1 IBC, HTU28 (Min.) 37/a 1-/a 71% 31/z (26) 0.162 x 31/z (14) 0.148 x 11h 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 71/4 15/a 7Me 31/z (26) 0.162 x 31/z (26) 0.148 x 11h 1,920 3,820 4,315 4,655 5,015 1,695 2,865 ' 3.235 3,490 3,765 LA HTU210(A4in) " ' - ;37/a" . 1$/a 9146 31h "(32) 0.162 x 31h- (14) 0.148 x 11h 1 25943,600 3,600 ;"3;600 3,600 ; 1075 ` 2 700 2,700, 2,700 2,700 HTU210 (hoax) ;, < 911a . , 1$/s 9'tie . "31h (32) 0.162 x 31/z (32) 0:148 x 11h. ;3 255 "" 4705 .5,020,' 5,020 5,020 2,800. 3,530 3,765 ; 3,765 " 3,765 Double 2x Sizes 7° 1 i HTU28-2 (Min.) 1 37/a 35iia 71% 1 31/z (26) 0.162 x 31/z (14) 0.148 x 3 11,490 13,820 3,980 13,980 3,980 1,280 1 2,865 1 2,985 1 2,985 1 2,985 1 IBC, FL HTU28-2 (Max.) 1 71/4 3,54a 1 71/a 1 31/z 1 (26) 0.162 x 31/z 1 (26) 0.148 x 3 1 3,035 13,820 4,315 14,655 5,520 2,610 12,865 13,235 1 3,4Q90 1 4,14 ? 1 LA, I 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/V and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSI/TPI 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. B. 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 HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/B" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete <:nd �44" x 2aa Titen 2 screvus (I,,Aodel TTN2-25234H) for G -CMU. Follow all installation instructions and use the loads from tl,e sawn lumber or EVVP 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 3/1e"-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 Kits 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 37/3" is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 1 ?%s" is oermitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 erl,.yz' [,� EF-7-02-21 HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUG410 Installed on Masonry Block End Wall 23 i, E Simpson • • •1/ • • •tors• . i 4 HU/HUC/HSUR/L 'e -.-........................... - ........... ._............................. -...... -..................... _....................................-......... _-...... ...._._................................................................................................................................................................. -......................................... Medium -Duty Face -Mount Hangers (cont.) ® These products are available with additional corrosion nrotPrtinn. For mnrP informnfinn_ saa n_ 15 Model " HU26 HU26X (4) 1/4 x 23/a 1 (4) 1/4 x 13/4 (2) 0.148 x 1'/2 335 1,000 335 1,545 HU28 . HU28X (6)'/4^,x 23/a (6} Ya x=13/4 (4) 0148 k l ih >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 (Min) °� HUC26 2 /a 2 ax a 8 x 760 2 0003/a 31200. HUC26 2 f_ (12)''l4 x 23/4 ` (12) ^'/a 7t'13/a (6) 0148,x3 7135 ' 3,000:. 1,135 3"950 HU26.3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8) 1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)114 x 23/4 (12)114 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU210 I HU210X (8)'/4 x 23/4 I (8) 1/4 x 13/4 (4) 0.148 x 11/2 I 545 I 2,000 I 760 I 2,415 i 171I /1:7 AAin l •.T, 41 t/. :. 73/. " .: , fi 4\Al. nYG IWZ tIfi*;)",'s r1U4L,l U"L �IVIdX:J "' (It$� %. -X 47'4 tlt3� %4"7(=1 Y4 "„(IUf 1119iSFXS __'=l ifUU", ". ;4,ODU ,' I",buu "butsb HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)114 x 23/4 (18)1/4 X 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212' HU2, x 014{) h 2 50 11353?/a12X '2 6,65 HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)114 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/a 1 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU214 HU214X (12) 1/4 x 23/a (12)114 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214 2 (Min.) .., HUC214-2 (Min) ," (18) %a x 23/a ; {18) Ya z''13/4 (8) 0.148 x 3 1 515 4,500 1-,515' 5 085•' , HU214 2.(MaX j HOC214.. (Max.) ., ,(24) t/a x 23/a (24),?la x 13/a (12) 0.1 A8 X 3 „ .2 015 5 085 ;', 2,015 54 85 u.__. . HU214-3 (Min.) HUC214-3 (Min.) (18)114 x 23/4 (18)1/4 x 13/4 (8) 0,148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)114 x 23/4 I (24)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216-` HU216X'' (18) %q, x 23%4 {1$} Ya x 1a (8) 0.148 k°1;�h,5I5 ° 2"920 1;515 2 920` HU216-2 (Min.) HUC216-2 (Min.) (20)114 x 23/4 (20)1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)114 x 23/4 (26)1/4 x 11/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216=3 (Min)' , _ , HUG216=3 (Min.) {20);la x°23/a (20) la z 31a ; 0148 X'3 1,510 > : 4,920- 1575 4,920 %HU216-3 (Max) :HUC216s3-(Max.} ° , ,(26)' , x 23/a - (26) lax 13/a , ' `(12) 0,148 x 3 - 2 015 5 085: ': - "- 2;015 5,085 .. HU7 (Min.) (Not available) (12)1/4 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)114 x 23/4 1 (16)1/4 x 13/4 (8) 0.148 x 1'/2 1,085 3,485 1,085 3,485 HU11 (Min.) (Not available) (22)1/4 x 23/4 (2 2) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 1 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)114 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 74147Ulin) „ � (Nofievailable) (28):1/aX 2314 (28)1/4;x 13/a �(8) 0.146 1"1z 1515 , 3,485" ' 1;615 n3 #85 HU14 (Nlax) (Not,available} ' (36)'?/ax 2a �� (36)'17a x�1?/a(14) 0.148 x,111z 2 015 ,. 4,245 `� 2 015'" 4,295 38 STAGGER JOINTS - Z W Q z z T UPLIFT/SHEAR ANCHOR--T--�� EACH TRUSS - SEE B/SKI PLAN NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRU55 BEARINGS A SCALE, NTS SKI ED HEEL ROOF TPU55ES ROOF SHEATHING- SEE PLAN 50FFIT/FASCIA- SEE RAISED HEEL ROOF TRUSSES -SEE PLAN W N RIBBON BOARD - SEE SCHEDULE FOR SPACING RIBBON BOARD- SEE FASTENING TO w N SCHEDULE FOR SPACING t TRUSSES FASTENING TO TRUSSES WALL SHEATHING -SEE PLAN MIN. 15/32' CDX PLYWOOD OR E 1/16' OSB WITH 8d GUN NAILS (0.131' X 2 1/2') o &' O.G. TO UPLIFT/SHEAR GYP. GEILING- MASONRY WALL- RIBBON BOARDS ANCHOR EACH SEE PLAN 4 SEE PLAN TRU55- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARINGS DE3SCALE:NTS RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN l0.131' X 3') (Vas 2X4 SPF'2 24' TO EACH TRUSS, (4) EXP. EXP. B, NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 3') (VasMPH) 2X4 5PF02 IV TO EACH TRU55, (4) EXP. EXP. G, NAILS AT JOINTS ENCLOSED N U Do "UZOLL3 0 - Lu ,,; .¢¢x w-8 �o w Z w 3 U J ly 3 3y �A U ?d> u a o 0 SHEET TITLE: RIBBON DESM FOR RNSEO HEFI ROOFiRU55F5 SHEET INFORMATION: JOB NO: .d IId D—SUED: I1.00.16 REVEMD BY: M SK.I AUNNE Akl7WCOMPA W", January.1.0', 2U20' .Carpenter Contractors of America, Mt. `30.6 Avenue di NW Win.terflaven, #,L,331189062,0,1 Dear ',Matt - lfha's' come my attentloa`ffia-',some qqes . tions were raised concerning 5/8'" dieter' holes ;' illedthfu-t' e chords (wideffic6)* qfsys.42 gable end trusses0 -toall w..for ' threaded rods iisled'.fdr If the 's'e"':g'Able ends are -'overvc onti4ttotis s�tipp.Qrt with the," face no,pIo:sp..'I..a,ni,4' OJC with"' t.d "amagi'ngAOY Cbnh't6f'Plates or vertic dtwP� sthen. 3- no-repaIs required'.1he truss onl y supports 2 feet.of floor' :loads :a-hd,,nd additional IfYbt, have asegi ..apy questions "' pI'-e"' ve,meLacall,, silic6 * I - we yX S NP10. STATE F 0- STA I - g klj 6760:P.6rum brim Suite 305,. Orlan do, Fi. 32821'- www.plp'J,n'eitW,.,.C.qm ALPINE .IilY'4 "P.' FL REG# 278, Yoonhwak Kim, FL PE #86367 TN3 doc none has been ei nlcagy signed and sealed using a D190a1 SlgansWrs. Printed copies VAbout on orv" swA tee nwd be veriRed using dw original electronic version. Alpine, an'ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com 'Sitp, I nf orroap on: Customer. Carpenter Contractors of America Job Number N334504 Job Description: 7A5l320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB E EV.D/F Address: job F-bginoering Criteria, Design Code: FBC 6th.ed 2017lntelliVIEW Version. 17.02.02A through 18.02.01A JRef # 1 WX Q89750102 Wind Standard: ASCE 7-10 Wind Speed (mph): 160 Roof Load (psi): 20.00-7.00- 0.00-10,00 3uilding Type: Closed Floor Load (s : None This package contains general notes pages, 30 truss drawing(s) and 5 detail(s). ffiem; Drawing Number Truss ;' 1 224.20.1548.18592 Al 3 224.20.1548.18234 A3 5 224 20.1548.19262 A5 7 224.20.1548.20107 A6 9 224.20.1548.19855 A8 11 224.20.1548.23819 A10G '13 224,20.1548.19138 B2GE 15 224.20.1548.20153 C2GE 17 224.20.1548.23756 D2. 19 224.20.1548.19418 V4 21 224.20.154823586 ER 23 224.20.1548.23695 EJ3 25 224,20.1548.1,9637 CJ5 27 224.20.1548.23694 CJ1 29 224.20.1548.18576 HJ7 31 A16015ENC101.014 33 GBLLETIN0118 35 VAL160101014 Item , Drawing [+number Truss. 2 224,20.1548.19092 A1A 4 224;20.1548.19841 A4 6 224:20.1548.23818 A5GE 8 22420.1548.19840 A7 10 224.20.1548.18702 A9 12 224.20.1548.18124 B1 14 224.20.1548.18935 C1 16 224,20.1548.23898 D1 18 224.20.1548.23820 D3G 20 224.20.1548.19496 V8 22 224:20.1548.23521 EJ7A 24 224,.20,1548.1'8794 EJ2 26 224.20.1548.20042 CJ3 28 224.20.1548.23849 CJ1A 30 224.20.1548.23725 HJ3 32 A18015ENC101014 34 GBLLETIN1014 Florida Certificate of Product Approval #FL1999 Printed 8/11/2020 4:04:56 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 1310, 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 Al063 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. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 7658 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef: 1WXQ89750102 T10 FROM: RWM Qty: 16 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1548.18592 Truss Label: Al TCE / YK 08/11/2020 6'1"7 12'11"15 1910" 26'81 33'6"9 39'8" r• 6'1"7 �- 6'10"8 6'10"1 6'10"1 T 6'10"8 =5X5 E 39'8" 10' 10, 1� 10' 19'10" 29'8" 39'8" Loading Criteria (psi) 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 D 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 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. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 6th ed.2017 TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.222 K 999 240 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.616 Max BC CSI: 0.982 Max Web CSI: 0.527 VIEW Ver: 17.02.02A.1213.21 �`'iit1111IIlOr�f1 �''eCJN A WA A rod tb No, 86367 STATE OF �^7�� v e f(* `�1' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1709 /- /- /961 /308 1445 H 1710 /- /- /961 /308 /- 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 K - F 485 - 745 D - K 485 - 744 F - J 540 - 206 E - K 1361 - 646 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/ 11 /2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Appfji lates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. E�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. MineAlpine, a division of ITW BuildingComponents Group Inc. shall not. be respponsible for any deviation from this drawing, any. failure to build the ANRWC0WAW , in conformance with ANSI/ PI 1, or for handling, shipping,. installationand bracin4of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of This Suite 3o5 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: wvdw.iccsafe.org Orlando FL, 32821 SEQN:7662/ COMN Ply: 1 Job Number: N334504 Cust:R8975 JRef:1WXQ897501T25 / FROM: ALS Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1.828%CALI/4EBB ELEV.D/F DrwNo: 02 224.20.1548.19092 Truss Label: AtA TCE / WHK 08/1112020 7'11"2 12' 17'1"12 19'10" 23'8" 31'8"14 39'8" r T11"2 4'0"145'1"12 2'8"4T 3'10" } 8'0"14 ( 7'11"2 8'1"1 �5'� 3'9"3 2'112 3' 11'10"4T 14''t' 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 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.11 Wx2.5",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. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Wind Wind loads based on MWFRS with additional C&C member design. =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 M8'0"11 2311" F 31'8"11 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.386 O 999 240 VERT(CL): 0.669 0 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K - - Building Code: Creep Factor: 2.0 FBC 6th ed.2017 Max TC CSI: 0.791 TPI Sid: 2014 Max BC CSI: 0.993 Rep Fac: Yes Max Web CSI: 0.958 FT/RT:20(0)/l 0(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. `` HWAk,�P'`'pA m Nn.86367 a ® � STATE OF 7' 11 i 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- A /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 147Q - 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 ®ter! � �ORIVr • 9�4® b 01611111111111Llb FL REG# 278, Yoonhwak Kim, FL PE 486367 08/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or 610 as applicable. 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. 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 AN M COWANV truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindustry.com; ICC: www.icesafe.org Orlando FL; 32821 Job Number: N334504 Ply: 1 SEQN: 7664 / T2 / COMN Cust: R8975 JRef: 1WXQ89750102 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.DIF City: 1 FROM: RWM Dnallo: 224.20.1548.18234 Truss Label: A3 TCE / YK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 61"7 12'11"15 19'10" 2439 '4" 33'6"9 '8" 6'1"7 6'10"8 6'10"1 4'6" 9'2"9 6'1"7 20'8" 10' 9'10" + -i' 10' 19,10" Wind Criteria Snow Criteria (P9,Pf in PSF) Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: N/ Speed: 160 mph Pf: NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Mean Height: 15.00 ft Code / Misc Criteria BCDL: 4.psf BCDL: 5.0 psf Bldg Code: FBC 2017 RES MWFRS Parallel Dist: h to 2h TPI Std: 2014 C&C Dist a: 3.97 ft Rep Factors Used: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 :B3, B4 2x4 SP #2 N: Webs 2x4 SP #3 :W3, W4, W5, W7 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. Plating Notes All plates are 5X5 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. 133 1114X4 5'8" IV' 5'4" F_429'8" Defl/CSI Criteria PP Deflection in loc Udefl L/# 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 13'4" 10, 1' 39'8"T ♦ 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. B - C 636 -1330 G - H 255 - 579 C - D 532 -1037 �,��rtv�sf+rrr►rrryr 00 No. 086367 «® m . 4V s p 4 STATE OF <v�� 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 fJNAal,aaaa' FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI 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 sheathingand bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin insalled per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 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 truss in conformance with ANSIrt PI 1, or for handlin4, shipping, installation and bracing of.trussesA seal on this drawing or cover page . . listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The suitability and use of this drawing, for any structure is tPhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE AN M COMPANY 2400 Lake Orange Dr. Suite 150 Odando FL,32837 Job Number: N334504 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Truss Label: A4 Ply: 1 SEQN: 7663 / T9 / HIPS Cusl: R8975 JRef: 1WXQ89750102 Qty: 1 FROM: HMT DrwNo: 224.20.1548.19841 KID / YK 08/11/2020 6'1"7 6'1"7 12'6"15 6'5"8 27'1"1 + 336"9 + '8" 39 6'5"1 1'8""t" 6'5"1 6'S"8 5X5�—z 5X5 E F 39'8" " 1' 10' 91101, 9'10" i 10, 1' 'I 10' + 19,101, 29'8" 39'8" Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.172 L 999 240 B 1556 1309 / 964 / - / 428 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.470 L 999. 240 1 1556 1309 / 964 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 K - - Wind reactions based on MWFRS Des Ld: 37.00 HORZ(TL): 0.123 K Min g Width Req = 1.8 Height: Mean Height: 15.00 ft t: Code / Misc Criteria Creep Factor: 2.0 NCBCLL: 10.00 B Min Brg Width Req = 1.8 TCDL: Soffit: 0.00 p Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.480 BCDL: 5.0 psf Bearings B & I are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.856 Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Factors Used: Yes Max Web CSI: 0.669 Members not listed have forces less than 375# Loc. from endwall: not in 9.60 It FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 B - C 1511 -2800 F - G 1123 -1779 Lumber C - D 1415 - 2521 G - H 1415 - 2521 Value Set: 13B (Effective 6/1/2013) D - E 1123 -1779 H - 1 1511 - 2800 Top chord 2x4 SP #2 N E - F 1093 -1559 Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "13B" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B - M 2444 -1206 L - K 2030 - 941 Bracing M - L 2030 -911 K - I 2444 -1216 (a) 1X4 #3SRB or better continuous lateral restraint 8driBox Gun IOr+®r� to (2) r ba Maximum Web Forces Per Ply (Ibs) m nAtta twith nabs Og1131x2 al to gq,�ti�ll ( ) R� \` YY,q�� p► Webs Tens.Comp. Webs Tens. Comp. supplied and attached at both ends to a suitable 1 l�.�1e J e e e support by erection contractor. ®4 A. 508 �� ®®�1�E }�� g (a) or scab reinforcement may be used in lieu of CLR ,e® a® D - LD -683 L - G 482 -683 restraint. substitute (1) scab for (1) CLR and (2) t� • E - L 18 -381 G - K 508 -192 scabs for (2) CLR'S where shown. Scab m d No.86367 reinforcement to be same size, species, grade, and e r 80% length of web member. Attach with 0.128x3" ® o gun Z nails @ 6" oc. ' ® A .. Wind s4 STATE OF a 4,, d. Wind loads based on MWFRS with additional C&C 0.0 a /I member design. �10X, sC0R`af� -f,®( 9000 �o*tad',()NOAL 04 ` e� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary - bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall attached ri id ceiling Locations shown -for permanent lateral restraint of webs shall have bracin installed per BCSI sections have a properly B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as.shown above and on the Joint9Details, unless noted otherwise. Refer 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 ANnw COMPANY truss in conformance with ANSI/TPI 1, or for handling, shlppinlq, installation and bracing of,trussesA seal on this drawing or drawing, listing this drawing indicates acceptance of ro esstona engineering responsibility solely for the design shown. for Designer ANSIlTPI 1 Sec.2. cover page , , 240o Lake Orange Dr. The sui ability Suite 150 and use of this any structure is the responsibility of the Building per For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: w ApLtnst org_SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7665 / T8 / HIPS Cust: R8975 JRef: 1WXQ89750102 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 224.20.1548.19262 Truss Label: A5 KM / BAF 08/11/2020 7'10"14 7'10"14 �1 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 :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 "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 17' 22'8" 31'9"2 9'1"2 =_5X5 =5X5 D E 9'10" 19,101, 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 39'8" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.149 J 999 240 VERT(TL): 0.408 J 999 240 HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.863 Max Web CSI: 0.629 VIEW Ver: 17.02.02A.1213.21 �r`�tata►�ro►i e +fir 0 �® STATE DE 39'8" 7'10"14 10, 1' 39'8"r ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1552 / 318 / 965 / - / 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 member design. 0 1-C f `e 1,—,- FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing 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 for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or 810, as applicabgle. Apply plates to each face of truss and position as shown above and on the JoinDetails, unless noted otherwise. Defer to drawings 16OA-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildi ncLQ Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the A-COMPAW 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 s iit-ablltty and use of this 7rawing for any structure is tphe 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.alpineitwxom; TPI: www.tpinst.org; SBCA_ www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 SEQN: 101578 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WXQ89750102 T11 ! FROM: RDP Qty: 1 7A5/320 ,182ED,F ,02F ,RHOJ,/ 1828/CALIAEBB ELEV.D/F DrwNo: 224.20.1548.23818 Truss Label: A5GE / YK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber �12'11its 23'15 11"4 3 '6°2 4 1 '2 6Y°7 19'10° 21'1 " 23'1 " 26' 31'l I 3 '6' 31" t• E4 i 3'8"9 T1�' 6'10°1 2' I. 2'0°1 6'10'7 9 ~ 6,'14� l-iTMj 10'6°�-{ =5X6 K A 21' iS' i 178" �1' 10' W4 1'112 5' 3'6" 3' 7' 7 10 19'6"4 21 26' 29'6° 32'8" 1 21'11°12 3'10"61 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 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. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf 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 pif 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 L/defl L!# VERT(LL): 0.107 AE 999 2z VERT(CL): 0.211 AE 999 22 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 �®9t,�r P. j 1 pt o° fro, $636% a r. p STATE OFc,`� 0 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 519 /- !- /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 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-AH 922 -492 AD -AC 535 -310 AH-AG 535 -310 AC -AB 410 - 325 AG-AF 535 -310 X - W 491 -156 AF-AE 535 -310 W - V 491 -156 AE-AD 535 -310 V - T 491 -156 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. °®� ®4 `ORIV ® ®1a'� f AHAI /� k b �� ,IOI/� V/1?. AJ-G G -AL "�9"��Jy 1 J AL -AN AN -AP AP -AC AC- K K -AB FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 529 -282 AB -AR 265 -482 565 - 302 AR -AS 377 - 568 527 - 288 AW- Z 272 - 747 487 - 933 AW- N 237 - 676 473 - 920 N -AX 683 - 347 492 - 955 AX- X 690 - 342 512 - 984 X -AZ 294 - 478 792 -498 AZ -BB 280 -472 546 -1366 BB- S 309 -457 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted othenaise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly Id ceiling Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or 910 e. AppTy plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. Refer to' 60A-Z for standard plate positions. of rawing for any structure is the responsibility this job's general notes page and these web sites: ALPINE: failure to build the l or cover pa e n. The suitability ALPINE ANr COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 TPI: wvvw.tpinst.org: SBCA: Job Number: N334504 Ply: 1 SEQN: 7667 / T7 / HIPS Cust: R8975 JRef: 1WXQ89750102 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DnwNo: 224.20.1548.20107 Truss Label: A6 KM / BAF 08/11/2020 7'10"14 15' 24'8" 31'9"2 39'8" 7'10"14 T 7'1"2 {` 9'8" 7'1"2 T10"14 6X6 = 6X6 D T3 E 12 6 5 5X5 F C o � i� W ao W1 B G A H 4X6(A2) =5X5 =5X5 =5X5 =4X6(A2) 39'8" �1' r 10' 9'10" 9'10" 10, i 10' 19,10" 29'8" 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (log,Prin PSF) Defl/CSI Criteria A 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): 0.159 J 999 240 B 1552 / 328 / 962 / - / 346 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 G 1552 / 328 / 962 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.115 I - - B Min Brg Width Req = 1.8 Mean Height: 15.00 ft Code / Misc Criteria CreepFactor: 2.0 G Min Brg Width Req = 1.8 NCBCLL: 00 TCDL: 4.2 psf Bearings B & G are a rigid surface. Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 2017 RES Max TC CSI: 0.913 g g 0. p Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.867 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CS 1: 0.572 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 1547 -2729 E - F 1568 -2537 C - D 1568 - 2538 F - G 1547 - 2729 Value Set: 13B (Effective 6/1/2013) D - E 1287 -1910 Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.0E: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1 /30/2013 by ALSC B - K 2363 -1228 J - 1 1841 - 899 K - J 1847 - 870 1 - G 2363 -1257 Wind Wind loads based on MWFRS with additional C&C design. �a1CYl1fl0 Maximum Web Forces Per Ply (Ibs) member ■ Webs Tens.Comp. Webs Tens. Comp. qq,'- �! , e aeJH t Pr K - D 628 - 363 E - 1 628 - 363 p i�C" E 1 Sp pS10, 4p ® No.86367 a STATE OF R IV ON A 8 1 �4 FL REG# 278, Yoonhwak Kim, FL PE 486367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI for an SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly attached riclid ceilin Locations shown forpermanent lateral restraint of webs shall have bracin inslalled per BCSI sections B3, B7 or B10, drawings 160A-Z for standard plate positions. as applicab-le. Apply plates to each face oftrussand position as shown above and on the Joinf Details, unless noted otherwise. Refer to 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 M-COM PANY in truss conformance with ANSI PI PI 1, or for handlin, shipping, installation and bracing of seal on this drawing or cover pa e, . 2400 Lake Orange Dr. listing this drawingq indicates acceptance of ro essiona engineering responsibility solely for the design shown. The su,Pability and use of this drawing for any structure is tPhe the Building Designer ANSI/TPI 1 Sec.2. Suite 150 responsibility of per For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tininst.org; SE3CA: www.sbcindustyxom; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7668 / T6 / HIPS Cust: R8975 JRef: 1WXQ89750102 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 224.20.1548.19840 Truss Label: A7 , • KM / BAF 08/11/2020 6'9"4 13' 19,10" 26'8" 32'10"12 39'8" r 6'9"4 {' 6'2"12 6'10" + 6'10" I 6'2"12 6'9"4 i 5X5 1112X4 ; 5X5 D E F 12 6 \\2X4 W C fo o `D W3i� >/24 B H I fl I 4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2) 39'B" �1' I 10' 9'10" 9'10" 10, 10' 19110" 29'8" +1'� 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Rf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240 B 1556 1716 / 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 Des Ld: 37.00 EXP: C HORZ(TL): 0.121 J - - B Min Brg Width Req = 1.8 Mean Height: 15.00 ft Code / Misc Criteria CreepFactor: 2.0 NCBCLL: 10.00 TCDL: 4.2 psf H Min Brg Width Req = 1.8 Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 2017 RES Max TC CSI: 0.502 p Bearings B & H are a rigid surface. 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 Lumber - — B - C 1617 -2780 E - F 1504 -2289 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 "13B" 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)1f 1111/ Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. A 0 �,,BB A.ram L - D 535 - 255 K - F 425 - 251 \LENS �'bf o� D-K 425 -251 F-J 535 -255 i E - K 306 - 391 4 ti N0.86367 b ®� o STATE OF ° /Z/ 4k, ONA FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections temporary have a pro erly B3, B7 or 910, as applicable. Apply Oates to each face or truss and position as shown above and on the Join Details, unless noted otherwise. drawings 160A-Z far standard plate positions. Defer to ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,anv failure to build the ANWCCWAW truss in conformance with ANSI 1, or for handli4 shipping, Installation and bracing of-trussesA seal on this drawing or listing this drawingg indicates acceptance of ro esslona engineering responsibility solely for the design shown. and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. cover pa e - - 2400 Lake Orange Dr. The s Mablllty _ Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.t instorg; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 - SEQN:7659/ HIPS Ply: 1 Job Number: N334504 _ Cust:R8975 JRef:1VJXQ89750102T5 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02F ,RH01.1',1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1548.19855 Truss Label: A8 KID / YK 08/11/2020 5'9"4 1;' ' 19' 28'8" 33'10"12 39'8" 5'9"4 5'2"12 8' + 9'8" 5'2"12 �- 5'9"4 _5DX5 =5E5 T3 �5F5 T 12 6 � zxa ,N � 2x4 ro C G o n W3 io B H to 1=4 A I T8,8 4X6(A2) s5X5 =5X8 =5X5=4X6(A2) 39'8" �1' 10' 9'10" 9'101. 10, 1' 10' 19,101, i 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): 0.213 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 f718 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J - - Wind reactions based on MWFRS Mean Height: 15.00 ft B Br Width = 8.0 Min Re NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 9 q = 1.8 Soffit: 0.00 Bldg Cade: FBC 6th.ed 201 Max TC CSI: 0.870 H Brg Width = 8.0 Min Req = 1.8 BCDL: 5.0 psf Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865 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 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 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 "1313" 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 ��) IY 11f!/Maximum Web Forces Per Ply (Ibs) member design. W ^ l�pjP�OWebs Tens.Comp. Webs Tens. Comp. ca��Cj ®° 00. L - D 470 -163 K - F 626 - 371 r� 0D `�" NS * A D - K 739 -462 F - J 466 -151 `r v E - K 419 - 534 fo.86367 b STATE OFF® 4v11 f� Q i� i o4—-VI we® . PAi9it1011l FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have braciri installed per BCSI sections B3, B7 or 910, as applicable. Apply Oates to each face of truss and position as shown above and on the Joint9Details, 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 ANMCOMPAW truss in conformance with ANSI 1, or for handlM shlppinq, installation and bracing of,trussesA seal on this drawing or cover pa a .. 13723 Rive on Drive listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The suit9ability and use of this drawing for any structure is the responsibility of the Building Desigrier per ANSI/TPI 1 Sec.2. Suite 200 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:7660/ HIPS 1 Job Number: N334504 Cust:R8975 JRef:1WXQ89750102T4 / FROM: RWM [Ply: Qty: 1 7A51320 ,182ED,F ,02F ,RH01;/ 1828/CALI/4EBB ELEV.D/F DnwNo: 224.20.1548.18702 Truss Label: A9 KID / YK 08/11/2020 9' 17' 30'8" 39'8" r 9' 8' + 5 8 8' 9' i ,5X5 -5X5 =4X4 =5X5 C T2 D E T3 F T 12 6� T _ o (a) W (a) WS l B G� A H � 1�8'8" 4X6(A2) __ 6X6 =6X6 =6X6=4X6(A2) 39,8" 10' 91101. 9'10" 10, 1 10' 19,10" 29'8" 39'8" Loading Criteria (psQ Wind Criteria Snow Criteria (P9,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# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pt. 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 /720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 f720 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.150 1 Wind reactions based on MWFRS Mean Height: 15.00 ft B Br Width = 8.0 Min Re NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 9 q = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.939 g q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.897 Bearings B & G are i rigid sat plat MWFRS Parallel Dist: h/2 to h 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# FT/RT:20 0 /10 0 Loc. from endwall: not in 9.00 ft () () 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 1595 -2705 E - F 1607 -2478 C - D 1608 - 2478 F - G 1595 - 2704 Value Set: 13B (Effective 6/112013) 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 "'I 3B" 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 #3SRB or better continuous lateral restraint Maximum��°% (Ibs) to b ttach 8d Box PW � ltly��o (equally spaced. j with (2) or Gun q1�,��,` WA Webs Tens.Comp. Webs bs Tens. Comp. nails 0.113"x2.5",min.. Restraint material to be rt ,�,. to / Pp�,t� a+�d `4�� supplied and a suitable o � ' pl 28 14 support by erect on contractor.ends ��` Y r Y s K - D 527 - 832 IE- F 71- 33 (a) or scab reinforcement may be used in lieu of CLR • o p 4-6 w s restraint. substitute (1) scab for (1) CLR and (2) p, o® No. G636 7 b m scabs for (2) CLR'S where shown. Scab tt a reinforcement to be same size, species, grade, and ¢ 80% length Attach 0.128x3" ► of web member. with gun s`� ® ,; nails @ 6" oc. v e� STATE OF o Wind e, Wind loads based on MWFRS with additional C&C®r�'�` •Q®� 0R 1�To' member design. f I� {�'tt • Y ®®� ® g aa��i�sr`►as FL REG# 278, Yoonhwak Kim, FL PE #86367 08/ 11 /2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for to these functions. Installers safety practices prior performing 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 forpermanentlateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face o truss and position as shown above and on the 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 AN WCOMPANY truss in conformance with ANSI/ PI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page .. 13723 Rive ort Drive listing this drawing indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The suitability rp and use of this drawing for any structure is the responsibility the Designer ANSI/TPI 1 Sec.2. Suite 200 of uilding per For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.or2; SBCA: www.sbcindustry.com; ICC: www.iccsafe.crg Maryland Heights, MO 6304 SEQN:101748/ HIPS Ply: 2 Job Number: N334504 Cust:R8975 JRef:1WX089750102T12 / FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02F ,RH01 %/,1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1548.23819 Truss Label: A10G / YK 08/11/2020 •� 2 Complete Trusses Required L 7' 17' 22'8" 32,8„ 39'8" 7, 10, i 5,8„ i 10, 7, i =6X6 =SX8 =8X8 12 C T2 D T3 E T4 =6X6 F T 61 o T lB G A H I,8,8" 4X6(A1) -8X8 =8X8 =8X8 =4X6(A1) 1 39'8" 9.10.1 9.10" 10, 1' r 10' r 19,10" 29.8" 39'8" {" i Loading Criteria (psf) Wind Criteria Snow Criteria (PO,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# 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 /- NA: Des Ld: 37.00 C HORZ(TL): 0.121 1 Wind reactions based on MWFRS Mea Mean Height HeKztight15.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 B Br Width = 8.0 Min Re 1.8 9 q = Soffit: 0.00 BCDL: 5.0 p sf Bldg Code: FBC 6th.ed 201 7Max TC CSI: 0.675 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 & G 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:2o(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 eot Chord Forces Per Ply (Ibs) Bot chord 2x6 SP SS Webs 2x4 x6 #3 Chords Tens.Comp. Chords Tens. Comp. 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 ,�O��y+��r ,P/� NaiTop ScheChord: Maximum Web Forces Per Ply (Ibs) To Chord: 1 Row 00" min. WA . rYgr Webs Tens.Comp. Webs Tens. Comp. �12. gaA`��W Bot Chord: 1 Row 0!1r^� P�PjO,P 287 1727 * : I Rowbetween K - D -1297 E F 1287 -417 spacingWe Useb rows and stagger nails qual ® in each row to avoid splitting. No.86367 V $ Loading Q 1 #1 hip 7-0-0 with ° • %� supports jacks no webs. ..� Wind Wind loads and reactions based on MWFRS. +° °® STATE OF �e j / " A Additional Notes se� `�R'i ♦R�� Refer to General Notes for additional information �� 404NA; ,�,� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, Component 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 sheathinq and bottom chord shall have a properly attached ri id ceiling Locations shown forpermanentlateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appllcab3 Apply Oates to each face. o truss and position as shown above and on the Joint9Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure truss in ANSI 1, for handling, to build the ANMCCWAW conformance with or shipping, installation and bracing of.trussesA seal on this drawing or listing this drawingq indicates acceptance of pro) esslona engineering responsibility solely for the design shown. and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. cover pagge .. 675o Forum Drive The suiTability Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.elpineitw.com; TPI: www.tpinst.org; ©CA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 Job Number: N334504 . I Ply: 1 SEQN: 7669 / T20 / COMN Cust R8975 JRef: 1WXQ89750102 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 224.20.1548.18124 Truss Label: B1 KM / BAF 08/11/2020 5'7"4 5'7"4 cn fn rn 9'3 -Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II . EXP. C Des Ld: 37.00 Mean Height: 15.00 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 Wind Wind loads based on MWFRS with additional C&C member design. 10.8" i 15'8"12 21'4" 60"12 5'0"12 + 57"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE =4X4 D 21'4" 5'4" 13'4" 8' 21'4" Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in Ioc Udefl U# Loc R / U / Rw / Rh / RL / W VERT(LL): 0.047 H 999 240 B 864 / 397 / 529 / - / 229 / 8.0 VERT(TL): 0.129 H 999 240 F 805 / 360 / 463 / - / - / 8.0 HORZ(LL): 0.020 G - - Wind reactions based on MWFRS HORZ(TL): 0.037 G B Min Brg Width Req = 1.5 Creep Factor: 2.0 F Min Brg Width Req = 1.5 Max TC CSI: 0.433 Bearings B & F are a rigid surface. Max BC CSI: 0.617 Bearings B & F require a seat plate. Max Web CSI: 0.260 Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 17.02.02A.1213.21 B - C 1226 -1344 D - E 1201 -1152 C-D 1152-1146 E-F 1286 -1351 t`�`rt��i��rr►o�ej�r �'ENS�` "��a;% No. 86367 � r � o STATE OF r o 41 ®� 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 daddldlEOlbb4 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) for sa shipping, 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 propqerly 51id celin Locations shown for permanent lateral restraint of webs shall hav bracin installed per BCSI sections B3, B7 or B10, e. fli "Y- plates to each face of truss and position as shown above and on tt a Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. a division of ITW Buildingp�Components Group Inc. shall not be respponsible for any deviation from this drawing, any failure to'build the conformance with ANSI�I PI 1, or for handlin shipping, installatidn and bracing of,trussesA seal on this drawing or cover page , this drawing indicates acceptance of pro essiona engineer!n� responsibility solely for the design shown. The s i ability le of this yawing for any structure is the responsibility of the uilding Designer per ANSI/TPI 1 Sec.2. information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinsi.org; SBCA: www_sbcindustry.com; ICC: wJccsaf ALPINE ANMCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7670 / T3 / GABL Cust: R8975 JRef: 1WXQ89750102 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qly: 1 FROM: HMT DrwNo: 224.20.1548.19138 Truss Label: B2GE KM / BAF 08/11/2020 10'8" 21'4" 10'8" 10'8" 4,8„ 2, (TYP) =-4X4 F 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 D Des d:: Mean Height: 15.00 ft .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 "l313" 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 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" 21'4" 21'4" Defl/CSI Criteria A Maximum Reactions (lbs), or'=PLF PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W VERT(LL): 0.005 R 999 240 B• 125 / 48 / 39 /- / 11 VERT(TL): 0.017 R 999 240 Wind reactions based on MWFRS HORZ(LL): 0.004 L - - B Min Brg Width Req = - HORZ(TL): 0.006 R Bearing B is a rigid surface. Creep Factor: 2.0 / 256 Max TC CSI: 0.323 Members not listed have forces less than 375# Max BC CSI: 0.211 Max Web CSI: 0.092 VIEW Ver: 17.02.02A.1213.21 ,111111111111lip I 4 No, 66367 0 m � a �r • « � r Aga STATE OF <'v� gable wind bracing and other requirements. W ® • F e ®� F�y�SS�dNA1 aaarieleeesae FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 "WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing 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 bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oftruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Aline, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANnWCOWANY tr ss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , , 240o Lake Orange Dr. listing this drawing indicates acceptance of pro) esslonaf engineering responsibility solely for the design shown. The suif9abillty g and use of this . drawing for any structure is the responsibility of the uilding 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.tpinst.org; SBCA_: www.sbcindust .com; ICC: wwwkesafe.org Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7671 / T19 / COMN Cust: R8975 JRef: 1WX089750102 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 224.20.1548.18935 Truss Label: C1 JB / BAF 08/11/2020 Loading Criteria (psf) Wind Criteria - TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 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 Wind Wind loads based on MWFRS with additional C&C member design. 7' 14' 7' 7' 1114X6 C 14' 7' 7' 7' 14' 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): 0.014 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 A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 588 / 272 / 371 / - / 158 / 8.0 D 527 / 234 1304 / - / - / 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 ,��>iitalt4101I+�� CENs* s No.86367 i ®� STATE OF 4 10NAL E d1411400FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 '•WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handling shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an fabricating, for sa shipping, practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly Id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e. AppTTy plates to each face, oftrussand position as shown above and on the Join Details, unless noted otherwise. Defer to 50A-Z for standard plate positions. a division of ITW Buildin,$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pa e , this drawing indicates acceptance of pro7essronar engineering responsibility solely for the design shown. The suit9ability ie of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcinduslxyxom; ICC: www.iccsaf ALPINE ANMCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 ,7A5/320 ,182ED,F ,02F ,RHOI / 1828/CALI/4EBB ELEV.D/F Truss Label: C2GE �— 1 I Loading Criteria (psi) 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 Des Ld: 37.00 EXP: C 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 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 A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. a Ply: 1 Qty: 1 7' 7' 5' 2' ---i (TYP) 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 =4X4 D 14' 14' 14' SEQN: 7672 / T1 ! GABL Cust: R8975 JRef: 1WX089750102 FROM: RWM DrwNo: 224.20.1548.20153 KM / BAF 08/11/2020 14' 7' Defl/CSI Criteria - PP Deflection in loc Udell U# 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 A 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 Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. Gables Tens. Comp. C - J 461 -403 H - E 461 -403 4,®1�ti�11III III ► ffop't �� Qr1W W Ak d ® woo®• No.86357 s ®o STATE OF ®cv� o P, 10�(; ��dt I�N�A� FL REG# 278, Yoonhwak Kim, FL PE 486367 08/11/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly aid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 10, fle. App�, plates to each face oftruss and position as shown above and on the JoinDetails, unless noted otherwise. kefer to 60A-Z for standard plate positions. tlh'I 1, or Corr acceptance any structure L failure to buildthe n r The suiQability ALPINE AN nW COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 more information see this TPI: SEQN: 101751 / COMN Ply: 1 Job Number: N334504 Cust: R8975 JRef:1WXQ89750102T13 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1548.23898 Truss Label: D1 s / YK 08/11/2020 T 0 N 43 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' 10, 5' r 5' 4X4 C 12 6 B D � E 88 F - 2x4(A1) III 2X4 - 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 Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set 13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes 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 201 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 Udefl U# 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 A /- /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 ��*3i19911F1/1lp�oP a No, 86367 a STATE OF ! Q �s S'0/0 fo®"o /0N A L +e �®ar,fr��►tt�e FL REG# 278, Yoonhwak Kim, FL PE #86367 08/ I 1 /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) for safety practices prior to performing these functions. Installers shall provide temporary BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly aid ceiling.Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, le. Appfates to each face oftrussand position as shown above and on the Joini Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. a division of ITW Buildingp�Components Group Inc. shall not be responsible for any deviation from this drawing,an failure to build the conformance with ANSI/TPI 1, or for handlin shipping, installation and bracing of,trussesA seal on this drawiXg or cover page . this drawing, indicates acceptance of ro essiona engineering responsibility solely for the design shown. The su,Cability ;e of this drawing for any structure is the responsibility of the Building Desfgrier per ANSI/TPI 1 Sec.2. information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: wwwkcsaf ALPINE AN-COM- 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101754 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WXQ89750102 T26 / FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02F ,RH01 J 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1548.23756 Truss Label: D2 / YK 08/11/2020 T SQ 0 N T 4y3 5' 10, 5' 5' 4X4 C 12 6 u� ih B D in a E s6 F 2X4(A1) 1112X4 = 2X4(A1) 10, 51 1' r 5, '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 Kzt: NA Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 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 Snow Criteria (Pp,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 U# 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 ,�>11ti14f IIP►'��i m a N©. 86367 w ¢. STATE OF © Zj �bl(Idldlldt FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, -by TPI and SBCA) 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 aid ceiling Locations shown for permanent lateral restraint of webs shall have bracin ins -ailed per BCSI sections B3, B7 or 610 le.- AppTy plates to each face-oftruss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to' a division of comormance Wltn ANSI/ 1 NI 1 , or for nanaiin his drawing indicates acceptance of prc e of this gnawing for any structure is the ,iation from this drawing,any failure to build the ssesA seal on this drawing or cover page, solely*for the design shown. The suiifabdrty ALPINE AN rrW COMPAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101761 / HIPS Ply: 1 Job Number: N334504 Cust: R8975 JRef:1WXQ89750102T18 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02F ,RH01-/ 1,828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1548.23820 Truss Label: D3G / YK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " ! 3' I 7- 10, I 3' 4' i` 3' =4X6 �4X6 12 C D 6� T LO B E M aLi Li H G 1 2X4(A1) 1112X4 1112X4-2X4(A1) 1 3'1"12 3112 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 pif 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. 10, 3'8"8 6' 10"4 Snow Criteria (P9,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 3' 1 "12 10, 1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.022 H 999 240 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.379 Max Web CSI: 0.059 VIEW Ver: 18.02.01A.0205:19 ` 11111111I1ipt `+�,NH wAk cll,r,`r%�1® Nq N0. 86367 m ea ©, STATE OF cc, Additional Notes OtSi�� Refer to General Notes for additional information d U e ®®V FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown fortpermanent lateral restraint of webs shall have bracincl installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the aNnwcoN+aANv truss in conformance with ANSVrPI 1, or forhandlin%q, shippingq, installation and bracing of.trussesA seal on this drawing or cover page . , 675o Forum Drive listing this drawing, indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The suifablllty and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.alpineilwxom; TPI: www.tpinbt_org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL B 625 /- /- /- /312 /- E 625 /- /- /- /312 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E 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 456 - 963 D - E 456 - 963 C - D 381 - 842 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 Job Number: N334504 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALIMEBB ELEV.D/F Truss Label: V4 Loading Criteria (pso Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 D Des d:: .00 Mean Height: 15.00 ft 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 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 "13B" 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 . Ply: 1 : / T14 / VAL FROMLPM p Qty: 1 FROM: LPM 1'11"8 3'11" 1'11"8 1'11"8 12 6 = 4X4 B 4X4(D1) =4X4(D1) A C D 3'11" I 3'11„ f 3-11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pt. 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): 0.004 999 240 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 �q%111111111/F,��1 m l* No.86367 s �ry STATE OF p V • /t ®�Z(fIta Cusl: R8975 JRef: IWXQ89750102 D rwN o: 224.20.1548.19418 KM / BAF 08/11/2020 ♦ Maximum Reactions (lbs), or'=PLF Loc R / U / Rw / Rh / RL / W D' 75 122 /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# �j�a°�� A FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) or safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, 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 ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Bu ildincL Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANMCCWAW truss in conformance with ANSIPI1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e, , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The suit9abillty and use of this gnawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.or ; SBCA: www.sbcindust .com; ]CC: www.iccsafe.org Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7681 / T16 / VAL Cust: R8975 JRef: 1WXQ89750102 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALIAEBB ELEV.DIF Qty: 1 FROM: LPM DrwNo: 224.20.1548.19496 Truss Label: V8 KM / BAF 08/11/2020 3'11"8 7'11" 3'11 "8 3'11 "8 4X4 12 B N Loading Criteria (pso Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des LC: 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 "1313" 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 . 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 Udefl 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): i VIEW Ver: 17.02.02A.1213.21 WAVE ♦ Maximum Reactions (lbs), or *=PLF Loc R / U / Rw / Rh / RL / W E* 75 128 / 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# 1t��rree i►►r`Je/1r�,re p. a A No- 86367 16 A � 91 o STATE OF ®4r� q "'•�-��' �0RIG� e d•'�� L FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installingand 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 r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly iid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or 810, i e._ App�y plates to each face. oftruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to Alpine, a division of ITW BuildincLQComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIITPI 1, or for handlin4, shipping, installation and bracing oftrussesA seal on this drawing or cover pa e listing this drawin indicates acceptance of pro essiona engineerin responsibility solely for the design shown. The suii9abillty and use of this grawing for any structure is fhe responsibility of the luilding 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.tpinM.oM; SBCA_ www.sbcindustry.com; ICC: www.iccsat ALPINE ANMCOMPAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 101742 / T15 / EJAC Cust: R8975 JRef: 1WXQ89750102 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 8 FROM: JRH DrwNo: 224.20.1548.23586 Truss Label: EJ7 KID / YK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 13 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 it 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 1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7' 7' 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 Sid: 2014 Rep Factors Used: No FT/RT:20(0)/l 0(0) Plate Type(s): WAVE L Defl/CSI Criteria PP Deflection in Ioc.Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.713 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver: 17.02.02C.0211.16 12'2"l 1 u� in 8,8„ ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 331 /117 /259 /- /173 /8.0 D 127 120 /101 /- /- /1.5 C 171 /133 /91 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# H WAh''°�'r® No, 86367 w STATE OF ONM- J��ii�s�iaa►eima� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/l1/2020 **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 fabricating, for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly �id ceilm Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or B10 le. App�y plates to each face ofptruss and position as shown above and on the Joint Details, unless noted otherwise. F7efer to' 60A-Z for standard plate positions. a division of his drawing,any failure to build the on this drawing or cover pagge Le design shown. The suiTability ALPINE ANn CCA1V 6750 Forum Drive Suite 305 Orlando FL, 32821 comormance wan Hrvau i rt i, or Tor nananng, s this drawingg indicates acceptance of ro es ;e of this drawing for any structure is the re: information see this job's general notes page and these web Job Number: N334504 Ply: 1 SEQN: 1017451 T21 / EJAC Cust: R8975 JRef: 1 WXQ89750102 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 6 FROM: HMT DrwNo: 224.20.1548.23521 Truss Label: EJ7A GA / DF 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 7' F 7' i Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It 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 "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 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 Sid: 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): NA VERT(TL): NA HORZ(LL): 0.018 C HORZ(TL): 0.033 C Creep Factor: 2.0 Max TC CSI: 0.725 Max BC CSI: 0.533 Max Web CSI: 0.000 VIEW Ver: 17.02.02C.0211.16 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W A 270 /79 /188 /- /151 /8.0 C 128 /21 /104 /- /- /1.5 B 174 /135 /95 /- /- /1.5 Wind reactions based on MWFRS A Min Brg Width Req = 1.5 C Min Brg Width Req = - B Min Brg Width Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# a1,�11+3741 t 1111q�,,F Qr11�1NAlf .,�', ®me��'®oo aq� rr IV .90 No. 86367 ® m W MATE OF 8 4/jA ft tfe� S �l00,00® ONAI- �®�eaiatait<��°°° FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) 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 bracinp installed per BCSI sections B3, B7 or B10. ) e._ AppTy plates to each face. oftrussand position as -shown above and on the Join Details, unless noted otherwise. Refer to a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI/ PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, this drawing indicates acceptance of pro) essronar engineering responsibility solely for the design shown. The suitability :e of this yawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. ALPINE AN M COWANV 6750 Forum Drive Suite 305 Orlando FL, 32821 more SEON: 1015501 EJAC Ply: 1 Job Number: N334504 : Cust: R 8975 JRef:1 WXQ89750102 T24 / FROM: LPM Oty: 3 7A5/320 ,182ED,F ,02F ,RH0,1 /.1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1548.23695 Truss Label: EJ3 KD / YK 08/11l2020 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 " V i31 3' 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 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: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6lh.ed 201 TPI Std: 2014 Rep Fac: Yes ,FT/RT:20(0)/10(0) Plate Type(s): WAVE C T M O 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 /- /- /162 176 /8E D 52 /- /- 141 /6 A C 65 /- A /31 /51 A 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# ```gt11111f11P1P/)PD�� .. No. 86367 , a P�a STATE OF FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11./2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly �id ceiling. Locations shown for ermanent lateral restraint of webs shall have bracin insalled per BCSI sections B3, B7 or B10, le. Apply plates to each face: ofptruss and position as shown above and on the Join Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,anv failure to build the conformance with ANSI 1, or for handl% shipping, installation and bracing of.trussesA seal on this drawl or cover pa�e , . this drawing indicates acceptance of pro) essionar engmeer'mq responsibility solely for the design shown. The sui ability ;e of this rawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE AN M COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 TPI: ww�v.lpinsl.org; SBCA: Job Number: N334504 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Truss Label: EJ2 Ply: 1 SEQN: 7679 / T23 / JACK Cust: R 8975 JRef: 1 WXQ89750102 Qty: 2 FROM: RWM DrwNo: 224.20.1548.18794 KM / BAF 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber T Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft 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 "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. 12 C 2X4(A1) 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 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 21 2' Defl/CSI Criteria PP Deflection in loc Udefl U# 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 ,Q��111ff1�lPt/�! 00 m so No.86367 0 GN '* 4 STATE OF a T co d' A Maximum Reactions (lbs) Loc R /U /Rw /Rh /RL /W 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# Its it 044 ON+'A, FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 —WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing 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 bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE drawings 16OA-Z for standard plate positions. Alping, a division of ITW BuildinccL�Components Group Inc.,shall not be responsible for any deviation from this drawing,any failure to build the ANRWCOMPANV truss In conformance with ANSI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover pa e, , 2400 Lake Orange Dr. listing this drawingq indicates acceptance of ppromessiona! engineering responsibility solely for the design shown. The suiPability 9 and use of this drawing for any structure is The responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7676 / T34 / JACK Cust: R8975 JRef: 1WXQ89750102 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALIAEBB ELEV.D/F Qty: 4 FROM: LPM DrwNo: 224.20.1548.19637 Truss Label: CJ5 KD / YK 08/11/2020 C 12 6 a2 9) CV CM B A D Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: 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 Bat chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 byALSC 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. 4' 11 "4 4'11"4 Snow Criteria (Pg,Pf in PSF). Deft/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.411 TPI Std: 2014 Max BC CSI: 0.254 Rep Factors Used: Yes Max Web CSI: 0.000 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 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# ,�%jj11ItIfP►p`ff, ''�o a No, € 6357 a ® a �� ®e STATE OF 0 Al FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 *'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall havebracinq installed per BCSI sections B3, B7 or 910, as applicabgle. Apply plates to each face oftrussand position as shown above and on tthe Join�Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components GrouD Inc. shall not be responsible for anv deviation from this drawing an failure to build the five J,ortor r acceptance any structure more ALPINE: www.alpineitw.com; TPI: on this drawing or cover page ie design shown. The sui ability ALPINE -CO-ANY - 2400 Lake Orange Dr. Suite 150 Odando Ft., 32837 Job Number: N334504 Ply: 1 SEQN: 7675 / T33 / JACK Cust: R8975 JRef: 1WXQ89750102 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qly: 4 FROM: LPM DrwNo: 224.20.1548.20042 Truss Label: CJ3 KM / BAF 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 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 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 (PO,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 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C 211 "4 2' 11 "4 Defl/CSI Criteria PP Deflection in loc Udefl U# 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 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 185 /75 /160 /- /84 /8.0 D 50 /6 /41 /- /- 11.5 C 63 /50 /29 !- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# Oil n ��AN AW A, r- r pN k� ©, ®.� �O No, 86367 m O A d w STATE OF w r4 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown forpermanentlateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face. o truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to' drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping, Installation and bracing oftrussesA.seal on this drawing or cover pa e listing this drawingq indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE: www.alpineitw.com: TPI: www.tpinsl.org; SBCA: ALPINE AN COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 SEQN: 101757,/ JACK Ply: 1 Job Number: N334504 Cust: R8975 JRef:lWXQ8975o102T29 / FROM: LPM Qty: 4 .7A5/320 ,182ED,F ,02F ,RH01' / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1548.23694 Truss Label: CJ1 KD / YK 08/11/2020 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 Des Ld: 37.00 D Des d:: EXP: C Kzt: NA Mean Height: 15.00 It .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 SIP #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 1n 4 Snow Criteria (Pg,Pr 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 Sid: 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 /- /- /148 /79 /41 D 11 /-2 /- /18 /12 /- C - /-15 A /27 /32 A 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# 0III 111l0/,� NH Wok 0 • No.86367 W e .o 0 STATE OF °y,S' °•egg° � d�%rf d if l � 1191101�4 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, 87 or B10. as applicable. Apply 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 BuildiphQComponents Group Inc. shall not be responsible for any deviation from this drawing,apy failure to build the nNmv ron+vnNv tr ss in conformance with ANSI 1, or for handlin s ippinq, installation and bracing of,trussesA seal on this drawing or cover pa e, , 675o Forum Drive listing this drawing indicates acceptance of pro) esstonar engineering responsibility solely for the design shown. The suit"abdlty and use of this r7�awing for any structure is the responsibility of the uilding Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com• TPI: www.tpinst.or ; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN: 101763 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WXQ89750102727 / FROM: LPM Qty: 4 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CAL!/4EBB ELEV.D/F DrwNo: 224.20.1548.23849 Truss Label: CAA / YK 08/11/2020 43 T t 12 6 C Loading Criteria (psi) 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 "l38" 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 11114 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: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE I'm ('M M 1 Dell/CSI Criteria PP Deflection in loc Udell U# 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 /- /- /148 /79 At D 11 /-2 /- 118 /12 /- C - /-15 /- 127 132 P 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# , 01 i ® v a No. 86367 . • P. f. o STATE OF 4 rr ® o �- +' s 0`0 OR1UP S/"�IYAI Vie® �alll111814 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, 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 aid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, le. AppTy plates to each face ofptruss and position as shown above and on the Joint Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. a division of this drawiinpp indicates acceptance of ppro%ssiona�' le of this drawing for any structure is fhe responsib information see this job's general notes page and these web sites: ALI his drawing,anVV failure to build the on this drawirSg or cover paqe Le design shown. The sulAbility ALPINE M RW 10WAW 6750 Forum Drive Suite 305 Orlando FL, 32621 Job Number: N334504 Ply: 1 I SEQN: 7678 / T22 / HIP_ Cust: R8975 JRef: 1 WXQ89750102 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qly: 2 FROM: HMT DrwNo: 224.20.1548.18576 Truss Label: HJ7 KM / YK 08/11/2020 T 4'3 5'3"5 I 9110"1 5'3"5 r 4'6"11 tt 1'5" } 9'2"2 17"14 9'2"2 9'10'1 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 it 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 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 #1 Webs 2x4 SP #3 Lumber value set "'I 3B" 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. 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: 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 ,tt1111ItIIIIFI 4q P+\ ��,8��d•I�� O/ CErtlS�� iA 0 0 NO- $6367 ar r P ® 0 • STATE OF 00 6 R �ZV ♦ 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 /- /- /- 11.5 Wind reactions based on MWFRS B Min Brg Width Reg = 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 -, x� a 40p " 0 V jVro 0• FL REG# 278, Yoonhwak Kim, FL PE 486367 08/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted oherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10 as applicable— AppTy pOates to each face of truss and position as shown above and on the Joint -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 ANMCOWA- truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro esslona engineering responslbilitt�� solely for the design shown. The sui ability and use of this Q�awing for any structure is the responsibility of the Building Desigrfer 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.lpinst.org; SBCA www.sbcindus".com; ICC: www,iccsafe.org Orlando FL, 32837 SEQN:101548! HIP_ Ply: 1 Job Number: N334504 Cust:R8975 JRef1WXQ89750102T17 / FROM: LPM Qty: 2 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1548.23725 Truss Label: HJ3 _✓_ _ KD / YK 08/11/2020 C 12 4.24 T 10'2116 B T �`�� N /n n 8ip 1 D U 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 " Lumber 1'5" 4'2"3 4'2"3 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 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 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. 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 Deft/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: 0.120 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 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# �>,Iti411111►��oi► H WAk �fP* • � O a*``��©�•ve•e Q•,� pad ®• No,' 86367 0 �y o ®� STATE OF.- aR1D� • �� C. di O A f�A � FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted othenaise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperly d�id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, Sle. AfpTy plates to each face ofptruss and position as shown above and on the Joinf Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. i use of this orawing Tor any structure is the respons more information see this job's general notes page and these web sites: � from this drawing,an failure to build the seal on this drawing or cover page for -the design shown. The suitability ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 v 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, Partlally Enclosed, Exposure C, Kzt = 1,00 Oro 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Oro 120 moh Wind Sneed. 15' Mann Heinh+. Pnr+inllu Fnrincorl. Fvn- -o n ie,+ = i nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace )K(2) 2x6 'L' Brace w 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' 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' 1' 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' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' e' 6' 11' 7' 10, e' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' 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' d r Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10' 11' 11, 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' ill 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' 14' 0' U I I C -I Stud 4' 2' 7' V 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' QJ O I r Standard 4' 2' 6' 1' 6' 5' 8' 1' 6' B' 10, 5' 10' 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' ill 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ D 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' Stnndnrd 4' 2' S' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10' 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' B' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S[- P r #3 4' 7' 8' 2' 8' 5' 9' B' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Lf U u P Stud 4' 7' 8' 2' 8' 5' 9' 8' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O �l Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' ill 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9111, 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' O #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 1 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O--1 D fr L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 1 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 1 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' AboutIL able Truss Diagonal brace option, vertical length may be T doubled when diagonal 18, )K brace Is used. Connect I diagonal L brace for 600# .L. iQ��PI►��, nt each end, Max web I Brace `1 WA �{' POr/ total length Is 14'. ® a 1 �'^ dJ 2x6 DF-L #2 or /r better diagonal r Vertical length shown bracer single 8, p - In table above. or double cut )K 63 7 45' (as shown) at 1 upper end. 'J� oni�yn seBenring Connect dlagonnl at 4! midpoint of vertical web. Refer to chart abo o°r. rla5Ica ■ ,VARNnKiw■ READ AND FDLLLV ALL NDTEs ON THIS BRAVING fYO V t�pP'C��'4f ow FURNISH THIS BRAVING TO ALL CUTIRACTORS INCLUDING THE INSTALLERS Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and 4�A ®g ®' follow the latest edition of SCSI (BuOding Component Safety Information, by TPI and SECA) for safety O UU r ePINEpractices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord �" V A , shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 4000 �It!„ IAA 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 on the Joint Details, unless noted otherwise. thls Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation & bracing of trusses. \ 1514\Earth) Ci \ Ex e A seat on this drawing or cover indicates listing this drawing, cates acceptance of professl nal IY Expressway Y ngleng responsbility solely for the design sham The suitability and use of this drawing 11 Sui1e1242 for any structure Is the respons6Alty 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 sl ALPINE, www,alpineltw.caml TPI, www,tpinst.orgl SBCA, www.sbcindustry.orgl ICC. wwwa U1W`178, Yoonhwak Kim. FL PE #863E Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hen -Fir #I / #2 Standard 1 #2 1 Stud #3 1 Stud 1 #3 Standard Dou las Flr-Lurch Southern Pinewww #3 #3 ' Stud Stud StnndnrdI Standard Group BI Hem -Fir #1 & Btr #1 Dou Ins Flr-Larch Southern Plnewww #1 #1 #2 1 1 #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over, continuous bearing (5 psf TC Dead Load). 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. )K For (1) 'L' braces space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' bracesi space nails at 3' o,c, In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 807 of web member length. Gable Vertical Plate Sizes Vertical Length No Slice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than 116' 4X4 + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for' conditions not addressed by this detail. REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 TOT, LD, 60 PSF MAX, SPACING 24,0' Gable Stud Reinf orcement Detail ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 160 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 Orr 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt 1.00 nrr, 1411 mnh Winn! Cnoorl. iS' Monn W.I.,"+ Pn,..+I„II„ r—l.. A r...... �.....: n v-,+ - inn S 2x4 Brace Gable Vertical Spacing Species Grade No . Braces (1) Ix4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace x <2) 2x6 'L' Brace ■ Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 6' 6' 0' 6' 3' 7' 1' 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13' 3' 13, 9' 0) U S P 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' 8' 8' 10, 6' 11' 3' 13' 1' 13' 7' O Standard 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' 5' 9' 1' 9' 8' 12' 4' 13' 2' 0) #1 3' 8' 6' 1' 6' 4' 7' 2' 7' 5' 8' 6' 8' 10' 11' 3' 11' 8' 13' 4' 13' 11' J S P #2 3' 6' 5' 9' 6' 2' 7' 1' 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13, 3' 13, 9' #3 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12, 11' 13' 8' d oj P Stud 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12, 11' 13' 8' Standard 3' 1' 4' 0' 4' 3' 5' 4' 5' 9' 7' 3' 7' 9' 8' 5' 9' 0' 11' 5' 12' 3' U #1 / #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12' 9' 13' 3' 14' 0' 14' 0' _ S P P #3 3' 10' 6' 2' 7' 2' 8' 0' 8' 4' 1 9' 7' 9' 11' 12' 7' 1 13' 1' 14' 0' 14' 0' U I_I[ Stud 3' 10' 6' 2' 6' 7' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' 1' 14' 0' 14' 0' Q.1 O I�I I Standard 3' 10' 5' 4' 5' 8' 7' 1' 7' 7' 9' 7' 9' 11' ill 1' 11' 11' 14' 0' 14' 0' #1 4' 3' 7' 0' 7' 3' 8' 3' 8' 6' 9' 9' 10' 2' 12' 11' 13, 5' 14' 0' 14' 0' S P #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12' 9' 13' 3' 14' 0' 14' 0' #3 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0' 14' 0' ICU D rr L Stud 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0'. 14' V Standard 3' 9' 4' 11' 5' 3' 6' 7' 7' 0' 8' li' 9' 6' 10' 4' 11' 1' 14' V 14' 0' #1 / #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 9' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 3' 7' 2' 7' 7' 8' 10' 9' 2' 10' 6' 10, 11' 13, 10' 14' 0' 14' 0' 14' 0' U L J P Stud 4' 3' 7' 1' 7' 7' 8' 10' 9' 2' 10, 6' 10, 11' 13' 10' 14' 0' 14' 0' 14' 0' O I I Standard 4' 3' 6' 2' 6' 6' 8' 2' 8' 9' 10, 6' 10, 11' 12' 10' 13' 9' 14' 0' 14' 0' X #1 4' 8' 7' 8' 7' 11' 9' 0' 9' 5' 10, 9' 11' 2' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 5' 1 7' 7' 7' 10' 8' ill 9' 3' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' / � I #3 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' r D f L Stud 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' Standard 4' 3' 5' 8' 6' 1' 7' 7' 8' 1' 10, 3' 10' 11' 11' 11' 12' .9' 14' 0' 14' 0' Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Stnndnrd #2 Stud #3 Stud #3 Stnndnrd Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Stnndnrd Stnndnrd Group BI Hen -Fir, #1 & Btr #1 Dou ins Fir -Larch Southern Pinewww #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 these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 100 plf over, .; continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. About Attach 'L' braces with 10d (0,128'x3,0' min) nails. able Truss )K For (1) 'L= braces space nalls at 2' o.c. In 18' end zones and 4' o.c. between zones. Diagonal brace option- )K)KFor (2) 'L' bracesi space malls at 3' o.c. vertical length may be T_ In 18' end zones and 6' o.c. between zones, doubled when diagonal 18' )K 'L' bracing must be a minimum of 807 of web brace Is used. Connect I I @� 9 r member length. diagonal brace for 775# •L' .L )j�/l It each end. Max web Brace �1 wAk Ip�� Gable Vertical Plate Sizes total length Is 14'. �� ('q ®� /�'`/ ��p Vertical Len th No S lice 2x6 DF-L #2 or I 04 �•J a ® d +' �� Less than 4' 0' 2X3 better diagonal 1'- I+ �A ��' , ®� Greater than 4' 0', but 4X4 Vertical length shown brncel single 18' )K 4 g �� less than 10' 0' In table above. or double cut 45' (as shown) at L 1 +Refer to common truss design for upper end, peak, splice, and heel plates, wa no s®Bearing Refer to the Building Designer for conditions Connect dlagonal o nt �' I 40 C f1 Ci�a `"a• •o not addressed by this detail. midpoint of vertical web. Refer to chart abo or r aC� jj'�j f� { \h?�((f��i^^t uVARNINCia READ AND FMLLDV ALL NOTES [IN THIS DING INd ®e ® V 'q wwINPDRrANrw. Fl1RNISH ras mtavDlG TD ALL IXINTRACTORs DlCLUDD�i Thy INSTALLERS. 0 r% 8 � p.°- �ta� REF ASCE7-10-GAB18015 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and 9 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety (/ �� DATE 10/01/14 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 P �✓ r1�Y shnu haven property attached rigid ceiling. Locations shown for : DRWG A18015ENC101014 P P Y g g• permanent lateral restraint of webs 2a shall have bracing Installed per BCSI sections 113, B7 or 11111, ns applicable, Apply plates to each face of truss and position as shown above and on the Joint Detalts, unless noted otherwise. �I Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from this drawing, any fnRure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AX, TAT, LD, 60 PSF AN ITW COMPANY Installation & bracing of trusses. \1514\Earth\Cit\Ex Expressway A seal on this drarog or cover page listing tits drawing, bx9cntes acceptance of professional Y P y engineering responsibility lty solely for the design showThe sult*Wty and use of this drawing \ \ Suite\ 242 for any structure Is the responsibility of the Bulldog Designer per ANSI/TPI 1 Sec2. \\Earth\Cily\MO\63045 For more Information see this Job's general notes page and these web slte�r MAX. SPACING 24,0' ALPINE. rrw.nlpineitwcoml TPB wv.tpinst.orgi SBCA. www.sbcindustry,orgi ILd wr 'T' Reinforcing Member Gable Truss Gabke Detail Fnr, I P+-iv) \/Prtirn I c Gable Trucc Plnta Shoc ppropriate Alpine gable detall for :e sizes for vertical studs. Engineered truss design for peak, Rb, and heel plates. vertical plates overlap, use a Lte that covers the total area of Lapped plates to span the web, ei 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 Nails, 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, Al0030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detall Drawings yy A11515ENC100118, A12015ENC100118, A14015ENC100118, ��i i�►jj j A18015ENC100118, A20015ENC100118, A20015END1001}�9l �j A11530ENC100118, A12030ENC100118, A14030ENC1 Q�MCsO(118, l�`/� }®p` A18030ENC100118, A20030ENC100118, A20030EN I1, ASO 3 Q1�@• ! P S11515ENC100118, S12015ENC100118, S14015EN 011816OP18�� S18015ENC100118, S20015ENC100118, S20015ED10011EL S 0?�,O15P 1 8 � � S11530ENC100118, S12030ENC100118, S140306MC1001it, S S1803OENC100118, S2003OENC100118, S20030TNI 118, S2003OPED100118 Q Seeappropriate Al ine ��(( B p gable detail for mnxlml® unr>RlnforcedTe'verticnl l8ng I 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - Or - End -nail 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 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) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' ..VARNM-- READ AM FOLLOW ALL NUMS ON THIS DRAVum -IMPORTANT" FURNISH THIS BRAWDRG TO ALL CONTRACTORS INCLUDING THE INSTALLERS. o rC` 0 /C r®p �- e�� REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and 0 + d A follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for safety d 1J .� DATE 01/02/2018 practices nle scnotedor to otherwiise, op chord shalt havespropertyRers shalt attachedtructuralovide psheathingaand bottomSchord ��/ �� `aa 1��1+ DRWG GBLLETIN0118 shall have a properly attached rlgld ceRing• Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI sections B3, B7 or BIO, as applicable. Apply plates to each face �' of truss and position as shown above and on the Joint Details, unless noted otherwise. PI Refer to drawings 16CA-Z for standard plate positions. Alpine, 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, AX, TAT, LD, 60 PSF AN TTW COMPANY installation & bracing of trusses. \ \ 514\ Eadhl Cit 1 Expressway A seat on tints drawing or cover page Usting this drawing, YMcates acceptance of professlonat y P y engineering responsibility solely for the design shorn. The suitability and use of this drawing D U R, F A C, ANY \\Suite\242 for any structure Is the responsWity of the Meting Designer per ANSI/TPI 1 Sac& 11 Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sit (1 �#29��8 1,00nhwak Kim, FL PE #86367 MAX, SPACING 24,0° ALPIND wuw.alpineitw.comi TPIi www.tptnst.orgl SBCA, www.sbcindustry,orgi ICG -.1c s 'T' Reinforcing Member Gable Truss Gable Detai( For Let -in Verticals Truss Plate Sizes ppropriate Alpine gable detall for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap,. use a .te that covers the total area of lapped plates to span the web, 2*2X4 2X8 Provide connections for uplift specified on the englneered truss design Attach each 'T' reinforcing member with End Driven Nails, 10d Common (0.148'x 3.',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords, Toenalled Nails, 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 Gable Detall Drawings gg A11515ENC101014, A12015ENC101014, A14015ENC101014, �� C� 1 �!%/to A18015ENC101014, A20015ENC101014, A20015END101 1 IA .01 A11530ENC101014, .A12030ENC101014, A14030ENCIQ �C�1�1�',11d %0_%i A18030ENC101014, A20030ENC101014, A20030EN 511515ENC100815, 03 S12015ENC100815, S14015ENJ 008V 5 ®0Sib S18015ENC100815, S20015ENC100815, S20015 D1008a5, OISi&7 S11530ENC100815, S12030ENC100815, S1403IZIC100015, 0 s S18030ENC100815, S20030ENC100815, S2003a 00815, S20030PED100815 C s See appropriate Alpine gable detail for maxim unrgelnforced-6 e"Lertical P ° gTATE OF ■■vARNDl " READ AM FaLLav ALL Na7ES IN THIS BRAk/IW MI PIlRTANTtrw FURMSN PUS DRAWM Ta ALL CONTRACTORS D.ICLl1DM TIE D STALL RS. e /^\\ Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and '^tea fallow the latest edition of BCSI (Building Component Safety Information, by TPI and SHCA) 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 rr^�� shall have a properly attached rigid celling. Locatlons shown for permanent lateral restraint of webs L.PH 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. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc AN ITW COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation 6 bracing of trusses. A seal on this droving or cover page astlng this drawing, Indicates acceptance of professlonal \1137231 Riverpon\Drive engineering responsliAlty surely, for the design shove. The suitakbgty, and use of this drawing \1 Suite\200 for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. l \ Maryland\ Heights.\ MO\ 63043 For more Information see this Job's general notes page and these web t.slnpyl j ) �7' ALPINE, wwv.nlpineltw,coml TPH www.tpinsorgr SBCA, www.sbclndustry.orgl ICOww. wi f �# Cdi'C� 1 (! O R 4 0 Yoonhwak Kim, FL PE #86367 a 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detall), 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' Reinf. 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' ' TOT, LD, 60 PSF FAC, ANY SPACING 24.0' REF LET -IN VERT DATE 10/01/14 DRWG GBLLETIN1014 M 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 C0,135' 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, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y 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, WWX 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', 4X4 3X4 2X4 12 Valle 12 Max.I Spacing 2X4 X4 Pitched Cut Square Cut 8-0-0 max Bottom Chord Stubbed Valley Optional Hip Valley Bottom Chord End Detail Joint Detail 4X4 Toe -nailed Valle y / 12 Cormon T-usses 12 Max, F_ Q t 2 ° o, c. i4@41f )� �� X3 9� �� I ll S t 1X3 6-0-0�� a ©a ` a 4 s � L �,.1c'E '� IX3CMax Spacing) 2X4 5X4 SPL q 1X3 1X3 0 ° Q No, 8636, CV 20-0-0 C++) ® Trusses Partial Framing a �-�. a 2 o,c, Plan Supporting trusses at 24' o,c, maximum spacing, Z"ia c STATE 0F mVARNDI - READ MID FOLLOW ALL NOTES ON THIS DRAVD1Cd ■RMPQtTANTes FUFMSH THIS DRAWING TO ALL CONTRACTORS DCLUBM TIE INSTAU-M& "s 4 F a C C L L 30 30 4 0 P S F REF VALLEY DETAIL Trusses require extreme care h fabricating, handling, shipping, installing and bracing. Refer to nn�® 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 BCSL �<e� Q �tt ®®� ® ®� IIJJ p� dl / DL 20 15 7 PSF DATE 10/O1/2014 DRWG VAL160101014 per unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord have f, I !+ P �� V ` $C DL 10 10 10 PSF w shall a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bradng Installed per HCSI sectlons 113,117 or 1110, as appllcable, Apply plates to each face 0®e of truss and position as shown above and on the Joint Details, unless noted otherwise. C LL Q 0 0 PSF PI Refer to drawings 160A-Z for standard plate positions, 55 Alpine, o division of ITV Building Components Group Inc shall not be responsible for any deviation from tuts drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, ❑T, LD, 6Q 57PSF AN ITW COMPANY Installation & bracing of trusses. 11514\ Eanh\ City\ Expressway A seal on this drawing or cover page UstI g this drawing, Indicates acceptance of professional engineering responsibility solely for the design shown The suFt,bRlty and use of this drawing DUR,FAC.1.25/1.33 I.15 1,15 \\Suite1242 For an shruture is the re y responsibility of the Budding resigner per ANsvrpI 1 SecH \\Earth\City,\MM 63045 For more Information see this Job's general notes page and these web ALPINE, owalpineltw.conr TPL vw.tpinst.orgl SHCA, wvsbdndustry,org, ICG v SPACING 24,0' VALLEY FRAMING & BRACING DETAIL R ac 1/2 of Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-O" 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 ofs", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat II, 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 gered between rows. 7yp) 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 416d 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 316d toe -nails "" '"`"'�" "`r 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE:16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 20 "T" or scab reinforcement nailed to flat edge of c2ple with 10d fOA28"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length. Cripp es over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress graded lumber & box or common nails. ,farrow 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 requireme ! ,. Nails are common wire nails unless noted otherwise. i (A) (B)") "VA16043 r READ NO FDLlJOV ALL NOTES IN THIS DMWI li +`* • ww1rmwrwa Fu m T= IwAwDc m ALL canR4cmRs Dlc„miw Tic DsTALLI m * C LL 20 30 40 54 REF VALLEY FRAMING Trusses rcquMe exOrone care I, fabricating, hanftWg, shipphg, Inst LLIng and bran& Refer rJ C DL 10 20 7 7 DATE 10/01/14 follow the Infect editlon of BCSI (&IldMp CoN orient Safety Infornatlon; by TPI and SBGU for' fety Proetices prior to perfornhp these functions. Installers shall provide tenporary bn=: per SL • unless noted otherwise, top chard shalt have properly attached struuetw�at sheathing and botto�c STATE : BC DL 0 0 0 0 DRWG VACNV1801015 shall have a properly attached rlpld ,elf, Location shown for perronent lateral rcstrok t of ® i i o rIshall have brneFq Installed per HCSI sections B3, 17 or B30, as nppecohle. Apply plates to each i'¢ce a �(�� d of truss and postton ns shown above and on the .Joint Details, lwitss rated otherwise. "ooQ, e A' O 1QP.f �/ BC LL 0 0 0 0 Refer to draNngs IfiBA-Z for stordard pint, positions. > • l 1 • AMNfrWCpMPANy t oYo� oMslon of ITv Buadlnp components group Iris shalt not be respans6le for any devhtbn f � '••ire....... �TOT. LD.30 50 47 61 InstallationnL bracing t—sto sez, the ��s kt confornonce with ANSI/TPI 1, or For hardl}q, slJpgnp, oof A A seal on this drnwbV or cover pall, Dstirg this d-awlp, Indicates acrepmnce of professlonot 'yhffff ,O N AX - `,♦♦♦O♦ rt,:. `ly far ` ` . a m n.r �Nsvrnl 1 sari �°`~° �►u wxu�N DUR. FAC. 1.25/1.15 13389 Lakefmnl Drive for •+�Y rceparrctolUty of Earth city. MO 63046 For' nwr information sat this Job's general notes page and these web sltesr )rS / 2 O'! SPACING SEE ABOVE NPM wwwal itw.eoN TPL nw.tpk,storgl SBCN were ndustryaryl ICl7 www.lcci f,arg V ! L l