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,11 IIII �---■1�II■■■!�■I■I■f■I� 11 - 1■--� 11 11 11 11 11 11 11 11 i11 11 all 11 o11 ■1 offIN .; 1, 11 11 01 Ell 11 ©11 11 11 11 _ � 11 11 —,__■ � 11 _ Total Truss Quantity = 69. o .-7 3 r ' APP,o EI THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. REFER 9 PAAM FOR 0ONNECOQR. TYPICAL 7' SETBA Reviewed for Code Compliance Universal EnginowMg Sciences r MULTI -PLY E RDER CaNNECTDx ALL PLIES SHALL BE FASTEND TOGETHER (BOLTS, NAILS, AND ON SCREWS) PRIER TO INSTALATION AND BEFORE ANY LOADS ARE APPLIEA PER THE SUPPLIED ENGINEERING SHEETS Nam DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT IF THIS OFFICE BACK CHARGES VILL NOT BE ACCEPTED WITHOUT PRIER WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS IF AM ERICA, INQ 877-293-9487 NOTO ALL BEAROO WALLS MUST BE ADEQUATELY DESIGNED TO CARRY THE LOADS IMPOSED BY THE TRUSS OR TRUSSES, AND MUST BE IEPLACE AND IN SERVICE HEFQiE THE TRUSSES ARE SET IN ORDER TO AVOID REPAIRS Labeled End Mark 01 General Notes 1) Al pardd dwd kmaea, tht 4-aaea ad flat 2) n(ad. to9ngtan HJSZDi ulan atlralw 3) N trty. waft Is 24' QQ mim .4. mhd. 4) P V T- Rcti , a, OC9-61 mcam-adatloa Pamavl X-bmit Wald a omw d a Inkm waft 19 O.Q WM 5A wm, to be npwbd X-d aid hda� aafi =rdar to HSI-81 tar my adMIm haft ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BOLL = • PSF SCOL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % HIND SPD/TYPE=100 ENCLOSED BLDG EXPOSURE — C USAGE — RESIDENTLIL CAT II WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 Tm member design &comeaor plates are desiggnneed SC "I 7-1. and roaximmn forms hom both components and claddings and main wind fotte res-snag systems. • These mssses Eave been revie d to carry a additional 10# psfmn-concurrent bottom chord live toad. FLOOR LOADING SCHEDU TCLL PSF TCDL PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AIL REAC'PIONS AND upixm ARE SHORN ON ENGINEERING WALL KEY OB'-e• ® 0 amr-AnnDwE-atSamerCRrmaFwuna rOra>N •r Our. DATE" r DuaaAarnTorauvE am a m nnum 4 mMmmyc Wr 7M4 na®mmmc Wx OEM— Wit �� racv anon l/1d9� owrr PCARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. NL W. WINTER HAVEN FLORIDA 33880 PH@Fi C 800) 959-8806 FAX- (863) 294-2489 BUILDER D.R. HORTON STATETTIDE IROJECTCREEESIDE MODEL 1672/ARG/4EAB CCA PROJ/MODEL/ALT 7A5/ 167ED ALT DESC OTC 3310 TRINITY CDR LOT 45 BLOCK DESIGNER PAGE RFS 1 V��y9 17 N333986R 'VT "=1' Total Truss Quantity = 69. REFER to EM PAO( FOR CONNOTION. 0 t' L_L ' z-o• TYPICAL 7' SETBA CORNERSET LABEI AND SPACING CMAU$ God* ujljvelsaJi SSd MOTE, MULTI -PLY GIRDER CONNECTION. ALL PLIES SWILL BE FASTEND TOGETHER (BOLTS. NAILS, AND OR SCREWS) PRIOR TO INSTAIATION AND BMW ANY LOADS ARE APPLIED. PER THE SUPPLIED ENGINEERING SHEETS NOTE. DO NOT CUT OR ALTER TRUSSES WMOUT CONSENT IF THIS OFFICE. BACK CHJW G WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS IF AIERICA, INC. 877-293-9407 NOTE. ALL BEARING WALLS MUST BE ADO:'OUATELY DESIGNED TO CARRY THE LOADS IMPOSED BY THE TRUSS OR TRUSSES, AND MAST BE (PLACE AND IN SERVICE BEFORE THE TRUSSES ARE SET IN ORDER TO AVOID REPAIRS. Labeled End Mork THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. General Notes 1) N P-M dad h=0% flvl mum and flat Wdm bme me tap dad PM1* P*ed 4— m be metaled 9• aide t& 2) AI bongos to be Stgea. F115d6 utm dhetm nded. 3) '1 mm apod" ® 24 O.C. uden ofhetim eded 4) Pw Tntr Plum YubLde BOSI-Bl mmwnmda6m pammont X-b=4 shodd be plomd at a andmm tporig 15 O.C. a me span, m be repmmd at a mmfimm of 20' btdsem each X-b m tlratgltwt 0e ebuabsL Pfeme refr m BC9-BI for any addAiad ma*9 deWls ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % NAND SPD/TYPE 150 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT U WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 mc - Tmssmemberden ficonnector plates deli��edforA' 7-10-dmaximum forces @om both nmponnts and claddings nd main wind force msistmg systems. • These tmsses hove ben reviewed to carry an additional 10# psf noncurrent bottom chord live load FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AIL REACTIONS AND UPLUM ARE SHOW ON ENGINEERING WALL KEY LOADf DESCRIPnON [ NfT. DATE tt� ' ta¢ aV a awt act tr sax a tav rvt �m osa .ws te• maw Va MW= ter p Aa. LL1IVM@T 11.T A mY' .MAP U .eRisrc tealARmf I I- IIIIIIIIIIIIIIII, IIIIIIIIIIIIIIII, I- IIIIIIIIIIIIIIII, CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE & N. V. WINTER HAVEN FLORIDA 33880 PHONE. (800) 959-8806 FAX. (863) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECT CREEESIDE MODEL 1672/ARIA/4EAB CCA PROJ/MODEL/ALT 7A5/ 320/187ED ALT DESC OTC 3310 TRINITY CIRCLE LOT 45 BLOCK DESIGNER PAGE RFS 1 DATE 3 29 17 'NN333986R LE 1A 4 "=1' Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE - ----- --- ----- DR HORTON /STATEWIDE [7A5/320 CREEKSIDE 167ED Lot: 45 Block: _ Unit: Address: 3310 TRINITY CIRCLE ................................................................................................................................... JobNumber: _ ....N333986............................................................................................................................... Revision Date: New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 .PH (800) 959-8806 FAX (941) 294-7934 ALPINE March 1-3,1019 M RW COMPAW Mt. Bob Michaelis qArO6nt6rCdhteactofs of America, Ind.: 390Q Avenue, G.-, Northwest. Winter HaVen,.A 33886-620 i Re: kjtqrnatiVeIhst4flationsJor A s-ind1ib ply carried truss with a. width less than the:hanger width, and wood. blocking ,to achieve full design ,load value for face.-mountedhEicer-attachmdrt ''on a. 666 ply Supportind dirdef (Refbednd6. detail WMT-02)., Dear Bob, Tot a single Ply carried truss with A.width less than the hanger Width you ca.n. install a. prefabricated jack. scab ,truss.(*) for wood filler bl66kihg,.The* chord sizes, ;.chord ,'.grades, and.Al pine,,conne. or plate(s) to s '* be the. same as the single: pl . y carried tr.'O,-§s.'Thb prefabricated ksca6tru S. Will have a: minimum length of 48" and will have a. minimum pitch. of 5112. The single, ply carried truss shall hPve:.A reaction of 3,,500# or ies$ and Attach. .► . prefabric8i.tO.d,j-'ack.:scab :tr..us�s:vA.tt* of i with: rows 0, 2V'x3.0"'GUn Nails at,2' O-C. perroW, staggered 1 �' (See. Figurd: I beld . P16 a*se'tefafto the Simpson Strong -Tie Catalog C-C' .. 2Q 1.9i page 2.10Figure;. 81. for more information:. F1g0rel, For--asingle p* idt er t h6tteqUires " ' woo dbloc king to;achieve full designi load Valuof for faqe-moqnfed bangers:attachone woodblock tl to 'the back face of the single :rd ply erwith the -same size: and grade: -as the' bottom: chord of the single ply girdef..The 'woodbloc lehothtobesuchthat-the-wod blocking extends to each adjacent panel Points -(Webs and bottom .chord intersections}, Attach wood block (�)-wiihtWcf..:.(-2) rows-qfb*.-128'. x3.0'06n' NAM$ at 6" O.C. per row, 3.0 .":applied to. the ALPINE MITWc%ftW.' singlo-ply -girder fac with. an additional (29) Q,128!x3 0. each ..el-W.F. T. Gun Mails at h panel point applied to e, Wood . blockfade (See F . io.UrO'Z below). : , P . lease refer to the Simpson - a mpsonStrohg- Tie taiogC-G'20.1:9, page 21.6, Fiddr6.1 for more infdrmatioh. 0 figure 2:. .. . ...... ..................... . .. . . . ...... ---------------- . . ...... ... ..... ... ................. .......... . .... . - .... .. .... ... ... ... ....... ... The -applici6tion of prefabricated j6dk'sc6b- trusis fot'W6od fillet blodkirig.or woodblockinq to.; achieve. full. design load. *vpJue for face=mount6d hangers must be approved by the hardware manufaciprer.., All edge. and end di4drices, and spacing for all hall connections .must be sufficient to prevent splitting of Wood.. If I can,be.-of any further assistan,ce,o.rOyou haveanyque.stions; pleasagive me acal . L v x. GENs STATE If William H. KncK:F.F. Chief Engineer Alpine an ITW C m p.., pany Engineering Department Orlando, FL 6750 FoMrh' D.five. 8uiteC306,:0*r*Iando.'.FL 32821 - (800).52.1-.9790 - (863) 422-8.685 PM ALPINE WwOl"My April 26,2019' Mr. Bob Michaelis Carpe6ter Contradtort of Arheric6, Inc. 3960 AvenueG.i Northwip,st Winter Hbven, FL 33860-6201: Dear Bob, Re- Str6ngb -a' ck bridging; on fb6f trusses. I understand -there. is sioh16 concern over our recommendations for stroftgbAdk bridgind'oft. roof"trusses: Sfrangback bddgiqg.for roof trusses is not pf'A.N..Sl-zTPI 2014,40.r is it a re uirem .. t ;, . 1�1- .. : . .1 .. q an strongback bridging! oft roof trustee it, Building[ Cornpodent Safety: Inf6trnation (5CSj .But recommended by -Carpenter Co''htractc;rt of. America. Ztr6dgba'c'k bfiddihg's&V6s the followin9 two, . functio''nt; - One, bridging aligns the-bottorn-chords lafter, they are set -so they are unifprM, along the ceiling line and '. sQrviceability TWoj bridging. reduces e6iativd deflection of adjabeilt: teU§s6&, Strongback b"nd ".does. not: prevent or t6.duc6.!oV&roofalI ihdiViddal deflection, especially any �trusses g ng c6hq.morethan .._1'/ 4" inch; -Sirongoack- bridging in roof. trusses does not serve as :temporary bt permanent .t bracing and is not, :intended to .distribute. or share ddesign1pods. between iruspe.s. Consequently, *tip desigh. load's have -been accounted forWith this. detail and continuous ttrohgb�ick'btidgihg''�hti.ijid hotb6:attadh6d between: common and girder 'trusses. The, use of strorigback bridging: shall not. interfere With, other- design. g considerations as specified by the Engih*06r*df Record or the Building Designer. Th6 outer ends of the strorigback- brid ings .. hal I I be. attached. . to a wall or another secure end. restraint;. or as sppcified'.b the Engineer of Record drthd BUildin4.136sijhdr. . . Y Strongback- bddgihg shall- be a% minimum of 2x6 nominal lUrribeir oriented nented With. the depth vertical".. Attach With 16d: pqMmon nails (0. 1*62N3.5") nails at. each intersecting rhdrnber.. VVhen extending the steondbadk bridging overlap: by at a..minimum . f. o The loca. I he.- strongback bridging: Q two trusses. *: �f I. - - maybe: specified 'by:'the.Tru's'_s Manufacturer,., Engineer of Record, or Building Designer: A*6 ' Please r6f4 . t y . BCSI "Strongba ki.ng Provisions" or to Alpine:STRPR RR1914 detail for more inf6rmqtion. The graphic showh (Figure- I) is for generic illustrative purpose only, 6760 Form Drive:8uite - 805; OrfMdo, FL82821- (800) 521-9790.- (863) 422-8685 www.a1pi0eltvv-com; or ALPINE . AMMW 0. 1:.Sl AG( lo, Seal; is Figure.l., If Lcan-bd dt-any fur ihbt'aissistarlWor-ifypu have!.anyqueitions. plea.s.e:'give.nie-k call. Williabi: K Kndk O.'r-. Chief'Epgineer Alpine line an ITW'. Qqmpany EQg-neenngDepitm6htQrlanda, FL. V82.1. 676.0'Forum Drive Sulie.305, Gdaiido, FL32821 -; (800). 521-9.79,10 - (863).422-8685 Www. ailpirieb4corh I S.TRONG3ACK:.BRIDGING 'RECOMMENDATIONS BUTT .$TRONGBACK i lo-- All scaib-.on blocks shalt :be :a: minlmum.:2x4: BRIDGING TOGETHER I stress graded .lumber..:` i►'All . strongback bridging- and bracing shall :be 'a. _ min1hul7 2x6 'stress graded :Lumbor.' 4' No- The purpose of strongback bridging .is '-to 0' .'ATTACH SCAB WITN' 10d:BOX/GUN _ develop, IOa'd sharing between indlvldual tr.usses,: 4' 0' Ez6. (DAMOV). NAILS IN':2 RONS`'AT SCAB' 6' O.C. resulting In an overall .Increase In, the NOTE! :IN LIEU .OF; SPLICING AS SHOWN, I LAP 'STRONGBACK :BRIDGING MEMBERS stiffness- :of the. floor. system 2) 6 FORtAT LEAST ONE .TRUSS:,SPACING stl?,On back brlol In ositibned Qs: ,shown in g g g•'.P STRONGBA,CK BRIDGING :SPLICE DETAIL d.etalls, 'is recommended .at 10' -0' 'o.c. tmax> ►The terms 'b"ridgln.g' qnd 'bracing' sometimes NO.TEI Det4lls ;Y and 2.:'nee 'the preferred attaehrieYit Methods ATTACH STRONGBACK TO WEB W/ '3')- lOd COMMON _are' mistakenly used Interchangeably, 'Bracing' Is. an (0,148 x3')'...NAIL'S.'OR .O j Im ortant Structur: al re uirehient 'of an floor P .:' q, y (0 10d soxiGUN MX3.0'); NAILS or roof system, Refer to' tke'iw Truss Design § Dro;wing CTDD) Tor `the: ,braking r'equir"ements .for each IndlvidUQl truss uss component, 'Brldging, ao particularly 'strongback bridging' 'is :a• o e .da rec mri• n tion' for a ,truss s stem to help o" control Vibration. In addition to. aiding.: in te: distrlbut1on :of polnt loads be-t.weeri adjacent truss, -strongback bridging. serves 'to reduce NIMUM) STRUNGBAGK, INED'.AT EACH E STRONGBACK BRIDGING. 'S ACING' U REHE I pounce- or reslqual vlpr:a.CIQM Y esul.'ting. from mP* ng pOI ' t l0ads,.:SUC:h as footsteps. The performance of all 'floor. :systems 'are enhanced by. the. installatlon of 'strongback' brldND, gin.§ and therefore :Is strongly recommended to IV None re ub ed I lY to 27I rm:ht mrkr6F m,to M e. e"di .:? v r �a' 'iilwsarl0 oc by Alpine, For additional lnfde-,mmtigri regarding strongback bridging, refer t:o BCSI :(Building Component Safety Information), "Sa .#io — Z.: SUMV0 M. STRONG13ACK 'BRIDGING ATTACHMENT .ALTERNATIVES "'•�•�s! D. .011 revAmmtta.■ +sAu'An mime A!L wres nt.nus DRAV➢Il .� WWanrWr to M IM TMVM TO ALL t»ttpCMZ; DCLU M ,M msrauxr, l,•'' ; LL: PSF REF STRpNGBACK .. Trussn rrgiAFt ezirene Corr b ♦'etirkt<Mpr fianiAMG, .,a• hstdllri am bmdl Rei:r ie� ord + � .._- . iwlae the lote,lt rdtbn of.•.ECS1 ttluAdkp tbnpo.rni-soF •�rtfa{natso�, G,r W am €@CN.:/a � sairty r TLF DL, :PSF DATE 10%Ol/14 . . pororaetkrs Prlar 10 PwfwF*+y thM ftk ctio Ilrtiellers shill p vviar i br0 per iesL i � N '• k1 iess noted otber.be fep:,dwrd.sha Mvr property attotlxd. sirllehral ahwo 1"ottan, d a .. o. Q861 ,r ,ha0 barn a pr•perry attacMd a etltn. l.aeatiorp;shberl.for prrnaoem'ia e�roti'°r otit of .etl� ' . Q: r +ntC 2DL P$F" DR1J�i STRBRIBR.1014: d�lJ 0 of. have hstollra per ssci4n+ 23 97 or ze as:appapoI1�nn. Mc /�ppiyy pipits. to,wth Iaat- sl. j� L C] at irws ono as shown -above tnd ow -the. , Dtiolr Bien noted othtrrke tjL; PSF 4'MM. r. to dra .;1W 11x siordord, ploit-pesHknr� ]Wyq eoriP«.nte 7r,c. fholl'not bre:ponerat. Port ond.van►;5, je ISTA' . ANIiWOJMAMIY ara**,sny iss,r io hu d'" irwe In eon ornoncr.MW'Auvtvt.). or soh hoe p .,n�ptq �G' ► L D PSF �xL I::otp.x roverpo ppee :tkll,p pis d OV, hAc&"x tectp�•ram�y +awy lar prr1cm:.Tlr. ono uw.arpisd•a •Q ! `O `: F'AC. 1'00737Z3 Rivembn O,hye Mr, a }iw•r-SpauEUb: of tie'D *Q,Dlsynn yANtir A:xtr2 '� "'Iii f��i`n++i r i r Su11e200. i'or'igrrtr,�orAntbn rn .pis .pt+'s Yeneral ;rots pr.and ilrse .eti; stun. ��i�)�st '••e� . � Mtry'lelel Fleghk;.M083043: AlP11D rreaWlttwtau TPb vn ipMtay sacA,......bei°wu.trrord Im sssJ¢sifecry �� S PACING. hhuh111tg1t! 11 ti . aRrUN684 4, -Y- M- ff N T: CONCEN - TRATEC - OWMW -!T6.'&:UPPt# - "-a MATERIAL. - AS 400v'r -JR-A A 04 ALL LVAR,.* PIU.!: VE ef �r-s-2-0 p E "S A X -APPROPRTA-1 kR: A - T IN F Mr -. -, -PLATE. 6 .: IM 0 V: LV 3. 1; VA T- SHOWN; 01THEH T A NO I Nora, - MMIN0, A.T., IAL -010 L-AEIQR' ut a Ju. AM-ve.- T-kin -op BE 140PLIM -f1A -tog'. Ai p 0. A .:2 r--. VIE- 50 1 7-4' 3 Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valid onlyy for sin le ply trusses with 2x4 or 2x6 broken members, No more than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply 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) + (B) Scab member length CS) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c., rows staggered, Nall Into 2x6 members using three (3) rows at 4' oz., rows staggered, Nall using 10d box or gun nalls (0,12810', m)n> Into eaph side member, The maximum permitted lumber ggrade for -Use with this detail Is llrllted to Visual grade 41 and MSR grade 1650f, This repair detall may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tle-In loads. Member- Repair Detail Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force . Memberli Size L SPF-C HF DF-L SYP Web Only i 2x4 12, 620# . 635# 730# 8004 Web Only 2x4 18, 975# 1055# 1295# 14150 Web or Chord 2x4 24' 975# 1055# 1495# 1745# Web or Chard 2x6 1465# 15854 2245# 2620# Web or Chord 2x4 3 1910# 1960# 2315# 2555# Web or Chord 1 2x6 2230# 2365# 3125# 3575# Web or Chord Web or Chord 2x4 2x6 36, 2470# 2530# 2930# 3210# 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 383544 Web or Chord 2x6 4395# 4500# 5225# 5725# Web or Chord 2x4 48, . 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# • HlntnuM L Distance 8 L L L 4' o.c s �Typlcal ~ L + O + 0 + o, + O L O + O + O + O + Mir ben L iDlStance- S2' tagger L r= Back Face lad Box (0,128' x 31, min) Nallsl j o = Front Face 2x6 Member - Trl bee Row Stagg eredd Nall Spacing Detail j""�^ 3 L L alsenner nVAWen READ AND tTLa 1.V ALL NOTES IX THIS 3RAVINGI REF MEMBER REPAIR sr111P[pTAN1ssRNIFI FURNISH THIS DRAVDIU TO ALL CORTR47011t INCLUDING THE 19STALLERS, Trusses rrqulre ewtrene care In fabrieailno, haMlho, shipInstally� and hracha. Refer to and DATE 10/01/14 follow the lat.st edition o► 1cs1 muGdkv eonpohwnt safety In(pha ornatbn, 5y TPI and SDCAf for safety swcikes prior to performing these funcllons. installers shall provkk irnporaryy hrseN per 3ci1. ALPUnless noted otherwise, top chord ohall have properly attached structural shaafhklp an bottom chord DRWG REPCHRD1014 ve shall have a properly attached Hold ceLero. Locations shown For permanent lateral restraint of verbs shall have bracft� lfrtaUed per =1 sections 33. 17 or 330, at apppUeablr, A ypintrs to each face D of buss and position as shown ahwe and an the Joint Drtau, Wless notedpetlerfdea. Retry to drawlnas MA-1 ear stohdard plate posi}lens, Alpine, a division or ITV Sul Components Group lno Abu not be rrsponsihlr fore devlatton from AN RWCOMPANY tit�Ise drarhy any, folurr to bulloPthe trots hf con/ornance whih ANUMI 1, or for hondko, sHPpho, ' hstallailcn i taraatno of 1rdLgs, A seal'on tits droet.0 x eevrr paps Ilrtkfg tide drowlq, ltdcotes acceptance pF proPesadend A • ' .r,pin.srMa respeeehlH •• so4ly for iffy 4elgn share The cWtahRty and use of the dFmvk% S L171/ 13ggg Lskehonl Odva far any sinieiu�e Is the rasloww Ity of tiff l�hd;no Desgner per ANWTPI 1 Srcd, EsAhCk ,M093045 row Mon Infersation set this �oh'r yneral notM papa and these rrh tltfsi SPACING 24,0' MAX Y u plum .w..lda.11..eaw, 701.....tawl.aram SMAj wweahe strvnraf 106 wwwJccsafeara T, L '' V LE Y. A�-bfk L. -nel f-2irmr(.n-.MIn ram Re gim-m-lis 12'patahl2xWSPFAI RIDGE BOARD RXG) ,/. Holgfiv- : of VORY qLLAR SEAM, EVERY MR0. IROF RAFTERS TRu S .-S. TRUS5 V SIR VALLEY -FRAMING ALL# -.()R qE ..LIN D RAFTER F= cm *,CAffiPLt psf {Twa,nd 20, pgf (.Tpj Max. Q , a-b6aid so ihatcri�iifa locations are 1 11 11 H I rfd'w;cFii( rd OtKkrf e, qU -c- . (Tyf) tw IN- H;— 11 kkL— +g4l OTS"I.Arld all wim a sk", Narcnw i�s;16ni'i6;tha4)roperjp e,numberof- nails are w Iftig -sheathing a,va Wy *:-,t rist . alle4th td.ridge, 64 nikifblo416i,��aei raftor Ifs.lagpers.are.nol psed, ,fAsizirawirillopplies to-lvaijoy.sWhh.-thp:iotfd.vAho;conditlorts,. �A * 1" a -Maximum r1-46' fi"Tj*rd.6'f hel4ht: 3.0-feet N2( 06iriIn 6,f WIrp- P.b U610Ab Wed '6thbrWISIa." tn mphi.Wbsed, Gat 1, -IQ .rA.M p Di Kzfw-1.0 0,oyf66c66.n P,6q Olt .em!,M4(ote Kide.-dire6tiv 7- CrIppi0't0f.did. Mft6r2t6-.tWo-2X6 sleepers.' 416dtoocfalli S. "Steepefto:Srtl3s' 416d %ddTftzJls 3 -16(1 t&6vWfteajch sleeper.1k.truss 6. ::Rl4ga:6ohrd.-tn-r.oDf bldck 4 %Bd toe -TWO$ AS'Rr;L;VD-F0R FfrcN .7. -Ridge-.board fo-trjuss- 41fid-t0giialits S. .-Put-lid to no). ..q. -Tr6si.tji.'6l6ikfiNe 4'16ittoa frail -10, , Truss-td;o1opld: , ,11, , TAISSto wo.wp- ERSARF-USEDI .13. 4 16d1ee-nalls. NOTE-CIfia+(0-162t451 401VIMW NAIL§ NA, PONF., mwwc:?� F.U*4W,n= WAW4 M-" M,DC%= -IVE'-lI=ALU3M5 f: -*w. WI� Fuf*e 0 0% Vtux"3p y*qLjft':ibF� cw� &kv k; A -t fat" ftwlctait'id vVIUL G"*V P Irty. per." c.0 9,A-14 0.(t vvc 231:47c Ptat f6 .1 per &Pin P ji4 &Adkv &epd—lts . . . . . . . . . . . . th� *6=dw.6 ir 4v V -OTA Cj..R �6 TC DL 10 BC- LL LDJO -Sb 40 54 ZG 7 7 -0 0 0 50 47 61 REP VA DAT9 10 DRW.P ].?5✓1.Tfi Simpson.. ... Constniction Connectors Face -Mount Hangers - I -Joists, Glulam and SCL .......................................... _ _. - -...--..........._...__. - --- ------..._.._.._._..- ................-----------._..........-.._....---._........_..... ID These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. k rA `Actual Joist' Modeh Size `No. Dimensions'' Allowable Loads' -Min.l alF(SPf •-= SPFIHF � �` God e Web - A1ax:` ;= Species Header Species Header' Ref.' 'o Stiff ,W H:- - B - Face -- . Joist - " Re -Upbft:Floor, SfidW' jRoof --F.ldor, Snow Roof (16Di (l0U) {715j (125) (1 90) (115)- -(125) w )_ Min. 1 (14)0.148x3 - 70 1,660 1,805 1,805 1,425 1.555 1.555 IUS2.56/16 - 2% 16 2 Max. (16)0.148x3 - 70 1,805 1,805 1,805 1,555 11555 1,555 21h x 16 MIU2.56/16 • - 29fi6 15'fi6 21h - (24) 0.162 x 3'h (2) 0.148 x 11/z 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 • ✓ 2916 101/z 2 - (16) 0.162 x 31/z" (6) 0.148 x 11/2" 970 1,945 12,205 2,375 1,675 1,895 2,045 HU316 / HU0316 • ✓ 29A6 14'% 21/z - (20) 0.162 x 31/z (8) 0.148 x 11/z 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, MIU2:56/18 - � 29is 1THs'. 21h - ` (26} 0.162 x 31h' (2) 0.148 x 11/z : 230 3 745 4 045� 4,045 3,220 3,480, 3,480 LA -21/zx18 HU316'/ HUC316 . •- ✓ ; 29A6 14'j6_ � 21h' '`=. �(20).0.162 x 31h";, (8)0.1 }8 X 11h • ;(1515'• 2,975 3,360; '3;610 2,565 2,895' `3.110'. 21h x 20 MIU2.56/20 • - 29/r6 19'n6 21h - (28)1,112 x 31h (2) 0.148 x 11/z 230 4,030 4,060 4,060 3,465 3,411 3,495 21hx 22 to'26 MIU2.56/20 ✓ 29/s 19'tib - 21h - , ,(28) 0162x3'h' (2) 0:i48 x 11/z 230„ 4,030 4 060 4,060. 3,465 3,495 3,495 2% x 91/4 to 26 2956" wide joists use the same hangers as 2'h" wide joists and have the same loads. MIU3:12/9 , - ' 31h " '9146 21/z - , -(16) 0.162 x 3'h (2) 0148 x 11/z 230 2,305 2 615 2,820 1,980- 2,245 2;425 3x9°h HU210-2 / HUC210-2 ✓: 31/s 81M5 2'h Max: ` (1$).OJ62 z31/z (10) 0.148 x 3 '179 2 680 3 02G 3 250 2,305 2.605 2,800 IBC, MIU3.12/11 - 31/a 111/a 21/z - (20) 0.162 x 31/z (2) 0.148 x 11h 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x 11'/e HU212-2 / HUC212-2 • ✓ 31/a 109fi6 21h Max. (22) 0.162 x 31h (10) 0.148 x 3 1,795 3,275 3,695 3,970 2,820 3,180 3,425 LA HU3.25/12/HUC3.25/12 • 31/4 113/a 21h'- (24)0.1620% ==(12)9148x3 1'35:3;570 4030 4;335 3,075 3,470,3,735' HU3.25/16 ( HUC3.25/16 "' 31/� 13�3/6 _ 2Yz thin.; lviax: (20) 0162 x_31/z, -{26)`0.162 x$1/ (8) O t48 x 3 (12p0.148 x 3`-. 4 51 s 1t35 2 975 3,870 3 360 4365; 8 610 4 695 2 560 3 33G" 2,890 3,755 3,105 4,Q40+ - 3Y6 glubm HUCO21072-SDS ' : - • - - 31/4 9'�'.- 3 . - (12);'/a' z 2:'z' SDS (6),1/4" x2lY SDS 2145. '4315 ?+,317 4,3.t5 3;6 ?'J- 3,710 3, ,:..b FL HGUS325i10 • 3Y4 8 k `4 -" (46) 0.162 x 314, (16) 0.162 x 31/z 4 095 9;10.0 9,100> 9;100 7,825 7,825; 7,825', IBC, HGUS3s25/12 :, ; • �3 Ya 10=1a . 4 , - , (56)'0.162 x 31/r ' (20) 0.162 x 3'/z ,5 090 9,400 9 400, '9,40Q 8,085: 8,OSb, 8,085' FL LGU3.25 SDS • " , = '31J4 '8 to'30 41h' "`=, (16) Ya' x 21/i' SD5 (12)1/4" X 2'/i' SDS' ':5 555 6,720 7 �u1^' 7 n C 4 840' 5,265 5,265 HHUS46 - 3% 51/s 3 - (14) 0.162 x 31/z (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 2,715 2,930 31/z x 51/4 HGUS46 • • - 3% 47/i6 4 - (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 4,500 HUS48';; - � ` - 3sSs . 61 a - ' . 2 , - . , (6J q 162 x 31h'" ""' (6) 0.162 x 311z yF a, 7 7 595 1 315i 1960 1,365t1,680' 31/zX71/4 HHUS48 • •` = ' ash .^ T/s 3 -= (22) 0162 x3'h (8) 0-162 x 31/z • ji 780 4,210 4 77&'S A 3,615 116,415 4,415 - HGUS_8 - , • • ` - • 3 % T 4 "" - .(36) 0.162 x 3'h' ` (12) 0162 x 3'h 3,235 7;460 `7,460- 7;460 6,415 IUS3.56/9.5 • - 3% 91h 2 - (10) 0.148 x 3 - 7+0 1,185 1,345 1,455 1,020 1,250 MIU3.56/9 • - 39/r6 8136 21/z - (16) 0.162 x 31h (2) 0.148 x 11/z 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 ✓ 39A6 83h 2 - (14) 0.162 x 31h (6) 0.148 x 3 970 12,015 2,285 2,465 1,735 1,965 2,120 HUS410 • - 39/16 815/16 2 - (8) 0.162 x 31h (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 • 6 - 3% 9 3 - (30) 0.162 x 31h (10) 0.162 x 31/z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 3'/z x 9'/z HU410/HUC410 ••• ✓ s 3 /i6 8 � 1 2 /z - 1 (36) 0.162 x 3 h 1 (12) 0.162 x 3 h 3,235 7,460 7,460 7,46J t 6, :15 6,415 5 5,41,; HUC0410-SDS • • - 39A6 9 3 - (12)114" x 21h" SDS (6)1/4" x 21h" SDS 2.265 4,500 4,500 4,500 3,240 3,240 3,240 HGUS410 • • - 35A 9% 4 - (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, FL LGU3.63-SDS • • - 35/e 8 to 30 41h - (16)'/4" x 21h" SDS (12) 114" x 21/2" SIDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS • • - 3% 91/4 to 30 41h I - (24)1/4" x 21h" SDS (16)114" x 21h" SDS 7,260 19,450 9,450 19,450 16,805 6,805 6,805 IUS3 56/11.88 • -'' ash - ,11"A , 2 - (12) 0.148 X 3° = ; 'f?. , 7 420 ,1615: i1745 1,220 1,390. 1,485' MIU3 56/11 • = ' 39hs '1f 1Z6 ° 2'1z ;- {20) 0162 x 31h (2) 0.Y4$ X 11/z 210 ; 1 80 3135'. 3135 2,475 2,695 2,695 U414- ` • �" • ✓' 3�6 ,=," ?0`= : 2 ' = (16)`0162z3%z• (6j0;148x3'' 970 2,305 •2,fi15. 2820 .19E0` 21245 2,425' HHUS410' + - '3sk '' 9' 3' - (30)''0.162 x 3'h (10) 0 162 x 31h' ;3,565' 5,635 5,380 "6.44 '4;845 5,486 5 5t5; HUS412 0 • = : 39A6 101/2 2 - . (10) 0.162 X3'h . (10) 0:162 x 3'h ;3 , `. 2;660 3,025i'3,265 2;275 2,590 2,795 31h x 11'/a HU412 / HUG412. ` - • -- ;39AG HUC0412-SDS •' - 3% HGUS412 LGU3.637SDS ` •' - :35�a MGU363'SDS HGU3:63-SDS • - ' 3s/a 14)1/4" (56) 0. 146 See footnotes on p.150. Simpson Strong-Tiee Wood Construction Connectors Adjustable Truss Hangers �`+`aFBB�O This product is preferable to similar connectors because '+r 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 m Finish: Galvanized. Some products available in ZMAX® coating. 3- See Corrosion Information, pp.13-15. C1 Installation: d _ • Use all specified fasteners; see General Notes. C The following installation methods may be used: U rn Top -Flange Installation — The straps must be field formed iover the header — see table for minimum top -flange requirements. F- Install top and face nails according to the table. Top nails shall not be within r/4" from the edge of the top -flange members. For two the THA29, nails used for joist attachment must be driven at an a 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 minimurn 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/e" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 11/4 for THAC422 for 122.2 126-2 THAC422 Face nails Top nails per table pertable 11W typical 21h' for THA422-2 and THA426-2 THA418 a- 2f /4 'I r 9`s r C 2t, THA29 Double 4x2- 2face nails Use full table value (total) Single 4x2- 4 tap nails See (total) nailer table ,: , -_ 10 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 may be installed straight or wrapped over with tabulated face nails installed into top and face of head, j m Double Shear 3 Double Dome Double -Shear Nailing Shear Naiing Side View Side Nailing (Available on Do not Top View bend tab some models) i 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 lypw ...- Top Flange Installation er to tnote 5 p.187 186 Simpson Strop.Wood THA/THAC rt R E 1 � .........-'--...__._.............-----... —.._............ —._.................... ._...-_..__..—'--"--"---_........ _...__ __. 6 Adjustable Truss Hangers (cont.) * These products are available with additional corrosion protection. For more information, see p.15. 0 Dimensions Fasteners DFISP SPF/HF - Mim Mm {inJ (in.) = Allowable Loads Allowable Loads Model Top Header Cade No 6a' I Flange 'Depth Carrying Member Carved Uplift Floor I Snow Roof 1- llpllft floor Snow Roof / Ref. (in.) (in.) Wind'," Wmd Top Face Member _(160) {100) (115) f12511601 '(160) ,(100) ,(115) f125/1601 THA29 18 1a/a 9"tis 1 % — (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 1 525 1,75011,7501 1,750 450 1,330 11,330 1,330 27Ae — (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 1'% 135/�e 51/2 2.' — (4)0.148x3 _ (2)0.148X3 (4)0i2l8x1is, -,, 1 �0 1460 -12f(t A_._ 1"ff1 —_ t;110 THA218 18 1 % I17% 51/2 2 (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/2 1 450 1,460 1460 1.110 I'll 0 1,110 IBC, THA21872- 16 3%, 171Y1s 8 2'. 'k 0:162 x:31h (2) 0.162 x 31/z (6) 0448 x 3 —� 1 A60 1,995 e4 J 1,515 u15 ` FL, THA222-2 16 3'/a 22-A6 8 2 — (4) 0.162 x 31/2 (2) 0.162 x 31/2 (6) 0.148 x 3 — 1,960 l,qml 1,995 — 1,490 1,515 1,515 LA THA413 -' 18 3% -135/is1 41/2 2 �' — (A) 0.148 x 3 (2j 0.148 x 3 (4)-0.148 x 3 1530, 116r 1.160 -T 165- THA418 16 3% 171/2 77/a 2 — (4) 0.162 x 31/2 (2) 0.162 x 31/2 (6) 0.148 x 3 — 1,960 1,995 1,995 — 1,4 0 1,515 1,515 THA422 '' 16 35/a 1' 22 7.7, 2 - (4) 0.162 x 31/2 (2) 0.162'x 3Y2 (6)0.148 x 3 — 1 06!3 a 9cn 1 0 5 .4 0 51,5 -" 515 THA426 14 35/a 26 7I/a 2 — (4) 0.162 x 3'h (4) 0.162 x 31/2 (6) 0.162 x 31/2 — 2,435 2,435 2,435 — 2,095 2,095 2,095 1 HA422 214- h/a 22'141. 93/a 1 r, .2 (4}:0.162 X 3'li (4);0.162 X 31/z (6) 0.162 x 31h *= ,3,330 3 330 ':` 3 33D,-' ; ; — 2,865 1 2,865 2;$65 1 FL THA426-2 1 14 1 71/n 261A6 9a/a 1 2 1 — (4) 0.162 x 31h (4) 0.162 x 31/z (6) 0,162 x 31h — 1 3,330 13,330 1 3,330 — 2,865 2,865 2,865 THA29 18 1 1 a/a 19,1461 5 A I 911A6 THA213 18 1 a/a- 13,N. 5'h — .13s/is THA218 18 1 % 173A6 51/2 — 171A6 THA218-2 16 31/a 171'1A6 81 — 14'fi6 THA222-2 16 31h 22�Yis 8 — 141A6 THA413 -Q 18 3% 135/is ' 41/2 — 13% THA418 16 3a/a 171/2 77/a — 141hs THA422 ' 16 35A 22 7_% I - 141A, THA426 14 35/e 26 71/e — 161A. THA426-2 114 171A 1261A.1 9% I — I 18 (16) 0.148 x 3 (4) 0.148 x 3 525 12,26512,2651 2,265 1 460 1 1950 1950 1 1950 (14).0.148x3 (4)0.148x3 ,05 1,0 5 2347 ;:240 ) 710 ?EO 201{) 210 (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 12,4500 2,450 735 121055 2105 2105 (22) 0.162 x 31 (14).0.148 x 12 (22) 0.162 x 31 (22)0 62x31 — (30) 0.162 x 31 — @%0.162x31 (38) 0.162 x 31 0:162x 31h 1855 30y� 1 a10 h 31u ;-�_� 595 24a 845. = c 80 IBC, FL, 0.162 x 31/x 1,855 3,310 3,310 3,310 11,59512,84512,84512:845 1 LA 0.162x31/2 1,855 3,310 3,3101 3,310 1595 2;845 2,845 2,845 0.162x31h 1 855 i alb 1i ; z 10 1595 2.845 2,845 ' 2, r 0.162 x 31/2 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 0.162 x 31h 1,85 5 5 i70 5 520 ':5 520, 1595 4,445 4,745 4,745 FL 0.162 x 31h 1,855 5,520 5,520 5,520 11,595 4,745 4,745 4,745 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads 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 loads for the THA29 with 11h° min. top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-py 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 loads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed either straight with straighted 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. LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The doubts -shear hangor series, ranging from the light -capacity LUS hangers to the highest -capacity i iGt)S hangers, feature innovative double -shear nailing that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing " Top Uevv Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on < some models) 1' for 2x's 11/o for4x's o— c o' G W—� B LUS28 VJ HHUS210-2 MUS28. q. o 'o a c.N o; a •. r, a • a 5 a HUS210 (HUS26, HUS28, and HHUS similar) 011111'HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) V � "A 193 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) Model No Min. Heel Height - Ga.": Dimensions (in.) s- ;. Fasteners W. H g ` _ Carrying', Member -=;: Garried Member; Single 2x Sizes CUS29, 25 18 -1 3 /a 1 3/! (4)0.148 x 3 (2) 0.148 x 3 LUS26 4✓4 1?/6 43/a :) `13/2 '(4)0.1480 (4),0.148x3 MUS26 41Ai6 18 13/ia 53/is 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 46A6 16 1 % 53/a 3 (14) 0.162 x 31h (6) 0.162 x 31h HGUS26 - 4% 12 16%a 5?/a. r 5 (20) 0.162 x 31/2 (8) 0.162 x 31h•_-'. Lum 4M6" ' 18 .' 1 s 661a; 13/a 60.148x'3 `;_ .-(4)0.148x3'';` HUS28 66/t6 18 19A6 611A6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 1 % 7 3 (22) 0.162 x 3'h (8) 0.162 x 3'h HGUS28 61A6 12 1 % 71/a 5 (36) 0.162 x 31h (12) 0.162 x 31/2 LUS210, 4174 18 1 a/a ' 71-'6 l s/a (9)10.148 x 3 ', ; ` (4)- 0.148 x 3 HUS210 8%- , . 16 157a 9 . 3 (30) 0.162 x 31/2 - (10) 0.162 x 31h H60210 89A6 12 151 9'/a 5 (46)0.162 x 31 i I (16) 0.162-x 31h" O 1. See table below for allowable loads. V N N 7 0) �0 a Q Q Q 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45° • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table bad 0.46 of table load W < 2" Bevel cut 0.72 of table bad 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 194 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 D with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Model oads DF Allowabl,e Loads" SP Allowable Loads . _ SPF/HF,Allowa_ble Loads- Code No =;(160), Uphft1, „(1;6D) • ;Floor�.'_S601 0.0) (115) Roofi (f25) rt Wmd';_ (160) Upliftl.,, (160) Floor Snowt- Roof . `(125) . Wind- (160), Uplifts: e Floor , • (100) Snow (i t5) Roof - Wind (160); Ref. '. Single 2x Sizes LUS24 3.1 ... _`6Z0 . `;;765,- , 820 p^ :1,045 '. 435 725: , 825,= , 890 G.120361 = '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, tv111S26 :; 30.. %•1;295, ' 1,480. 1,560.j „1 60;;; - 930 _ 1,405 1,560 ; '1 w66. 1 a£0, 81c _; 955 1,090, _ 1;180 :=' _ !,3, ;i LA HUS26 1,320 2,735 3,095 3,235 3,235 1,320 2,960 3,280 3,280 3,280 1,150 2,350 2,660 21780 2:780 HGUS26 ;87 m4;340 " 4;850- ,5,170„ 5390e°', 875 -; 4,690 �5,220 '5,390 5,390 - 780 - 3;225 3,610_ 3,870", 3985"- IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 �MUS28 u�0 1;730 1,975 2125' 2 5 '; 1,320 , s 1,875- -2135' 2,256 2 1,1 1,270 1,465s 1 575 3 5 : 113CLA ' 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 I1GUS2S 6�0 :;2r.,. . 7,275. ..7,275 7,275:': :,Ci50 r 2r5 . ' ^r 27... �,;7;275 , , 7,275 1,325 . 3,67rJ 3;820 3,915 ° 4,250 IBC, FL LUS210 1,165 1,335 1,530 1.640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 113C, FL, HUS210 t 6 „ 5; a0.,,..,c95. ;,,dLO- n?330„`' 2,635, 5395 5780 5,830 'S830 2;2.20 2,330 ,2455s 2.53w.' ,2;825 LA GUS210 090 9,100 9,100 9 00 9,100 2,090 9,100 9,100 9,100 9.100 1,545 6,340 6,730 6:730 6,730 IBC Fl. Acute side opeeoy angle Top View HHUS Hanger Skewed Right Quist must be bevel cut) All joist nails installed on the outside angle (non -acute side). Simpson Strong -Tie® Wood,Construction Connectors SIMPSON SS> SS- ea These products are available with For stainless Many of these products are approved for installation additional corrosion protection. ED steel fasteners, E with Strong -Drive° SD Connector screws. For more information, see p.15. see p.21. See pp. 335-337 for more information. Model': No ° Min. Heel Height GaW . Dimensions (in) -° " Fasteners pn.) Carrying Carried Member Member DF/SP Allowable Laads U phft Floor Snow F{oof Wmd SP-F/HF Allowable Loads= Uplift Floor Snow 'Roof " Mind (100)" .(115) " (125) <(160) Code - R ef. Double 2x Sizes LUS242"- ", .'21I4'' 18 3'/a ,31/e;�-2•. (4),0162°x31,z:, _(4)0.162,X3'h-L15 80Q, ,r905„030„ T,245, 355 ,690 78©' 845 -1,070: LUS26-2 _ : 44461``-18�� '31A 44 2` (4)0162x31h'_ (4)0.1621x3Yz. ,1;030i' 1,17,0, 1;265 1;595: .910" °�885- 1,605" 1,090 1,370" HHUS26-2 4-516 .14 311AG 5% 3 (14) 0.162 x 31h (6) 0.162 x 31/2 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 49A6 12 35A6 57Ar 4 (20) 0.162 x 31/2 (8) 0.162 x 31/2 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 LUS28 2 ;) ' . ' 48/ia ; 18 3'/e 7__ "- =' 2 (6);Ot162 x 31h ^ - ,(4j 0.162 �x 31h 1 315 ` �1 490 1,�610 2 030 "910 -">1130 7;280 1,385 `�1,745- IBC, FL, HHUS2&2_ 6a/is, 14 35/16 71/4 "3 (22};6A E32 x 3?n (8) 0:16,2 _x 31h ,1, f 0, 9 265E 4 810 5155, 5 980, 1,515 3,670 4,135 4,435s'5,145`' LA HGUS282- 69Ae:_ 12 35fi6 7456 - 4 (36)0.162x31z 0, 1 '(12)0.162x3h , 3235„7460 7460 7460 7460 2780 6415 6415 6,415= 6,415' LUS210-2 63/6 18 31A 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31/2 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 31A6 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,550 52705 6,435 6,485 6 485 3,335 4,905 5,340 5:060 5,190 HGUS210-2 8916 12 35/i6 92,iG 4 (46) 0.162 x 31iz (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7460 7,825 7,825 7,825 Triple 2x Sizes HGUS26-3 =" 413/s; <12 4?:a .51h. "4 _ f20)iQ4162 x 31hr s(8) 0.162 x 31h 2155 4a340 4 850 5,7 t0 5 575' 1855 3,730 4170 4,445 4,795' IBC, FL, HGUS28-3 - $'.a/i6 12- 475A6 71(i 4" (36)QJ62 x 31h; (12) 0:162 x 31/z 3,235 7460 <_- - 7460 40: T4o0 79 7460` _ 2,780 6,418] 6,415 B,d15` $,415n LA HHUS210-3 83/a 14 41M6 87/a 3 (30) 0.162 x 31h (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 81% 12 4t546 91/4 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 7,825 7,825 7,825 7,825 HGUS212-3" 104- 12 41�a 103/a, 4 (56)"0.162x31ht (20)0.162"x3?/2 f9? ,tS4 40 q,h45: A04 1.90t7 i,7 C t;iRJ 7:7fi0''7780, IBC FL, LA HGUS2t"-:-3 125/a" „12 4'5s 123/4 4 (66) 0.162 x 3'h -(22) 0.162- 31h 5;695 i0,125' 10,125 10125 ,1',0;125 41900; 8,190 8;190 8,190 18,190' Quadruple 2x Sizes HGUS26 d 5iz=° '12 69/6 57f6t(20)0162z31l2 Q.162x31/2 2,1a5 4340` 4850 5,770 5.575 -1,855 3';730. 4,170 '4,445 4,795 IBC, FL HGUS28-4 71/4 12 63/,6 73/16 4 (36) 0.162 x 31/2 (12) 0.162 x Th 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 1 6,415 LA HHUS210-4 83/a 14 6'/a 87/a 3 (30) 0.162 x 31iz (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°4 91/4'" "12 63/6 9n6 '4' _. (46)0.162x3Yz {76)0.162x31h095 9y00 $100 9,100 9,100:1 3,520 Z;825 7,825-,7,825 7,825` HGUS212s4 105e 12 69A6 105%;•4- (56);0.162x31/ (20)0:162A31/2 ,t9,> 9,t+=,i -t1,4o" 3,f14� 9,6-45 o0t7-7,780 77P?) �780:'78€) IBC, FL, HGUS214=4 ' 125-a' " =12` , Vifi" 125/e " 4 t 1h; 66j (1162 x 3 ' _ (22) 0.162x 31h 5 695 10 fi2rs J0,125 10 20 1L;125 4,900 $ 710 .8,710 8,710 8,710 4x Sizes LUS46 ,� 43,W '18 -3% -4,2 =(4) 0162'x 31h" � (4) 0.162�x 31h 1,U� 1030� 1170, 1 �265 1 595 910 -' '885 1,005 1,090 ' 1,370 IBC, FL HGUS46 : 06 "-12 .351i 47/16� 4 ' (20) 0162,x 31/2 a(8) 0.162'x 31h 2155 434 0 4 850 5;170 5 575) 1,855. 3736 4,170 4,445 4,795 HHUSL6,';; _', 06 ,14 3 Ae 5�6 ` 3 (1''4)'0.162 x 3--/2; : (6)0.162 x 31h 1 z 0 u.. 2,830 3190 3 415, 4 250 51 2,435 ;2,745 2,935 3,655. LUS48 43/a 18 39A6 61/4 2 (6) 0.162 x 31/2 (4) 0.162 x 31,h 1,060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 6% 14 31A6 7 2 (6) 0.162 x 31/2 (6) 0.162 x 31h 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61/2 14 3% 71/a 3 (22) 0.162 x 3Y2 (8) 0.162 x 31/2 1.760 4,265 4,810 5,155 5,980 1.,515 3,670 4,135 4,435 5,145 HGUS48 67A6 12 3% 71A6 4 (36) 0.162 x Th (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LUS410-=- 61/a 18 3946 8'/d "2 (8)0162x3l/i' (6)0.162X31h 1'4 E 1;830 2075),2245i'2,83U 1,245 1,575. �7,755; 1,930 2,435' HHUS410 ;_" 8% `_ :14 3$/6 9 3 (30)0:162 x 31/2 (10) 0.162 x 31h 5`50 5 705 6 435 ';6,485 0 485 3265 4,905 5,535 5,575 '5,516 �. HGUS410' 87r46-� ''12 35Ae :91ti6 4 < (46) 0.162 x 31h<�(16) 0.1�62 x 31h 4;09a 8100� 9100 91DD 910( 3,520 825 ;7;$?5, 7,825 6 ,7;82LA IBC FL, HGUS412 107Ai 12 35A I 101Ai 4 (56) 0.162 x 31h (20) 0.162 x Th 5,695 9,045 9,045 9,045 9,045 4,900 -7,780 7.780 7,780 7,780 HGUS414 117/1a 12 35/s 11234.1 4 1 (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 HGUS7J37l10 : 8/s 12 73/a 8gfie ='4 ,-1 (40),&'K x 31h (J6)',0.162'x Ni,3;430 9,095 9,095,= "9 Q95 9,095 2 950 "7,820, 7;820; =7,820 ;7,820 HGUS7.37/12 107A6 ° -12 ,73/a 10a.4s 4 _ (56);tJ:162 x 31/z ,(20j"0.162 x 31/z, 3;835 9 295= 9,295, :9,295 9;295 3,300 "7;995 7,995` 7,995 '7,995' FL HGUS7r3!/14 ,117hs °>12 73k " 129he 4 (fib) 0.162 x 3'/2" (22} 0.162 x 31/z` ,5,080 10 50Q 10 50010 50110,500 4,370; 9;030 9,030 9,030, 9,030 1. Uprift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may Emit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -TO Connector Selectorm 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 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 195 HTU 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'/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/6" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge rn Finish: Galvanized L 0 Installation: O C• Use all specified fasteners; see General Notes C • Can be installed filling round holes only, or filling V round and triangle holes for maximum values N • See alternate installation for applications i using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member -a for additional uplift capacity cc Options: a • HTU may be skewed up to 67112. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table Many of these products are approved for installation with Strong -Drive E SD Connector screws. See pp. 335-337 for more information. 6"M HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) CX6111U&IU /AllUWiAUKj LU&US (78 IVidAlf I IL1111 ndl lUi✓r la&P) Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) Model No: M. Heel Height Dimensions (in:). W"' H g Fasteners (in.) Canymg _ Carried: -]`F.I' Member Member; DF/SP Uplift oor (16Q,) (100) Allowable Snow (115) Loads Roof Wirid ) (125) (160)„ SPF/HFAllowable Loads Uplift [Ficid-, , Snaw Roof Wind (160), (100) . ;.(115) _ (125) (160) , Code Ref. Single 2x Sizes HT1.126 31/2 15A , 57/s_ 3'h, (20) 0.162 x 31/2, ,,(11) 0.148 x 11/27 2 616, t,6i0.; ,6 ,0 ,2�676,1 550 ' 680„ ` ,o0 1 680 HTU26 (Min) I 3fa s 1 /a : 5 ha 1 '$ fi(20) 0;1,62 x 31/z ..,(14)0.148 x11h 1;250 �' 2,9 0:' 3 20Q_ 3;200,' 3;200< 1075 1,852`_ "2,015 2;015. 2;015;= HTU26 (Max.) 5?h , 1 a/a= 5�s , 31z, ,(20) 0.162 x 31h �(20) 0.148 x 11h 1,a55 „2,920; j, i 3�.11,,,t;a80..:4;010 ` 1;335 2 530, ,2 8h7 ,,3�380 _3;450; IBC, HTU28 (Min.) 37/a 15% 71ti6 Th (26) 0.162 x 31/2 (14) 0.148 x 11h 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 1 % 71% 31h (26) 0.162 x 31/2 (26) 0.148 x 11h 2,020 3,820 4,315 41655 5,435 11735 3,285 3,710 4,005 4,675 LA HTU210-`(Min.) . 37/a 1-1A 9116- .31h -(32) 0.162 x 31fi" -(14) 0.148 x 1?/z ,1,33D _4,3C0 , .4,'Q0, a30U. �".4jm'of, :1,145 , ,3,225 =3,225 -J 3 225 HTU210'(Max) f ; a 91/4_; ,15/a : -' its' 31/i, (32),0;162 x 31h s(32)'0.148,x 11/e 3;315 a 4,705 ! �, s11, 5730 ,5,995, 2,850 4 04 565 , 49:10 5,155` Double 2x Sizes HTU26 2 (Min:) 3?% '35 s''S?4s' 31h (20J 0162 x 311z - (i4) 0.148.z 3 1,515) 2 940.' 3 , 2u„ ;;`580 3,930: ' 1,305 ` 1;850 2,090 2 255,� 2,465 HTU26-2 (Max.) -, '51h- 3M6' '5346 3W ,(20) 0.162 x 31h" ; (20)0.148x 3 2.175, ; 2,940 320. 3 11t1, 4,4 i' 1,870- 2,530 21.855 U80 3,855 HTU28-2 (Min.) 37/a 35/ia 71ris 31/2 (2610.162 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 IBC, HTU28-2 (Max.) 71/4 35/6 71/6 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 ' �' r 10 ' " "4 005 5iQl L LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie" Connector Selector" software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and a 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. 196 Simpson Strong-Tiee Wood Construction Connectors HTU w. ------.............. ................_.. __......... ____ ............. _........ 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. Alternate Installation table for 2x4 and 2x6 Larrying Member No Helgnt 'Member tarrying uarrietl upon ,roor xwmtl upon door, Snow...wmtl I Ref. (inJ Member Member, (160) (100) (115) (i25) {160) ; (160) , (100)� (115) ;) {125) HTU26 (Mtn.) 37/e (2) 2X4 (10) 0.162 X 3�/z (14) 0.148 X 1 925 1,470 1,660 790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51h (2) 2x4 (10) 0.162 x 31/z (20) 0.148 x 11/z 1,240 1,470 1,6660 l ?90 2,220 1065 1,265 1,430 1,540 1;910 IBC, HTU28 (Max:j;.' ;I 7�/< ' (2) 2x6 ° (20) 0 62 x 3�/z (26);0148 x 1 r/2` „1,970.. ,2 940, , 3 ? 0 , ( 3„ 80-3;665_ 1,,695 2,530 2 ?5. ' ",',LSu 3,360 : FL, LA 9Ya 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 (1/2" Maximum Hanger Gap) i'Ioael Heel No Hei ht W H g Carrying Carried Uplift Floor Spow Roof Wind Uphft Floor Sniiw Ra g. - Member Member (160) �(100) (115) (125)�I (160) (160) ,(f00) (115j (1� Single 2x Sizes HTU26 �- 31/z 15%' 57/ie 31h (20} 0162><31/z 3 i ? 39s 2 �93 45 15. HTU26 (Min) 37/e - 15/a •57tia 3Fh {20) 0.162 i 31lz (14} 0148 x 1?l2 1 175 2,9 3100 3100' 3100 1,010: _1,955 '14 1,9 BC HTU28 (Min.) 37/a 15/a 711ie 31h (26) 0.162 x 31h (14) 0.148 x 11/zF1,920 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 71/4 15/e 7�tis Th (26) 0.162 x 3l/z (26) 0.148 x 1 lh 3,820 4;315 4,655 5,015 1,695 2,865 3;235 3,490 3,765 u,mm�. nee tin. atu Ia�rnnyao.v Ali r1nifnlra _ll�eq"ann- "�'=Gtin-<o:ann?i`�enn"" a.mG 10'(N Double 2x Sizes 1262(uax) ':5h:3/ _3z /z 0 y 4H 1645 2;205 2,205 2,20b 2,205'le' HTU28-2 (Min.) 37/e 3Y1a 7�16 31h (26) 0.162 x 31/z (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, HTU28-2 (Max.) 71/4 3-51e 71tie 31h (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4;315 4,655 5;52.0 2,610 2,865 3,235 3;490 4,140 FL, LA -HTU210 2•(Min) 37% :'.3�4s 9'1A6 31h ,(32) 0.162 z�3Yz (14) 0148 x°3 ` 175b 4250 4;255 4 705 4 255 ' j1,51D 3,190 3,190 3,190 ` 3,190 HTU210 2 (Maz)_� , 91/a.:; As, 9'la3'h (32) 0.162"x31/2, (32)'0148 x 3-; 3 855 4705 4 a'" J 1tl 6470'3 315. 3;530 3,980; `4,300 4,855' 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 toads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 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 uprft is 100% of the table load. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong-T eO 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/,e" or greater, at 100% of the table bad. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/1? 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' TitenO 2 screws (Model TTN2-25134H) for concrete and v<" x 23:" Titen 2 screws (Model 71-N2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or EVVP sections. Material: 14 gauge Finish: Galvanized; ZMAXO 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 She" -diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/te"-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 She° x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/a" is required as shown in Figure 1 for full uplft load. • 11vlhere :no uplift loads required, a minimum end distance of 1112" is penritted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 1'le edge tll*iq. HU214 Figure 1 — HU0410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 237 HU/HUC/HSUR/L . . . ............ . .................. . Medium -Duty Face -Mount Hangers (cont.) S These products are available with additional corrosion protection. For more information, see p. 15. Model No. Fsteners (in.) a le Loads (DFISP) n, GFCMUdode Concrete !: _d" Stand arTiten Concealed `OCMO'�' 2Joist Concrete TitenO2 u . ...... Down 25 U lift Down 25), Ref. HU26 HU26X (4) 1/4 x 2 3/4 (4) 1/4 x 13/4 (2) 0.148 x 1 1h 335 1,000 335 1,545 ,HU28 HU28X 4 x 23/4, (6)1/ 4 x13/4 �I (6)1/ z. (4) 0.148 x 1 Ih d' E� 2,400�'. HU24-2 HUG24-2 (4) 1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1 1,545 �HU26-2 HUG26-2 (8) 1/4, x 2 3/4 0,, (8)1/4'x�l34: / - ,(4) " HU26-2 4 X 2 3/4 2)1/ 4'x 1 *4 (1 2j I/ 0148k`3,)� ... (6), 135'��'4 �w 3 0001;� .... ....... . 3 HU26-3 (Min.) HUG26-3 (Min.) (8) 1/4 x 2 3/4 1 (8) x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) 1/4 x 2 3/4 (12) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 H U '28-2(Mi HUC 28-2 (Min (jG):1/4x23W (10) 1/4 x 13/4 (4 14 8 x HU28 �'(Mak) HU028-2 (Max.): I/A /1, x 2,14 4 13Ia -R, 3 HU21 0 HU21OX (8) 1/4 x 2 3/4 (8) 114 x 13/4 1 (4) 0.148 x 11/2 545 2,000 760 2,415 H0210'2 (Min.) HUG210-2 (Min.) (1 4)_ 1/4 x S64 (14) 'Afl 3/4 (6) X3 - q 3 510.__ ;920',, .,MC210-2 (Imm).1, :�l x 2 (18) '14 X 13/4 "(1 0148 3 6 HU210-3 (Min.) HUC210-3 (Min.) (14) 1/4 x 2 3/4 (14) 1/4 x 2 3/4 (14) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18) 1/4 x 2 1/4 (18) 1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HUM: HU212X (110) 114 x 21/4 410 3/4 `:1135 �:: 665 HU212-2 (Min.) HUC212-2 (Min.) (16) 114 x 2 3/4 (16) 1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22) 1/4 x 2% (2 2) 1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HUM-3 (Min.) HUC2112.3 (Min.1 (16) 1/4 x 21/4 (1 1��'x 13/4 �R_3w_ (6 3 RO4.,x 1,135; 4,920 , 4;92V,,i,� 111.1212w3 (Max.) ',,.HUC212-3 (Max.), (2 2) 1/4 x 2 Y4 (2 2) 114 x 13/4 --,(1P),0.148,x,3 .8 HU214 HU214X (12) 1/4 x 2 1/4 (12) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 ,HU214-2 (Miril HUG214-2,(klin.)-_ (18) �W x 2 �K (18)1/4 X 1 4 (8) �0.1�8 x �3 '4 odi;: :�: i� ii'ii �:; � 5,085 HU214-2 'HUC214-2 (Max.) i2l :(24):1/4 /4 (24) 1/411 j �2 015�1%� i 085�:� ...... ��2,015!i�wl 5,085'�111�' HU214-3 (Min.) HUC214-3 (Min.) (18) 114 x 2 3/4 1 (18) 1/4 x 1-1/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24) 1/4 x 2 3/4 (2 4) 114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 HU216X (18)1/4x2 3/4 (18) 1/4 X 13/4 _X '14� 1 (8)0 1/2 U kO: HU216-2 (Min.) HUC216-2 (Min.) (2 0) 114 x 2 3/4 (2 0) IIA x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (2 6) 114 x 2 3/4 (2 6) 114 x 13/4 1 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU2164'(Miq�.)"' HUC216-3 (Min.) 4 x 23/ J, (20)1/ (20) 114 x 13/4, (8) 0.148 X 3 �''l 5 -�j 4,9 20, i �1 5 4-,920 "HU216-39(Max.,) 'HLJC216�3 (Max,) (26) x 2 3/4 (26 )114 x 1 314w J4 2)0.148 X' 3 5t" 5 V, HU7 (Min.) (Not available) (12) 114 x 2 1/4 (12) 114 x 1-1/4 (4) 0.148 x 1112 545 2,980 760 2,980 HU7 (Max.) (Not available) (16) 114 x 2 3/4 (16) 114 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU9 (Min,) (Not available).-- (18)1/4 x 23/4, -(I8)1/4'x 13/4 �,@)-'0.148,x 1 1h 2,2W HW(Mai.) (Notavaliable)-1 (2 4) 114. x 2 1 3/4 1 (2 4) 114 'A, 110) 0.148 x 1 Ih 1i 445 3 735 1445 3; 3 HU11 (Min.) (Not available) (2 2) 114 x 2 3/4 (2 2) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU1 I (Max.) (Not available) (3 0) 1/4 x 2 3/4 (3 0) 1/4 X 13/4 0 0) 0.148 x 11/2 1,445 1 3,735 1 1,445 3,735 H014 (Min.): �(Not avaliablp) (2 8) 114 x 2314 "�_- '(28); 114 x 13/4 @)-Q.1418 X 1 '112 ��I 51 U ...... a 48 HU14 (Max.) (Notavailable) x 4 4� (36) % '14 X 114 0,148 x 1 W, 2 Q45 �,A245`i� 238 STAGGER JOINTS - TYP.T UPLIFT/SHEAR AMC EACH TRUSS - SEE PLAN RAISED HEEL ROOF TRUSSES SEE PLAN r � 11111111111111111:1,-_:'Illllllllllllllllll/1-�.1/i_ IM,Al al a�a�aa��aaaaara B/5KI-O NOTE: ADVL FRAMING NOT SHOUN FOR CLARITY RAISED HEEL. TRUSS BEARING A ecALE. NTs SKI ROOF SHEATHING- SEE SOFFIT/FASCIA- SEE ARCI RAISED HEEL ROOF TRUSSES -SEE PLAN W N RIBBON BOARD - SEE SCHEDULE FOR SPACING t !IBBON BOARD- SEE FASTENING TO w a CHEDULE FOR SPACING / TRUSSES ASTENING TO TRUSSES WALL SHEATHING -SEE PLAN _ MIN. 15/32' CDX PLYWOOD OR 1/16' 055 WITH 8d GUN NAILSCEILING- -MASONRY WALL- (0.131' X 2 1/2') m 6' O.C. TO UPLIFT/SHEAR SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN 4 TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL. TRUSS BEARINCs SCALE, NTs SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' k 31) (Vasd= MPH) 2X4 SPF02 24' TO EACH TRUSS, (4) EXP.. B, NAILS AT JOINTS - ENCLOSED VultaISO MPH (2) 12d GUN (0.131' k 39 (Vasd=13S MPH) 2X4 GPM I6' TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED 5 ❑ ❑ SHEET TITLE. HLR TRUUU EF1 BooElBussn SHEET INFORMATION: 811I II DME65UFft IIm.16 vM BY: PEVIEKtD BY: M SK.1 ALPINE ANITWCu,WAW January 10; 2020 Carpenter Contractors of America, Inca 3900 Avenue G, NW Winter.Haven, FL 33880-62.01 Dear Matt: It has come to my attention that some questions were raised concerning 5/8" diameter holes drilled thru the chords (wide face) of sys42 gable end trusses to allow for threaded rods used for "tie"downs." If these gable ends are over continuous support - with one face f illy:sheathed and the holes are drilled about the centerline of the wide. face no close than 4' O.0 without :damaging any connector plates or vertical webs then no repair is required. The truss only supports, 2 feet of floor loads and.no additional load.. If you have any questions, please give me a call. Sincerely, ���• oNK�Ak�',. -� \GENSF'•� j No.86367 STATE OF Yoonhwak'MMM" 6750 Forum Drive, Suite 305, Orlando, FL 32821 - (800) 521-9790 _ (863) 422-8685 www.alpineitw.com CEN No. 8636 STATE OF�`"zo This docun r tIm bm #I**onIc*slpW &W seele i,using a D S% s. Prkftd cbpias W*Wtd rat orV", ' WWd 46 V"Ud using ttis on td *1*cfr`vrJc v6MIM. ALPINE Ail fnti COMPANY. FL REG# 278, Yoonhwak Kim,, FL PE #86367 Site'[n 0trri4tion: Fa a Viz; Customer. Carpenter Contractors of America Job Number. N333986 Job Description: 7A5i320 ,167ED ;RG01 11672iARIA14EAB ELEV.D 4ddress: Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone (800)755-6001 www.alpineitw.com Jota En irieerlCi[ . C�tterra . , Design Code; FBC 6th ed2017 IntelliVIEW Version: 17.02.02A through 18.02.01 JRef #: 1 WXd89750093 Wind Standard: ASCE 7-10 Wind Speed (mph): 160 Roof Load (pso 20.00- 7.00- 0.00-10.00 Building Type: Closed FloorLoatl st).' None This package contains general notes pages, 27 truss drawing(s) and 5 detail(s). item. j 1 !%awring I+ipetat , ' f rtts 1 211.20.1438.1.2902 Al 3 211.20.1458.13448 A2 5' 211.20.1438.12903 A4 7 211.20.1438.14461 A6 9 211.20.1438.14525 A1OG 11 211.20.143814774 A9 13 211.20.1438.14446 B1 15 211:20.1438.13993 C1 GE 17' 211:20.1438.14244 MV01 19 21110.1438,13681 EJ7 21 211,20.l438 14338 EJ7S 23 211.20.1438.14243 CJ5A 25 211.20.1438,14805 CJ3A 27 211.20.1438.13416 HJ7 29 A18015ENC101014 31 G'BLLETIN1014 2, 211.20.1438.12948 A1A 4 211.20.1438.1.3463 A3 6 211.20.1438.13323 A5 8 21120,1438.2,1685 A7 '10 21120.1438,21716 A8 12 211.20.1438.21591 A11G 14 21120.1438.14602 62GE 16' 211.20:1438:21497 V4 -18 211.20.1438.14664 MV02 20 211.20.1438.14430 ERA 22 211.20,.1438.13159 CJ5 24 211.20:1438.13120 CJ3 26 211.20.1438.13714 CJ1 28 A16015ENC101014 30 GBLLETIN0118 32' VAL160101014 korida Certificate of Product Approval #FL1999 Printed 712912020 2A9:1'2 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es.ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward. design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.or- . 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,.Wl 53719; www.sbcindustry.com. Page 3 of 3 Job Number: N333986 Ply: 1 SEQN: 7009 / T18 COMN Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 8 FROM: RWM DrwNo: 211.20.1438.12902 Truss Label: Al KD / YK 07/29/2020 6'1"7 6'1'7 12'81525'11"1 32'6"9 38'8" 6'7"8 6'7"1 6'7"1 6'7"8 6'1"7 =5X5 E 38'8" Fr+ 0 + 9'4" + s,4„ 10, 1+r-I 10' 19'4" 28'8" _ 38,8" 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 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: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom 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 Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.208 K 999 360 VERT(TL): 0.515 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.132 J - Creep Factor: 2.0 Max TC CSI: 0.532 Max BC CSI: 0.886 Max Web CSI: 0.490 VIEW Ver: 17.02.01A.1115.21 rgrrar9r�n�ori►r �4``,aNak i qe� •h �/ No. 86367 STATE OF ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1661 / 301 / 936 / - / 433 / 8.0 H 1662 / 301 / 936 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.0 H Min Brg Width Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1442 - 3042 E - F 1073 -1962 C - D 1343 - 2764 F - G 1343 - 2765 D - E 1073 -1962 G - H 1442 - 3043 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2659 -1146 K - J 2202 - 861 L - K 2202 - 835 J- H 2660 -1148 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -199 D - K 471 - 724 E-K 1318 -632 �Il�idii18111 FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **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 r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly �id cejlincqt Locations shown for ermanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10 le._ AppTy plates to each face. ofptruss and position as shown above and on the Join Details, unless noted otherwise. Defer to of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the nce with ANSI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , ing indicates acceptance of pro) esslonar engineerinq responsibility solely for the design shown. The P.Mability yawing for any structure is the responsibility of the Building Designer pePANSI/TP1 1 Sec.2. see this job's general notes page and these web sites: ALPINE: www.alpineiw.com; TPI: www.tpinst.org; GBCA: www.sbcindustry.com; ICC: www.iccsaf K - F 471 - 725 F-J 521 -199 ALPINE M Swcom"y 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7010 / T23 / COMN Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RDP DrwNo: 211.20.1438.12948 Truss Label: A1A KM / FV 07/29/2020 T10"14 7'10"14 12 6 21T'12 12'112 17'10"4 1 9 2 � 19'q" L 26'6"4 30'9"2 38'8" 14 1'5" 2 5'4"8 'r 4_..14 T1014 -i =5X5 F E G T2 4X4 �-4X4 T3 D H W9 X5 5X5 C I v 0 R N J K ll =5X14 =5X8 CP =6XC8 =-5X14 L=4X6(A2) 38'8" 1' 7'11"5 10"11 6' Ti. 5" i 4'0"11 T11"5 1' 7'11"5 12' T 18' T 226'8" �30'8"11+ 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in Ioc Udefl U# Locl R / U / Rw / Rh / RL / W B 1518 / 301 / 936 / - / 433 / 8.0 TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.201 E 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.549 E 999 240 J 1518 / 301 / 936 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.100 L - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.186 L - - B Min Brg Width Req = 2.1 Code / Misc Criteria NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 J Min Brg Width Req = 2.1 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.739 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.793 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.825 Members not listed have forces less than 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. VIEW Ver: 17.02.01A.1115.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W6, W9 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Plating Notes B - C 1385 - 2665 F - G 1456 - 2370 C - D 1300 - 2278 G - H 1327 - 2399 D - E 1316 - 2355 H - 1 1299 - 2276 E - F 1434 - 2326 I - J 1386 - 2665 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - U 2299 -1067 M - L 2298 -1076 U - T 2297 -1066 L - J 2300 -1076 All plates are 2X4 except as noted. >I�1�1,Ef tf 1!�/0 R - N 1841 -645 Wind �1��+., s � : �®p� Maximum Web Forces 4� ®,p, Per Ply (Ibs) Wind loads based on MWFRS with additional C&C 4,�M.,�`aJ �1P, E N f h ©� Webs Tens.Comp. design. 1� (1j Webs Tens. Comp. member ® V O ® • i C - T 305 - 446 F - N 1047 - 698 C @ i T - R 2100 - 903 s°, °N0.86367 No.86367 ri N - M 2114 - 929 a e R - F 1050 - 712 P, o M -1 308 - 451 STATE 4F o . °Id �NA I- f�dolld1ii11110 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS russes require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building ;omponent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. )racing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly )ttached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, Is applicabgle. Apply plates to each face oftrussand as shown above and on the Joint Details, unless noted otherwise. kefer to position Irawings 160A-Z for standard plate positions. ALPINE� \Ipine, a division of ITW BuildincLComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the russ in conformance with ANSIPI1, or for handlin shipping, installation and bracing of.trussesA seal on this drawing or cover pa�e.. isting this drawing indicates acceptance of ro essiona englneerin responsibility solely for the design shown. The s i ability grawing MnWCOMPAW 2400 Lake Orange Dr. Ind use of this for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 or more information see this iob's general notes Daae and these web sites: ALPINE: www.alDineitw.com: TPI: www.toinst.ora: SBCA: www.sbcindustrv.com, ICC: www.iccsafe.ora Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7011 / T17 / SPEC Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D City: 2 FROM: RWM DrwNo: 211.20.1438.13448 Truss Label: A2 KM / DF 07/29/2020 617 12'8"15 19'-3"1 25'11"1 326"9 38'8" 6'1"7 167"8 6 6'11"1 6-7"8 617 �1' i 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 Des Ld: 37.00 EXP: C Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/l/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 Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE ' 5X5 E 38'8" 18'8" 28-8" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.208 K 999 360 VERT(TL): 0.515 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.132 J Creep Factor: 2.0 Max TC CSI: 0.532 Max BC CSI: 0.886 Max Web CSI: 0.489 VIEW Ver: 17.02.01A.1115.21 �(g�rrrrtr����P/►v�o pop pp11 �p C -7 r o No. G763 V / A A r i P ae �[ s v STATE OF t$ �Cr � py chord live load in areas with 42"-high x 24"-wide r-®�^ i 6 �j Q �� f� 0� clearance. f r�1h 1� Wind ®�®Odps/NA �� Wind loads based on MWFRS with additional C&C member design. 10, 1' 38'8" A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1661 / 298 / 934 / - / 427 / 8.0 H 1662 / 298 / 934 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.0 H Min Brg Width 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 1422 - 3042 E - F 1052 -1962 C - D 1323 - 2764 F - G 1323 - 2765 D - E 1052 -1962 G - H 1423 - 3043 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2659 -1128 K - J 2202 - 847 L - K 2202 - 818 J- H 2660 -1133 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 - 200 E - K 1317 - 635 D - K 477 - 724 F - J 521 - 200 K - F 476 -724 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 sheathinq and bottom chord shall have a pro erly attached ri41d ceilin Locations shown for permanent lateral restraint of webs shall have bracingp-installed per BCSI sections B3, B7 or 910, as applicable. App�y Oates to each face of truss and position as shown above and on the Joint"Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. a division of -I YI 1, or for handling,Shipping, inst acceptance of roessionall eng any structure is the responsibility ral notes page and these web sites: ALPINE: failure to build the n r The sulf9ability LANE m macomPANr 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7012 / T16 / HIPS Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 2 FROM: RWM DrwNo: 211.20.1438.13463 Truss Label: A3 SSB / DF 07/29/2020 T10"14 T10"14 M b_ W t 73 17' 21'8" 30'9"2 9'1„2 4'8" 91"2 =5X5 =5X5 D E 38'8" 10' 9'4" 9'4" T 10, 19'4" 28-8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.182 J 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - Des Ld: 37.00 EXP: C HORZ(TL): 0.116 I - - Code / Misc Criteria NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.760 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.836 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.629 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.01A.1115.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE Bot chord 2x4 SP #1 :B2, B3 2x4 SP 2400f-2.OE: 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. 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. ItIII?Ffiff No, $5357 �® STATE OF���rv�� 38'8" T10"14 10' 1' 38'8-1 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1714 / 308 / 940 / - / �85 / 8.0 G 1715 1308 / 940 / - /- / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.0 G Min Brg Width Req = 2.0 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) Chards Tens.Comp. Chords Tens. Comp B - C 1481 - 3117 E - F 1509 - 2925 C - D 1509 - 2923 F - G 1481 - 3119 D - E 1157 - 2043 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2715 -1174 J - 1 1978 - 720 K - J 1978 - 692 1 - G 2717 -1204 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 -443 J - E 386 -244 K - D 834 -463 E - 1 837 -463 D - J 386 - 244 1 - F 404 - 443 40 COR1D� `ram C erg roo ®®gp � FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracinq insalled 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. f�efer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the Mnw COMPANY 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 drawingg indicates acceptance of pro) esstona engineering responsibility solely for the design shown. The sui abtllty Suite 150 and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ]CC: www.iccsafe.org Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7013 / T15 / HIPS Cust: R8975 JRef: 1 WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qly: 2 FROM: RWM DrwNo: 211.20.1438.12903 Truss Label: A4 KM / DF 07/29/2020 O_ 49 7'10"14 Tl0"14 15, 23'8" 3-'9"2 38'8" 7'1"2 8'8" 7'1"2 7'10"14 _5DX5 T3 �5E5 38'8" 1' 10' 9'4" 9'4" 10, 1' F T 10� 19'4" T 28'8" 7 38'8.. 'i Loading Criteria (psi) TC L L: 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 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: 3.87 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 :T3 2x4 SP #1: Bot chord 2x4 SP #1 :132, B3 2x4 SP 2400f-2.OE: Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set "'I 3B" uses design values approved 1/30/2013 by ALSC Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. 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 Factors Used: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.194 J 999 360 VERT(TL): 0.470 J 999 240 HORZ(LL): 0.067 1 HORZ(TL): 0.115 1 Creep Factor: 2.0 Max TC CSI: 0.937 Max BC CSI: 0.841 Max Web CSI: 0.582 VIEW Ver: 17.02.01A.1115.21 ,`,,trt�a�rRrr►i��t► a ®a • . � �j'''jBl�m 0 No, 86367 STATE OF ®�v� ®•F ®� ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1691 / 319 / 938 / - / 345 / 8.0 G 1692 / 319 1938 1- /- / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.0 G Min Brg Width Req = 2.0 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 1496 - 3045 E - F 1517 - 2855 C - D 1517 - 2853 F - G 1496 - 3046 D - E 1236 - 2198 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2643 -1183 J - 1 2082 - 848 K - J 2082 - 819 1 - G 2645 -1213 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. K - D 709 - 369 E - I 712 - 369 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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, installingand 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 sheathin and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oftrussand position as shown above and on the Joint -Details, unless noted otherwise. kefer to ALPINE 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 ,AN truss in conformance with ANSI 1, or for handlin% 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) essionaJ engineering responsibility solely for the design shown. The suif9abllity Suite Lake and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ]CC: www.iccsafe.org Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7014 / T14 / HIPS Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 2 FROM: RWM DrwNo: 211.20.1438.13323 Truss Label: A5 KM / OF 07/29/2020 6'9"4 13' 19'4" 25'8" 31'10"12 38'8" 12 6'4" r 6,4„ 6,2"12_ 6'9"4 5X5 1112X4 = 5X5 D E F 12 6 2X4 W p2X4 r, C G o io W3 M i� B H A I 4X6(A2) = 6X6 = 5X8 = 6X6 = 4X6(A2) 38'8" 1' 10, 9'4" 9'4" i 10, 1' 10, T 19,4, r 28,8„ i 38,8„ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360 g 1665 / 699 / 931 / - / 304 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.543 E 999 240 H 1665 / 699 / 931 1- / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.130 J - - B Min Brg Width Req = 2.0 NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 2.0 TCDL: psf .Bearings B & H are a rigid surface. Soffit: 0.00 BCDL: 5.0 9 9 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.505 Bearings B & H require a seat plate. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.889 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.355 Members not listed have forces less than Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 Lumber B - C 1565 - 3029 E - F 1432 - 2498 C - D 1493 - 2774 F - G 1492 - 2775 Value Set: 13B (Effective 6/1/2013) D - E 1432 -2498 G - H 1564 -3031 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 "1313" uses design values approved 1/30/2013 by ALSC B - L 2641 -1259 K - J 2171 - 956 L - K 2171 - 926 J - H 2642 -1289 Loading Truss passed check for 20 psf additional bottom Maximum Web Forces Per Ply (Ibs) live load in 42"-highx24"-wide®�1���1�At�f��9��j chord areas with Webs Tens.Comp. Webs Tens. Comp. clearance. Ak ®,�ggqtyQ�� :r ���'L - D 572 -256 K - F 470 -224 Wind :�'^% •��+ °o D - K 470 -224 F - J 573 - 256 �sq (�5+ r•I�d Y y9 s;P Wind loads based on MWFRS with additional C&C ,�� ®® y member design. �'" No. 86367 a r " w STATE' OF • 4; 4 R Sod' Q,, ON A FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **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 SBCA) and for safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless noted otherwise,top chord shall have attached sheathinq bottom have per properly structural and chord shall a properly attachetl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Applgy plates to each face. oftrussand 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 BuildingqComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the MMCOUPAW in truss 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 ro esslona engineering responsibility solely for the design shown. The suitability Suite Lake and use of this c7rawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7015 / T12 / HIPS Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 211.20.1438.14461 Truss Label: A6 JB / WHK 07/29/2020 5'9"4 11' 19, 278 32'10"12 38'8" 5'9"4 T 5'2"12 8' 8'8" I 5'2"12 -} 5'9"4 5X5 = 5X5 = 5X5 D E T3 F 38'8" 10, 9'4" + 9'4" 10, �1'� 10, 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpj: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T3 2x4 SP #1: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Of: NA Ce: NA VERT(LL): 0.203 E 999 360 Lu: NA Cs: NA VERT(TL): 0.554 E 999 240 Snow Duration: NA HORZ(LL): 0.064 J - HORZ(TL): 0.120 J Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed.201 Max TC CSI: 0.774 TPI Std: 2014 Max BC CSI: 0.832 Rep Factors Used: Yes Max Web CSI: 0.760 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE `e�+rere�tPrrrrr W r�r Na, 86367 - m STATE OF ® w ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1518 /701 /918 /- /263 /8.0 H 1518 /701 /918 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 H Min Brg Width Req = 1.8 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1616 - 2720 E - F 1654 - 2573 C - D 1496 - 2450 F - G 1498 - 2452 D - E 1677 - 2603 G - H 1613 - 2718 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2374 -1314 K - J 2081 -1082 L - K 2074 -1047 J - H 2371 -1341 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 462 -161 K - F 591 - 359 D - K 635 - 394 F - J 461 -156 E - K 388 -496 0 R I'D ` /0N+A, FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly d�id ceiIin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 Sle. Apply plates to each face, oftruss and position as shown above and on the JoinCDetails, unless noted otherwise. Refer to' 60A-Z for standard plate positions. a division of 3s In conTormance Wim ANN/ I YI 1, or Tor nanalm snlpp ing this drawingg indicates acceptance of ro essior i use of this drawing for any structure is the respor more information see this job's general notes page and these web sites: his drawing,any failure to build the on this drawing or cover pa e ie design shown. The suitability ALPINE AN nWCA"" 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 — SEQN: 3855 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1 WXd89750093 T9 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D DrwNo: 211.20.1438.21685 Truss Label: A7 / YK 07/29/2020 9' 17' 21'8" 29'8" 38'8" 9' 7 8' 8' 7 9' i ,6X6 C =5X5 =4X4 =6X6 T2 D E T3 F 12 6 T T a (a) W (a) W5 h B I G N A H 1�8'8" 4X6(A2) - 6X6 = 5X5 = 6X6=4X6(A2) 38'8" 1' 10' 9'4" 9'4" 10, 1' 7 10' i` 19'4" 28'8" 38'8" Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) DefI/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): 0.229 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 B 1518 /- /- /900 /703 /222 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- /- /900 /703 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.140 I - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Cree Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 p Soffit: 0.00 BCDL: 5.0 p sf Bldg Code: FBC 6th.ed 201 7Max TIC CSI: 0.906 G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.854 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.280 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: 18.02.01A.0205.19 Lumber B - C 1545 -2622 E - F 1557 -2395 C - D 1558 - 2395 F - G 1545 - 2621 Value Set: 13B (Effective 6/1/2013) D - E 1915 -3079 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 "136" uses design values approved 1/30/2013 by ALSC B - K 2256 -1202 J - 1 3036 -1647 K - J 3034 -1648 I - G 2256 -1231 Bracing (a) 1X4 #3SRB or better continuous lateral restraint �01%i111 ►l Maximum Web Forces Per Ply (Ibs) �!/0 to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be a40 WA Webs Tens.Comp. Webs Tens. Comp. �'d mf��p�p�j�o both ends to a suitable supplied and ort erection contractor. cto ort by ere K- D 483 763 -E F 688 -290 �`�a�°-�4�.a�E� (a) or scab reinforcement may be used in lieu of CLR y+ ,v � ` restraint. substitute (1) scab for (1) CLR and (2) sp NQ, 86367 scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, and a d e a► a L grade, g „r ► t 80% length of web member. Attach with 0.128x3" gun • a nails @6"oc. �r pp y- t- SfAI E O ®44W Wind .a a� Wind loads based on MWFRS with additional C&C®p fg 1t1� member design.e /fArls ®��r�iAl® �V® m�1 otes rrrto A��1� Re General Notes for additional information I , 4' FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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, Component Safety Information, by TPI for installing and bracing. Refer to and follow the latest edition of BCSI (Building and SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have attached structural sheathing and bottom chord shall have a erly attached rigid ceiling Locations shown for permanent lateral properly pro restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. f7efer 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 .9INCOIRMY truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation and bracing of,trussesA seal on this drawing or cover pa e, , 6750 Forum Drive listing this drawing indicates acceptance of pro-fessionarr engineering responsibility solely for the design shown. The s ifflabtllty Suite 305 this drawing for is fhe the Building Designer ANSI/TPI 1 Sec.2. and use of any structure responsibility of per For more information see this job's general notes page and these web sites: ALPINE: www.all ineitw.com; TPI: www.tpinst.org; SBCAawww.sbcindustry.com; ICC: wwwJccsafe.org Orlando FL, Job Number: N333986 Ply: 1 SEQN: 7017 / T25 / HIPS Cust: R8975 JRef: 1 WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: HMT DrwNo: 211.20.1438.14525 Truss Label: A10G JB / WHK 07/29/2020 7' 17' 26'4" 31'8" 38'8" 10, 9'4" 1116X8 12 C =8X10 =H1014 T2 D T3 E =6X6 T4 F T6 T " o (a) W r r� Cl)(a) B G v H� 4-3A 4X6(A2) 61 1112X4 =5X5 III2X4 =6X8 III5X5J =5X5=3X6(A1) 26'4" 124" 7'1"12 4'10"4 5' 5'8" 3'8" 5'0"8 7'38 V' 7'112 12' 17' 22'8" 26'4" 31'4"8 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.147 M 999 360 B 1751 / 806 / - / - / - / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.409 M 999 240 J 4100 / 1843 / - / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - G 256 / 134 ! - / - / - / 8.0 Des Ld: 37.00 EXP: Cght: HORZ(TL): 0.101 K - - Wind reactions based on MWFRS Mean Hei 15.00 ft NCBCLL: 0.00 TCDL: ei psf Code / Misc Criteria Creep Factor: 2.0 B Min Big Width Reg = 2.1 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed.201 7Max TC CSI: 0.896 J Min Brg Width Reg = 5.7 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.984 G Min Brg Width Reg = 1.5 Bearings B, J. & G are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: No Max Web CSI: 0.870 Bearings B, J, & G require a seat plate. Loc. from endwall: NA FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213.21 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Value Set: 13B (Effective 6/1/2013) B - C 1493 - 3260 C - D 1247 - 3005 Top chord 2x4 SP #2 N :T2, T3 2x6 SP SS: :T4 2x6 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x4 SP #2 N :B1 2x4 SP #1: Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP #3 :W6 2x4 SP #2 N: Lumber value set "1313" uses design values B - N 2859 -1288 L - K 2810 -1334 approved 1 /30/2013 by ALSC N - M 2884 -1292 K - J 791 -1817 M-L 2810-1334 J - 1 791 -1817 Bracing 1X4 #3SRB better lateral ta or continuous restraint o)be Attach 8d Box Gun 'qk'°rAA, Maximum P Ply (Ibs)Tens. equally spaced. with (2) or Restraint to be�� )att �```'� N /�, WebTens.Comp.es Comp. suppnailsled and attached both ends t. o al suitable e �a �+ qr / a C - N 617 -100 E - J 1938 - 3930 support by erection contractor. w 1`✓�+ r # � i, ® � , �� D - K 1588 - 3143 E - I 2067 - 872 (a) or scab reinforcement may be used in lieu of CLR w ��� K - E 2681 -1062 I - F 372 487 restraint. substitute (1) scab for (1) CLR and (2) 0 m. ' .0 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 P • o nails @ 6" oc. STATE 4F a Ccr� Loading #1 hip supports 7-0-0 jacks with no webs. 01 0 fi {� �+r �"e'� I`VT� c�+®��yORR ®�'��/V1Vl1t� Wind Wind loads and reactions based on MWFRS. +j�llilddad4��%t% FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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, Component Safety installing and bracing. Refer to and follow the latest edition of BCSI (Building 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 attached structural sheathing and bottom chord shall have a attached ri4A ceiling Locations shown for permanent lateral properly restraint of webs shall have bracing installed per BCSI sections propperly B3, B7 or 810, as applicab-le. Apply plates 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the mmcomp" truss in conformance with ANSI1TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or listing this draw'rnqq indicates acceptance -of pro essiona engineering responsibility solely for the design shown. this 1-awing for is the -responsibility the Building Designer ANSI/TPI 1 Sec.2. cover page , , 2400 Lake Orange Dr. The sui ability Suite 150 and use of any structure of per For more information see this job's general notes page and these web sites: ALPINE: www.at ineitw.com; TPI: www.tpinst.org; SBCA: w✓w.sbcindustry.com; ICC: www.iccsafe.org Odando FL, 32837 SEQN: 3853 / FROM:RWM SPEC I Ply: 1 Qty: 1 7'10"14 T10"14 �1'T 10, 10, Job Number: N333986 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Truss Label: A8 13'10" 16'8" 21'4" 5'11"2 2'10" 4'8" 5X5 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 Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.87 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 #1 Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.1 1 YxZV%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 38'8" Cust: R 8975 JRefA WXd89750093 T11 / DrwNo: 211.20.1438.21716 / YK 07/29/2020 27'8" 32'6"2 38'8" 6'4" I 4'10"2 '1 6'114 9'4" 9'4" 10, 1' 19'4" T 28,8" + 38,8" 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): 0.220 L 999 360 Lu: NA Cs: NA VERT(CL): 0.410 L 999 240 Snow Duration: NA HORZ(LL): 0.068 K - - HORZ(TL): 0.127 K Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.881 TPI Std: 2014 Max BC CSI: 0.859 Rep Fac: No Max Web CSI: 0.647 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 18.02.01A.0205.19 WAVE I I III I I I If It N E A 00 SO a No. 86367 e Q� STATE OF ®4� I � SO= o20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1515 /- /- /921 /695 /321 1 1518 /- /- /916 /698 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 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 1585 - 2648 F - G 1366 -1995 C - D 1601 - 2456 G - H 1527 - 2444 D - E • 1064 -1492 H - 1 1629 - 2706 E - F 1655 - 2513 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2290 -1231 L - K 2498 -1346 M - L 2446 -1305 K - I 2358 -1351 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1664 -1070 F - K 431 - 632 M - E 1019 -1466 G - K 768 - 424 member design.®' `� `� R 1D Cm "� Additional Notes 0.1f gp�•Ap ® �' Refer to General Notes for additional information ®/f�� } ` p `� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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 SCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, as applicable. Apply plates to each face, otPtruss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Alpine. a division of ITW Buildina Components Group Inc. shall not be responsible for anv deviation from this drawing any failure to build the \ seal on this drawing or cover pa e , /Aorthe de Sec shown. The suit9ability ALPINE M rrW OMMY 6750 Forum Drive Suite 305 Orlando FL, 32821 nice with ANSUI PI 1, or for handliri4, shippintq, inst in indicates acceptance of pro esslona eng a O�awing for any structure is the responsibility see thisjob's general notes page and these web sites: ALPINE: Job Number: N333986 Ply: 1 SEQN: 7019 / T21 / SPEC Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qly: 1 FROM: RWM DrwNo: 211.20.1438.14774 Truss Label: A9 JB / WHK 07/29/2020 7'10"14 T10"14 13'10" 18'8" I 24'8" 29'8" 5' 11 "2 4' 10" T 6 i 5' =6X6 D 38'8" 9' 12 =6X6 =4X4 =5X5 6 5CX5 E F G (a) T W3 co m T5 0 I -v B IH1 A l 4X6(A2) = 5X5 = 8X8 = 6X6 = 3X6(A1) Loading Criteria (pst) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 10, 10, Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T5 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3 2x4 SP #2 N: Lumber value set "136" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. 38'8" 9,4„ 19'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ PP. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 9,4„ 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.292 E 999 360 VERT(TL): 0.797 E 846 240 HORZ(LL): 0.073 D - - HORZ(TL): 0.137 D Creep Factor: 2.0 Max TC CSI: 0.879 Max BC CSI: 0.905 Max Web CSI: 0.845 VIEW Ver: 17.02.02A.1213.21 10, 1 38'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1514 / 694 / 909 / - / 321 / 8.0 H 1516 / 697 / 903 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 H Min Brg Width Req = 1.8 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 1600 - 2648 E - F 2002 - 3069 C - D 1620 - 2461 F - G 1581 - 2379 D - E 2555 - 3805 G - H 1563 - 2600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2290 -1231 K - J 2821 -1584 L - K 1836 - 912 J - H 2232 -1244 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 598 - 345 F - J 467 - 665 D - K 2451 -1647 J - G 727 - 376 E - K 1411 -1982 �/ IS +•0®tf• b agora ORIV FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 ""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 f�er BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attacheU rigid ceiling Locations shown for permanent lateral restraint of webs shall have braciriinstalled per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face, oftruss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to' drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinc Components Group Inc. shall not be resnonsible for nnv deviation frnnn this drawing any failure to build the ALPINE rl PI 1,- or for t acceptance any structure these web sites: ALPINE: on this drawing or cover pa e ie des i n shown. The suitability TPI 1 Sec.2. CA: www.sbcindustrv.com: ICC: www.iccsaf M ITWCOMPAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 SEQN: 3838 / SPEC Ply: 1 Job Number: N333986 Cust: R8975 JRef:1VUXd89750093 T4 / FROM: HMT Qty: 1 7A5l320 ,167ED ,RG01 / 1672/ARIA/4EA6 ELEV.D DrwNo: 211.20.1438.21591 Truss Label: All TCE / YK 07/29/2020 7'10"14 13'10" 20'8" 26' 31'8" 38'8" 7'10"14 5'11"2 6'10" 5'4" 5'8" 7' 5X5 D 12 6 C5=5X10(SRS) =4 X10 5 T4 `G Tn _o B H o' A 1MI 1 =3X6(A1) 1112X04 =5X10 1112X4 L 1114X4K =-4X6 =3X6(A1) 5X5 21' 1 5' "6411 6'9"12 11 0"20'9"12�i 77'5+ 'i 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 D Des d:: 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: 3.87 it Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T4 2x4 SP #1: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set 1313" uses design values approved 1/30/2013 by ALSC Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 27.73 TC: From 28 plf at 27.73 to 28 plf at 31.67 TC: From 56 plf at 31.67 to 56 plf at 39.67 BC: From 20 plf at 0.00. to 20 plf at 27.73 BC: From 10 plf at 27.73 to 10 plf at 31.64 BC: From 20 plf at 31.64 to 20 plf at 36.67 TC: 174 lb Conc. Load at 27.73 TC: 161 lb Conc. Load at 29.60 TC: 87 lb Conc. Load at 31.60 TC: 288 lb Conc. Load at 31.64 BC: 128 lb Conc. Load at 27.73 BC: 125 lb Conc. Load at 29.60 BC: 489 lb Conc. Load at 31.64 Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information 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: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): WAVE 3'l0"4 1'4' 5'4"8 24'8" r 26.� 31'4"B Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.031 G 999 360 VERT(CL): 0.059 G 999 240 HORZ(LL): 0.013 0 - - HORZ(TL): 0.024 0 Creep Factor: 2.0 Max TC CSI: 0.753 Max BC CSI: 0.886 Max Web CSI: 0.669 VIEW Ver: 18.02.01A.0205.19 12'8" 7'3"8 1' 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 782 /- /- /- 1385 /- M 1016 /- /- /- /462 /- K 1680 /- /- /- 1795 A H 903 /- /- /- /433 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 2.3 H Brg Width = 8.0 Min Req = 1.5 Bearings B, M. K, & H are a rigid surface. Bearings B, M, K, & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 537 -1085 E - F 389 -166 C - D 279 - 542 F - G 509 -1166 D - E 285 - 546 G - H 664 -1396 Maximum Bot Chord Forces Per Ply (Ibs) 9 1��t�1ll llt►����/ / Chords Tens.Comp. Chords Tens. Comp. �*,1 Iq B-0 894 -414 J -H 1184 -539 e •/Aperr i �`X P. O - N 890 -415 As! Maximum Web Forces Per Ply (Ibs) s �e No, pC)�6! s Webs Tens.Comp. Webs Tens. Comp. N p / r e a = C - N 271 - 582 F - K 768 -1368 + 7eT 6 at p N - E 813 - 367 F - J 1757 - 789 E - M 518 - 875 J - G 377 - 244 a STATE OF : <</ , N A a t �, FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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 proLerly attached rigid cellinq Locations shown for ermanent lateral restraint of webs shall have brac!n installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer 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 ,wm coMvnnr truss in conformance with ANSI/ PI 1, or for handlin shippin , Installation and bracing of trussesA seal on this drawing or cover pa e , , 6750 Forum Drive listing this drawing indicates acceptance of pro) essionalq engineering responsibility solely for the design shown. The suit9ability and use of this drawing for any structure is he responsibility of the uilding Desigrier 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.sbcindustFy.com; ICC: www.iccsafe.org Orlando FL, 32821 Job Number: N333986 ,7A51320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Truss Label: 131 1 -73 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 " 7'10"14 7'10"14 1' 7'11"5 7'11"5 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 It GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 21' Ply: 1 Qty: 3 13'12 5'11 "2 =4X4 D 6'0"11 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed. TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE SEQN:7021 / T29 /COMN Cust:R8975 JRef:1WXd89750093 FROM: RWM DrwNo: 211.20.1438.14446 JB / WHK 07/29/2020 20'10"4 7'0"4 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.034 J 999 360 VERT(TL): 0.095 J 999 240 HORZ(LL): 0.013 J - - HORZ(TL): 0.024 J Creep Factor: 2.0 Max TC CSI: 0.664 Max BC CSI: 0.664 Max Web CSI: 0.557 26'4" 5'5"12 5'4" 5'4" 26'4" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 845 / 189 / 553 / - / 274 18.0 H 1051 1193 / 550 / - / - / 8.0 K 185 /54 /116 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Reg = 1.5 H Min Brg Width Reg = 1.5 K Min Brg Width Reg = 1.5 Bearings B, H, & K are a rigid surface. Bearings B, H, & K 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 643 -1221 D - E 482 - 694 C - D 483 - 679 ,��i11r�►rrrl/rw ,�R��ON� �Adf j`'• III A No.86367 ft A STATE OF Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 1015 -501 1-1 1011 -501 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C -1 394 - 579 E - H 517 - 903 I - E 586 -167 vs s'a000®oQ° S/0NAL. rOddilimalthl FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10 as applicable. App�y plates to each face ofPtruss and position as shown above and on the Join�Details, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. Alping, a division of ITW Buildip,$qComponents Group Inc. shall not be responsible for any deviation from this drawing,anvV failure to build the truss in conformance with ANSI/TPI 1, or for handli4 shipping, installation and bracing of.trussesA seal on this drawing or cover pa e, . listing this drawing indicates acceptance of pro engineering responsibility solely for the design shown. The suit9ability and use of this yawing for any structure is the responsibility of the Building DesigrSenper, ANSI/TPI 1 Sec.2. ALPINE mawoow J 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 more information see Job Number: N333986 Ply: 1 SEQN: 7022 / T27 / GABL Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 211.20.1438.14602 Truss Label: 82GE JB / WHK 07/29/2020 6'1'7 13'10" 27'8" 6'1'7 7'8"g 1310" 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 " �- 3'10" --'r 4' "i—m,p) E'4X4� H 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 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 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. Truss designed to support 8" maximum gable end overhang. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.021 0 999 360 VERT(TL): 0.064 O 999 240 HORZ(LL): -0.011 M - - HORZ(TL): 0.020 M Creep Factor: 2.0 Max TC CSI: 0.146 Max BC CSI: 0.284 Max Web CS 1: 0.127 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (lbs), or *=PLF Loc R / U / Rw / Rh / RL / W B 209 / 77 / 110 /- / 290 / 8.0 B* 79 / 17 / 42 1- / - / 248 Z 256 /95 /210 /- /- /8.0 AA57 /21 /55 /- /- /16.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 B Min Brg Width Req = - Z Min Brg Width Req = 1.5 AA Min Brg Width Req = 1.5 Bearings B, B. Z, & Z are a rigid surface. Bearings B, B, Z, & Z require a seat plate. Members not listed have forces less than 375# 111tIII 1i1►I/il,111 • •! IP �� CE � • • f2��"�". No. 86367 r s STATE OF Sr ',�gfi�". OR1pP I,SiONap'`a ���► FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 c7 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 sheathingg and bottom chord shall have a pro pperly.- attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin insTalled per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, oftrussand position as shown above and on the Joint9Details, unless noted otherwise. f�efer to A L . N E drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,anv failure to build the �, �,�,,. truss in conformance with ANSI PI 1, 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) esslonar engineering responsibility solely for the design shown. The s iiPabllity g and use of this yawing for any structure is the responsibility of the Building Desigrier per ANSI/TPI 1 Sec.2. Suite 150 For more information see this'ob's general notes page and these web sites: ALPINE: www.alpireitw.com: TPI: www.tpiflsl.orq: SBCA: www.sbcindustrv.com: ICC: www.iccsafe.oro Orlando FL, 32837 :r Job Number: N333986 Ply: 1 SEQN: 7030 / T28 / GABL Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 211.20.1438.13993 Truss Label: C1GE JB / WHK 07/29/2020 2'2" 1 47" 67" 1 8'4" 2'2" 12' 112' 127" 1 27' 2'2" 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 EXP: CMean 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 "'I 3B" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. + MEMBER TO BE LATERALLY BRACED FOR HORIZONTAL WIND LOADS. BRACING SYSTEM TO BE DESIGNED AND FURNISHED BY OTHERS. =4X4 D 8'4" 2' 2' 4,2" 6'2" 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: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 2'2" 8'4' + 1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.003 1 999 360 VERT(TL): 0.008 1 999 240 HORZ(LL): 0.001 H - - HORZ(TL): 0.003 H Creep Factor: 2.0 Max TC CSI: 0.223 Max BC CSI: 0.095 Max Web CSI: 0.086 VIEW Ver: 17.02.01A.1115.21 ♦ Maximum Reactions (Ibs), or *=PLF Loc R /U /Rw /Rh /RL /W B* 185 / 87 / 135 / - / 59 / 24.0 F* 185 / 87 / 135 / - / - / 24.0 Wind reactions based on MWFRS B Min Brg Width Req = - F Min Big Width Req = - Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# oo IiI1111Wifto 1.►�`AQNA A AL- `'-- EN q d I NO. 86367 yr s .. ; �® STATE OF�4/�I �0R10� °`'dosrONAL �uattao�tl FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 proLp�erly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, as applicab-Ie. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer 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,apy failure to build the u mvcoua�wr truss in conformance with ANSI 1, or for handli4 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) esslonar engineering responsibility solely for the design shown. The suiPabillty g and use of this sawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineihv.com; TPI: www.tpinst.org; SBCA: w Av.sbcindustry.com; ICC: www.icrsafe.org Orlando FL, 32837 SEQN: 3845 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1 WXd89750093 T7 / FROM: RWM Qly: 1 7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D DrwNo: 211.20.1438.21497 Truss Label: V4 �TCE / YK 07/29/2020 Loading Criteria (psi) 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 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.59 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 "138" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Valley truss connection to truss below shall be designed and furnished by others . 1'11 "8 I 3-11 " 1'11 "8 1'11 "8 12 6 = 4X4 B A4X4(D1)=4X4(D1) C 14' 11 "3 D 3'11" 3'11" 3-11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 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: 18.02.01A.0205.19 ♦ Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /31 /10 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# WA go 9 0.6 %{ / ' , ®� No, 86357 • • s • o o STATE OF41 ®w� o®�ORIQro i� sr °�®oe° o ,0N+Ai ,� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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) fr safety practices prior to performing these functions. Installers shall provide temporary BCSL Unless noted oytherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly !d ceiling Locations shown forpermanent lateral restraint of webs shall have bracinp Installed per BCSI sections B3, B7 or 910, e. AppTy plates to each face oftrussand position as shown above and on the Join�Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. of acceptance of pro-fes any structure is the ref ral notes page and these web failure to build the 1 or cover pa e n. The PuiPabillty AL NE M nW COWANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SBCA: Job Number: N333986 Ply: 1 SEQN: 7031 / T5 / VAL Cust: R8975 JRef: 1 WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 211.20.1438.14244 Truss Label: MV01 �JB / WHK 07/29/2020 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 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: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 R 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. Right end vertical not exposed to wind pressure. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 1112X4 B 17 i I 4'1"11 j 4' 1 "11 4'1"11 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: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/deft L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.003 C HORZ(TL): 0.006 C Creep Factor: 2.0 Max TC CSI: 0.222 Max BC CSI: 0.177 Max Web CSI: 0.100 VIEW Ver: 17.02.02A.1213.21 T 04 ♦Maximum Reactions (lbs), or*=PLF Loc R /U /Rw /Rh /RL /W D* 75 / 28 / 52 /- / 18 / 49.7 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# W Nv, 86367 7fC 'r R e � a �o STATE OF ®4,� h q� 4411 m ikk FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 Safety Information, by TPI and SBCA) for sa shipping, 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 qqid ceilin Locations shown for ermanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 610, le. AppTy plates to each face oftrussand position as shown above and on the JoinrDetails, unless noted otherwise. f7efer to 60A-Z for standard plate positions. of ITW Buildinq�Components Group Inc. sha ince with ANSI 1, or for handlinc shippir inq indicates acceptance of pro) essloni , drawing for any structure is the respons see this iob's aeneral notes oaae and these web sites: , his drawing,any failure to build the on this drawing or cover page , ie design shown. The suiTablltty ALPINE MfTWCOWAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7032 / T6 / VAL Cust: R8975 JRef. 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 I FROM: RWM DrwNo: 211.20.1438.14664 Truss Label: MV02 JB / WHK 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 12 6 1112X4B i 2'1"11 2'1 "11 2' 1 "11 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NI Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE T cV Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.000 C HORZ(TL): 0.001 C Creep Factor: 2.0 Max TC CSI: 0.039 Max BC CSI: 0.041 Max Web CSI: 0.026 VIEW Ver: 17.02.02A.1213.21 ,��1111111I1►�///I �4�4W a,�, ~ 4e4 a dP a No. 86367 m cob,ip d .�.� • STATE OF ♦Maximum Reactions (Ibs), or*=PLF Loc R / U / Rw / Rh / RL / W D* 75 / 13 / 48 /- 110 / 25.7 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# o R I Vrow- 6. o0+9Q8 ON AL FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 ceiling Locations shown for ermanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or B10, e. Appry plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. a division of I V1 1; or for handlincL shipp acceptance of pro'esstor any structure is the respor rai notes page and these web sites: ponsible for any deviation from this drawing,anv failure to build the )n and bracing of trussesA seal on this drawing or cover pa e , 1nq responsibility solely for the design shown. The suif-ability e Building Desigrier per ANSI[TPI 1 Sec.2. .atpineitw.com; TPI: wwN.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.icccsaf ALPINE AnmvcouvA] 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7033 / T8 / EJAC Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 16721ARIA14EAB ELEV.D Qty: 14 FROM: RWM DrwNo: 211.20.1438.13681 Truss Label: EJ7 JB / WHK 07/29/2020 C 12 6 M O_ N co V B A D 1, 7 7' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 It GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NI Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl U# Loc R / U / Rw / Rh / RL / W 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: 17.02.02A.1213.21 4`t1�l�if111lp��l, CEN No. 86367 0 , A P -�b 4 STATE OF • F B 331 / 117 / 259 / - / 173 18.0 D 127 /20 /101 /- /- /1.5 C 171 /133 /91 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ORIVr NAiiiiII1111�r,o 5 FL REG# 278, Yoonhwak. Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly �id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin ins�alled per BCSI sections B3, B7 or 610, t e._ App�y plates to each face oftrussand position as shown above and on the Join Details. unless noted otherwise. kefer to Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing,an failure to build the truss in conformance with ANSI 1, or for handling, shlppin , installation and bracing of,trussesA seal on this drawing or cover pa e , listing this drawing indicates acceptance of pro) essional engineering responsibility solely for the design shown. The suiTabllity and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.a;pineitw.com• TPI: www.tpinst.org: SBCA: www.sbcindustry.com; ]CC: www.iccsaf AL�PINE� 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7034 / T3 / EJAC Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 2 FROM: RWM DrwNo: 211.20.1438.14430 Truss Label: EJ7A JB / WHK 07/29/2020 24" 7' 7' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 6.18 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: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria I ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# I Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL)` 0.012 D HORZ(TL): 0.021 D Creep Factor: 2.0 Max TC CSI: 0.775 Max BC CSI: 0.504 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 ,Q��gtiiiflPlp/jl1 No. �6367 Or b P� ®® STATE OF B 425 / 178 / 370 / - / 202 / 8.0 D 125 /12 /101 /- /- /1.5 C 161 /125 /78 /- /- /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# ''P�•�°® 44R10r rr'' dA, tV , FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "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 r7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildinccLLComponents Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the truss in ANSI/TPI 1, for handling, installation bracing this drawing MnWCOMPAW conformance with or shipping, and of,trussesA seal on or cover page, , listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suiTablllty and use of this drawing for any structure is the responsibility of the Building Designer ANSI/TPI 1 Sec.2. 2400 Lake Orange Dr. Suite Lake Suite 150 per For more information see this job's general notespage and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org_SBCA: www.sbcindust, corn; ICC: www.iccsafe.org FL32837 _ , i Job Number: N333986 Ply: 1 SEQN: 7035 / T1 / EJAC Cust: R8975 JRef: 1WX189750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 211.20.1438.14338 Truss Label: EJ7S KM / WHK 07/29/2020 Loading Criteria (psi) 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 =2. Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. more Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 20 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 7' T 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: 17.02.02A.1213.21 B A 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# ��'titl if I t f ►Ir/� `ft see WA/Al s io o No, 86367 ° STATE OF {u z .,,rF�SJQNAe I►� s + FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! `*IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 e. Apploy_plates to each face, oftrussand position as shown above and on the Joint -Details, unless noted otherwise. f�efer to a division of gComponents Group Inc. shall not b rTPI 1, or for handling, shipping, inst acceptance of rotesslonar engi any structure is the responsibility ,ral notes page and these web sites: ALPINE: his drawing,anyy failure to build the on this drawl g or cover pa e ledesiign shown. The suif9abillty ALPINE awrtwcouvun 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7023 / T2 / JACK Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qly: 5 FROM: RDP DrwNo: 211.20.1438.13759 Truss Label: CJ5 KD / YK 07/29/2020 C 12 6 M N ('7 B M A D 1, 4'11"4 i 4' 11 "4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria 0 Maximum Reactions (ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA B 256 / 95 / 207 / - / 128 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): NA D 89 / 13 / 68 / - / - / 1.5 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 D C 118 / 92 / 61 / - / - / 1.5 Des Ld: 37.00 EXP: CMean Height: 15.00 it Code 0.010 D - - Wind reactions based on MWFRS NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Req = 1.5 TCDL: 4.2 psf D Min Br Width Re Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed.201 Max TC CSI: 0.411 g q = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.254 C Min Brg Width Req = surface. Spacing: 24.0 " C&C Dist a: 3.00 It Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B a rigidseat Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 17.02.01A.1115.21 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. ������� If I I P►Prv�� Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. oe �Q • 4 °® � 010�' Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. �� ®� � GEN� �* No 86367 a STATE OF w i S ••®e e ONA, 1� s FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building it Safety Information, by TPI an c7 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 qe ceiling Locations shown for permanent lateral restraint of webs shall have bracln installed per BCSI sections B3, B7 or 1310 ale. AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. itefer to' 60A-Z for standard plate positions. of 1 F'1 1, or Tor hanallnq, shipping, Insti acceptance of professional engl any structure is the responsibility ral notes page and these web sites: ALPINE: from this drawing,au failure to build the k seal on this drawi yg or cover page. pa e ,thed1ecshown. The suifabllityANSS ALPINE 'N "70WAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 ICC: Job Number: N333986 Ply: 1 SEQN: 7028 / T32 / JACK Cust: R8975 JRef: 1 WXdB9750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIAMEAB ELEV.D Qty: 1 FROM: RDP DiwNo: 211.20.1438.14243 Truss Label: CJ5A JB / WHK 07/29/2020 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 " C. 12 6 c'' CV � B i co T A=2X4(A1) . D I _ 2'4" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Sot chord 2x4 SP #2 N 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.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 4' 11 "4 4'11"4 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.006 D HORZ(TL): 0.008 D Creep Factor: 2.6 Max TC CSI: 0.775 Max BC CSI: 0.245 Max Web CS 1: 0.000 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 358 / 162 / 329 / - / 157 / 8.0 D 85 /13 /77 /- /- /1.5 C 102 /80 /41 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Reg = 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# ,0`11���a11f1►111'O��l � o � No.8636,7 g R ro STATE OF ® ic/�� ,r—t♦ jv or NN A, FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 "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, in%allingand bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI an SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted o"thenvise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly Bgid. ceiling.Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, )le._ AppTy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to of I f' I 1, or Tor r acceptance any structure from this drawing,any failure to build the ,seal on this drawing or cover pa e for the design shown. The suit9ability 4NSI1TP11 Sec.2. org; SBCA: wvvv.sbcindustry.com; ICC: www.iccsaf ALPINANMOOMPAW E 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7024 / T22 / JACK Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 5 FROM: RDP DrwNo: 211.20.1438.13120 Truss Label: CJ3 JB / WHK 07/29/2020 4"3 T �— 1' 2X4(A1) Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NF TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed.201. Load Duration: 1.25 - MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Loc. from endwall: Any FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 611/2013) 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. T 2' 11 "4 2'11'A co N Defl/CSI Criteria I ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# I Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL): 0.001 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: 17.02.01A.1115.21 B 185 /75 /160 /- /84 /8.0 D 50 /6 /41 /- /- /1.5 C 63 /50 /29 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width.Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# W/A I, ii aa� o � � • o No.86367 b � e a r r �• STATE OFF r,,���e• ��RIQse o ,��� s� A ••edge o� ye�e>S oNiIAo t� , FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI 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 rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910 as applicable. Apply plates to each face oftrussand position as shown above and on the Joinf 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 ANSI PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page. . listing this drawing indicates acceptance of pro essiona engineerin responsibility solely for the design shown. The suitability and use of this gnawing for any structure is the responsibility of the (�uilding Designer per ANSI/TPI 1 26c.2. ALPINE Mrrwcoaoun 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7029 / T20 / JACK Cust: R8975 JRef: 1 WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qly: 1 FROM: RDP DrwNo: 211.20.1438.14805 Truss Label: CJ3A KD / YK 07/29/2020 4P Loading Criteria (psr) 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: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #1 Bot chord 2x4 SP #2 N Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 214" 2' 11 "4 2'11 "4 Snow Criteria (Pg,Pfin 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 Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(TL): NA HORZ(LL): -0.003 D HORZ(TL): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.908 Max BC CSI: 0.283 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 C co 7- T ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 308 / 157 / 309 / - / 113 / 8.0 D 45 /24 /55 /- /- /1.5 C 34 /28 /35 /- /- /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# No, 86367 eSo STATE of a► -oil QN,4L � d i FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **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 ceiling Locations shown for _permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or-610, le. Apply plates to each face otruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. of ,I Pi 1;ortor r acceptance any structure from this drawing,any failure to build the k seal on this drawing or cover pa e / for the design shown. The suiTability ANSI/TPI 1 Sec.2. ALPINE M MCOMPAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N333986 Ply: 1 SEQN: 7025 / T24 / JACK Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qly: 6 FROM: RDP DrwNo: 211.20.1438.13714 Truss Label: CA JB / WHK 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 43 T Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 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 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 6 � C 1, 11114 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed.201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE DefUCSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): 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: 17.02. 01 A. 1115.21 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 143 /79 /148 /- /41 /8.0 D 11 /12 /18 /- /- /1.5 C -15 /32 /27 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# a��trf�r►�iror�lr Of a Nv, $6367 � 0 w STATE OF ®�v� % '�'�'��, ° • 1 OR1VQv'� C /� t3 000®®p b �ONAI- FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly iiId ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e. Apply plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. a division of IYI 1, OrTor r acceptance any sructure his drawing,any failure to build the on this drawing or cover pa e , ie design shown. The sui gability ALPINE P SWCOWAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 see Job Number: N333986 Ply: 1 SEQN: 3843 / T19 / HIP_ Cust: R8975 JRef: 1WXd89750093 ,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 3 FROM: RWM DrwNo: 211.20.1438.13416 Truss Label: HJ7 KD / YK 07/29/2020 T 4"3 �-- 1'5" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP. C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Provide (3) 0.162"x3.5", min toe -nails at top chord. Provide (3) 0.162"x3.5", min toe -nails at bottom chord. 5'3"5 9110"1 5'3"5 T 4'6"11 9'2"2 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NY Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.040 F 999 360 VERT(TL): 0.111 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 VIEW Ver: 17.02.01A.1115.21 AN�����w�rtnnrrrr��i .,` aN�A WAk�'��. o No.86367 a • A e + � p STATE 4E r 4r0 9'10'1 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 326 / 154 / - /- /- / 10.6 E 364 /84 /- /0 /0 /1.5 D 214 1177 /- /- /- / 1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 E Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 ORIVro /0N AJimai 1� y FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 ".WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown forpermanentlateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910 as applicable. Apo y Oates 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, a division of ITW BuildincLComponents Group Inc.,shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSIPI1, or for handling, shipping, instailation and bracing of,trussesA seal on this drawing or cover page. . listing this drawing indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The sui ability and use of this c7�awing for any structure is fPhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE ArartwmmPAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Gable Stud Reinforcement Detail ASCE 7-10: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or! 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or! 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 fir! 1Pn mnh Wlnrl Cn awl_ IS' Mann Hoinh+ Pa.-+inli., G—i—A C..... ....e n v-,+ - inn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) ix4 'L' Brace 11 (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace x (2) 2x6 'L' Brnce x Group A Group B Group A Group B Group A Group B Group A Group 13Group A Group B #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, 8' 14' 0' 14' 0' U S P F #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' o Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' V e' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J 11 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' ill 7' 5' 9' 2' 9' 7' 10, I1' 11' 8' 14' 0' 14' 0' d 1 F 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' ill 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 • 4' 5' 1 7' 6' 7' 9' e' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' -P _ S P r #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U I I F Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10' 101 13' 9' 14' 0' 14' 0' 14' 0' O I� Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' LO' S' SO' 10' 12' 8' 13' 7' 14' 0' 0 14' ' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 10, 6' 10, 11' 13, 4' 14' 0' 14' 0' 0 14' ' QJ D F L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' _ 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10' Ill 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' U I I F Stud 4' 7' 8' 2' 8' 5' 9' B' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I I Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' V 8' 5' 8' 8' 9' ill 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' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' ll' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' r I I D F L Stud 4' 9' 7' 4' 7' 10' 9' B. 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect diagonol at midpoint of vertical a L�Pid N V AN RW C OMPAW 1113723% Riverport\ Drive 1 \ Suite\ 200 1l Maryland\ Heights,\ MO\ 63043 2x6 DF-L #2 or better diagonal bracer single or double cut (as shown) at upper end. AboutjL T 18' X L race r L 1 N 1r\ Refer to chart abcV xxVARNIICdwx REND AND FOLLOW ALL NOTES ON THIS BRAVING! "INFORTANTxw FUZNM TNIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. + Trusses require extreme core h fabricating, nent Safety shipping, Information, and bracing. Refer to and :flow the latest edition performing BCSI (Building long Installers Safety all provide a or and bracing for RCSL itess-actIno prior to wise, top these functions. Installers shall provide temporary ng and per BCSL less noted otherwise, top chord shall have properly attached structural lateral and bottom webs :all have b properly attached rigid sections Locations113,B shown for permanent lateral testto a of webs !all have and position Installed per BCSI sand an the B7 or et as applicable. Apply plates to end! face ! truss drwl posltton as shorn above and an the i Joint Details, !mess noted otherwise. !Few to drawings 160A-2 for standard plate positions. Alpine, a division of ITV Bulding Components Group Inc. shall not be responsible for any deviation fr, ds drawing, any fnRure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, sinllotlan 6 brocing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional ghaerkg respvMbllty solMy far ihw design shown The suitability and use of t drawi g r any strut_— k the resp.11ty of the Buldno Desgner per ANSL17PI 1 Sec2. For more Information see this Job's general notes page and these web sites ALPINE www.nlpineltwcaml TPI, www.tpinst.orgl SBCA, www.sbdndustryorgl ICG wwvJcesafe.aro a 11 "i �. IS 111 s '10 0 a NA1�s+, 1dimaI�i L Bracing Group Species and Grades: Group AI S ruce-Pine-Fir Hem -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Standard Dou las Fir -Larch Southern Plnexxx #3. #3 Stud Stud Standard I Standard Group BI Hem -Fir #1 S Btr #1 Dou las Fir -Larch Southern Pinexxx #1 #1 #2 #2 ix4 Braces shall be SRB (Stress -Rated Board). xxFor, ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Grup B values maybe used with these grade... Gable Truss Detall 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. W For <0 'L' brace: space malls at 2' o.c. In 18' end zones and 4' o,c. between zones. NE)IEFor (2) 'L' braces: space nails at 3' o,c. In 18' end zones and 6' o,c, between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical Length + Refer to common truss design for peak, splice, and heel plates; Refer to the Building Designer for conditions not addressed by this detall. No Slice Less than 4' 0' 2X3 Greater than 4' 0', but less than Ill 6' 3X4 Greater than 11' 6' 4x4 TOT. LD. 60 PSF SPACING 24.0' F ASCU-10-GAB16015 TE 10/01/14 WG A16015ENC101014 Yoonhwak Kim, FL PE #86367 Gable Stud Reinforcement Detail ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orr 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 mrb tdn mnh \dinri c.,o 4 ls• Me..., wei..w+ c-...-i,..-,..v c., n — 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'L' Brace wr (1) 2x4 'L' Brace x (2) 2x4 'L' Brace st (1) 2x6 'L' Brace x (2) 2x6 'L' Brace ■ Group A Group B Group A GroupJB.roup A Group B Group A Group B Group A Group B ,+>#1 / #2 3' 6' 6' 0' 6' 3' 7' 1' 7' 4 8'9'Il' 1' 11' 7' 13' 3' 13, 9' US #3 3' 4' S' 1' S' S' 6' 9' 7' 3 6' 8' 10' 7' Il' 4' 13' 1' 13'7'Stud 3' 4' S' 0' S' 4' 6' 9' 7' 2 8'8'10' 6' 11' 3' 13' 1' 13' 7' Standard 3' 4' 4' 4' 4' 7' S' 9' 6' 2 B' S' 9' 1' 9' 8' 12' 4' 13' 2' #1 3' 8' 6' 1' 6' 4' 7' 2' 7' 5 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 F Stud 3' 5' 4' 7' 4' 10' 6' 1' 6' G. 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' V 6' 10, 7' 2' 8' 1' 8' 5' 9' 8' . 10, 1' 12, 9' 13' 3' 14' 0' 14' 0' _ S P F #3 3' 10, 6' 2' 7' 2' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13, 1' 14' 0' 14' 0' U � I F Stud 3' 10' 6' 2' 6' 7' 8' 0' 8' 4' 9' 7' 9' I1' 12' 7' 13' 1' 14' 0' 14' 0' O � I Standard 3' 10, 5' 4' 5' 8' 7' 1' 7' 7' 9' 7' 9' 11' 11' 1' 11' 11' 14' 0' 14' 0' #1 4' 3' 7' 0' 7' 3' 8' 3' 8' 6' 9' 9' 10' 2' 12, ill 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' QJ D P L Stud 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10' 0' it, 8' 12' 6' 14' 0' 14' 0' Standard 3' 9' 4' Ill 1 5' 3' 6' 7' 7' 0' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 / #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 9' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P fr #3 4' 3' 7' 2' 7' 7' 8' 10' 9' 2' 10' 6' 10' 11' 13, 10' 14' 0' 14' 0' 14' 0' LJ P Stud 4' 3' 7' 1' 7' 7' 8' 10' 9' 2' 10' 6' 10' 11' 13' 10' 14' 0' 14' 0' 14' 0' U �l 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' 7' 7' 7' 10' 8' 11' 9' 3' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' S' 6' 10' 8' 7' 9' 12, 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' �--i D F L Stud 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' Standard 4' 3' 5' 8' 1 6' 1' 7' 7' a, 1' 10' 3' 10' 11' 1 11' 11' 12' 9' 14' 0' Bracing Group Species and Gradesi Group A: S ruce-Pine-Fir Hero -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Standard Dou las Fir -Larch Southern Plnem*lm #3 #3 Stud Stud Standard Standard Group Bit Hen -Fir #1 & Htr #1 Douglas Flr-Larch Southern Plnewww #1 #1 #2 1 1 #2 Ix4 Braces shall be SRB (Stress -Rated Board). ■wFor lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Liable I russ lJetail 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. AboutAttach 'L' braces with IOd (0.128'x3.0' min) nails, able Truss )IE For (1) 'L' brace- space nails at 2' o.c. In IS' end zones and 4' o.c, between zones. Diagonal brace optlani iK)Wor (2) 'L' braces, space nails at 3' o.c, vertical length may be In 18' end zones and 6' o.c. between zones. doubled when diagonal 18' 'L' bracing must be a minimum of 80% of web brace Is used. Connect L member length. diagonal brace for 775# •L• at each end. Max web Brace / Gable Vertical Plate Sizes total length Is 14', 2x6 DF-L #g2 or I a �6 11����'0p Less thannl4' 0' 11 th No 2X31ce better diagonal 'r * /L%t 'Py� Greater than 4' 0', but 4X4 bracei single \ less than 10' 0' Verticol length shown g 18' �'� C � o In table above. or double cut # )141(cis shown) at L 1 e 6 7 +Refer to common truss design for upper end,LSUOU"'.Illpeak, splice, and heel plates. onuous*Benring •s Refer to the Building Designer for conditions Connect diagonal at ® ie not addressed by this detail. mid olnt of vertical well. Refer to chart abol' ma e t al lei m ARVARNBA-le READ AND FDLLOW ALL NOTES W THIS DRAWINI ® l"_�REF ASCE7-10-GAB18015 r% —DPMTANTwa FL t1I1SH THIS DRAWING TO ALL CONTRACTORS DICLUOING THE MTALLam � ® Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and:' W F G ter' folio. the latest edition of BCSI Gullding Component Safety Information, by TPI and SBCA) far safety ,c'� L 0 1�`0 `•a DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Iwe Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord DRWG A18015ENC101014 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs e` V /r�r'� t shall have bracing Installed per HCSI sections B3, B7 or B10, as applicable. Apply plates to each face �d j \i Q of truss antl position as shorn above and on the Joint Detalls, unless noted otherwise./�e� l i1iii, Refer to drawings 160A-Z for standard plate positions, %+'�M Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from AN ITW(AMPANY this drawing, my failure to build the truss In conformance with ANSI/TPF 1, or for handling, shipping, MA T❑T, LD, 60 PSF Installation a bradng of trusses. A seal on this drawing or cover page Listing this drawing, Indicates acceptance of professional 1\13723% Riverpon\ Drive engineering responsibility surely for the design shown The suttablUty amid use,of this drawig 1 \ Suite\ 200 far any structure Is the responsibility of the Bulding Designer per ANSI/TPI 1 SecZ \\ Maryland: Heights,\ MO\ 63043 For more Information see this Job's general notes page and these web sites ALPIND www.atolneltw.com, TPD www.tolnstorar SBCJN wrwsbdndustrv.ereb IM—.1—safe.ara AX, •SPACING 24,0' Yoonhwak Kim, FL PE #86367 •T Relnfoi Memk Go Tr Gabe Detail Fnr I Pt -in VPrtlrnl<_- Gable Truss Plate ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, -b, and heel plates, vertical plates overlap, use a ,te that covers the total area of Lapped plates to span the web, el 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 Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A18015ENC100118, A20015ENC100118, A20015END1001 O A11530ENC100118, A12030ENC100118, A14030ENC1 $ ��Cf]0 r 1/ P A18030ENC100118, A20030ENC100118, A20030EN)OI4� A�0 3 $b1� �I S11515ENCI00118, S12015ENC100118, S14015EN 0118,�i6 G'Ip g� S18015ENC100118, S20015ENC100118, S20015E*10011�, S 15P 1 8 S11530ENC100118, S12030ENC100118, S140306VC10011%s, S p S18030ENC100118, S20030ENC100118, S20030aNj 11118, S20030PED100118 a Seeappropriate Al ine '*� dd�'ll p gable detail for maximum unrRinforced"6*eMerticnl lei STAT' 09: ® � 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -null 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. Jeb Length Increase w/ 'T' Brace 'T' Relnf, Mbr. Size 'T' Increase 2x4 30 X 2x6 20 X Examplen 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) = 30X = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7 ' = 11 ' 2 ' d BRAWM TVARNMG" READ AND wo °ALL ��T�S U4MUDM Twig nuTALLERS. r�sr "require Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of HCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary brndng per HCSL unless noted otherwise, top chord shalt have properly attached structural sheathing and bottom chord shall have a properly attached Hold cening. Locations shown for permanent lateral restraint of webs J or B10, as applicable. Apply Plates to each face shall have bracing Installed per above sections the of truss and position as sham above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z For standard plate positions. �t` ps �e� (1 • a ® q� ♦ 11(� V/nn��� / y V 1 / //�, REF LET -IN VERT DATE Ol/02/2018 DRWG GBLLETIN0118 AN Ii11V COMPANY 11137231 Riverpod\Drive 11 Suite%200 11 Marylantl\Heights,lMO\63043 Alpine, a division of 1TV Building Components Group Inc shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility bis reely for the design shown. The suitability and use of this drawing responsibility of the Building Designer per ANSI/TPI I Sect. !1� (p] For more Information see this Job's general notes pope and these web sltpgJ�Z7 ALPINE, ■•■,nlpineltr,coni TPh •r•,tpinst.orgl SHCAi o■sbdndustry.argi ICG v.JcdsAf Yoonhwak Kim, FL PE #86367 AX, TOT, LD, 60 PSF DUR, FAC, ANY MAX, SPACING 24,0' 'T Relnfo Memk Gn Tr Gable Detail Fnr I Pt -in VPrtlr-nlcz Gable Truss Plate S17Pa pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, Ib, and heel plates. vertical plates overlap, use.a ate 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 Nnilsi 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, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings ppyy A11515ENC101014, A12015ENC101014, A14015ENC101014, §1 Ci 1 !Fop A18015ENC101014, A20015ENC101014, A20015END1010 ��p 1_121 Pol A11530ENC101014, A12030ENC101014, A14030ENC1 >4�/`1AY8gICs91®1� '� A18030ENC101014, A20030ENC101014, A20030EN __��j S11515ENC100815, S12015ENC100815, S14015E 0081�S- 100 S18015ENC100815, S20015ENC100815, S20015Ei1D100865, �j �05D 8 S11530ENC100815, S12030ENC100815, S1403IZIC100015, $f�i0 �7 p S18030ENC100815, S20030ENC100815, S20030N31106815, S2003OPED100815 R Seeappropriate Al ine FFIr p gable detail far maxim® unrRlnforced-dre'"0avertical STATE OF a 'T' Reinforcement Attachment Detail '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 Examples 1. 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' j� jj Abik ovARNDKH-n READ AND FRLOV ALL NOTES W THIS DRAWDQ vd R-11FOtTANT■w FUPJIISH THIS BRAVING TD ALL CONTRACT13RS MMUDM 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) for safety practices prior to performing these functlons. Installers shall provide temporary bracing per Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom shall have a properly attached rigid ceiling. Locations shown for pernanent lateral restraint of we shall hove ndbracingpost Installed per abo sections th J nr B10, ils applicable. d otY Plates to each face�\\Vii of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. i 0 C 'q # ``� �'r s ! . (i 4 ®� ® �o 4 (J p,0 16 r Y Il W Y �I/�� a+ REF LET -IN VERT DATE 10/O1/14 DRWG GBLLETIN1014 AN I WCOMPANY 1113723\Riverportl Drive 1 \ Suite\ 200 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 ANSI/TPI 1, or for handling, shipping, Installation 4 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsbuty sotety for the design shown. The suitability and use of this drawing for any structure is the rutty of the BWlding Designer' per ANSI/TPI 1 Sec2. AX, TOT, LD, 60 PSF DUR, FAC, ANY 11 Maryland\ Heights,\MO\63043 For. more Information see this Job's general notes page and these web ALPINE, rvw.alpineltw.conl TPI, www.tptnst.orgi SBCA,-sbcIndustry.orgl ICG vw. MAX, SPACING 24,0' Valley Detail - ASCE 7-10i 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Unless specified otherwise on engineer's sealed design, for vertical Bot Chord 2x4 SP #2N or SPF #1/#2 or better, valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, 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 )K)KAttach each valley to every supporting truss with: Lateral Restraint applied at mid -length of web Is permitted with diagonal (2) 16d box (0,135' x 3,5') nails toe -nailed for bracing as shown in DRWG BRCLBANC1014, ASCE 7-10 160 mph, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Top chord of truss beneath valley set must be braced with: Or properly attached, rated sheathing applied prior to valley truss ASCE 7-10 140 mph, 30' Mean Height, Enclosed installation, Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Or Bottom chord may be square or pitched cut Purlins at 24' o,c, or as otherwise specified on engineer's sealed design as shown. ❑r By valley trusses used in lieu of purlin spacing as specified on Valleys short enough to be cut as solid triangular Engineer's sealed design. members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from www Note that the purlin spacing for bracing the top chord of the truss separate 2x4 members, beneath the valley is measured along the slope of the top chord. All plates shown are ITW BCG Wave Plates, ++ 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 Bottom Chord Stubbed Valley ❑ptional Hip Valley End Detail Joint Detail Valle 4X4 Toe -nailed / y 12 Z C or m n T u sses 12 Max. F__ t 2 o, , X3 1Iji q of !t � iX3 6-0-0 oN (l Set �`\�` e 1X3 5X4 SPL 1X3(Max Spacing) 1X3 2X4 P 1, 4 s. 0 . SP • » Partial Framing P. Supporting trusses at 24' o,c, maximum spacing, * Plan . avARem(a.. REAn Arm FVLLw ALL NOTES aN THIS nRAVD4G1 w>•DPRiTANT w Fl1RMSH THIS BRAVING Tit ALL CENTRACTLRS INCLUDING THE INSTALLERS a o + aa ' L 30 30 40PSF REF VALLEY DETAIL DATE 10/Ol/2014 Trusses require extreme care N fabricating, handling, shipping, installing and brodng. Refer to and follow the latest edition of SCSI (gulf= Corponmt Safety Information, by TPI and SIM for safety practices prior to performing these functions, Installers shall provide temporary bracing per SCSI. ��,�. JCt OR�1OQ. C� 9 p �'"b�D 20 15 7 PSF DRWG VAL160101014 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord Locations shown for permanent lateral restraint of webs shall have a properly ailed rigldSCSI » d ® O��V� { ,��� C D 10 10 10 PSF d �2--' 1� per seling.ctions H7 or Beta as applicable. Apply plates to each face shall have bracing Installed per SCSI sections the of truss and position as farm above and on the i Joint Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. �f W ��� i1 a®dj`�i J,k� BC L 0 0 0 PSF 55 AN RW COMPANY Alpine, a division of ITV BuOding Components Group Inc. shall not he responsible for any deviation from this drawing, any falure to build the truss In conformance with ANSI/TPI 1, or for handling, shipphg, T❑T, D, 60 57PSF Instnllatlon 8 bracing of trusses. A seal on this drawing or cover page Usting this drawing, Inr➢cates acceptance of professional DUR,F .1.25/1.33 1.15 1,15 \ \ 137231 Riverport\ Drive ;2Mcring respans solely for the design shown. The suitability and use of this drawing For any sb�"ct'°'e Is tlx `'esp°"s6Alty of the BAclig Designer pe'' ANSI/IPI 1 Serer. 11 Suae\200 \\Maryland\Heights,\MO\63043 For more information see this Job's general notes page and these web sites, ALPINE, www,alpineltw,coml TPI- www.tpinstergl SBCA, www.sbdndustry.orgt ICO w—kcsofe.org SPA ING 24,0' PL/38FM78, Yoonhwak Kim, FL PE #86367 VALLEY FRAMING & BRACING DETAIL R BC 1�2 01 Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.6") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 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. :e the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gered between rows. Tip) 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 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 4 16d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d toe -nails Truss to blocking 4 16d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails `"�' "`"'�" "`�`�" `"""'I 23. 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 S'-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d 40.128"x3.0") nails at 6" o.c. "T" or scab must be 90% of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress graded lumber & box or common nails. ,Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. Apply all nailing n accordance to current NDSotherwise. rwise.eme ! ,. Nails are common wire nails unless noted otherwise. n �y yip P•�,\GENS' 6 C� i WARNDKam REAR NO FuLLav ALL haTES ON TlaS BRAVZQ - - - - WWO2TANTwe RiRMSH T1eS mwvwc M ALL lOKMACTUn BCl- DC TW aSTALLFRS. 3♦ C LL 20 30 40 54 REF VALLEY FRAMING Trusses regLb^ ext—e care In fabrlcatkQ, hardlk-Q shipping, lnstd ing and braciro Refer g0 44^ follow the latest edition of BCSI C&AdkV C-ponent Safety Information, by TPI and SBGU for �fY ; C DL 10 20 7 7 DATE 10/O1/14 pro ctices prior to perfornwy these functions. Installers shall provide temporary bratlnp per ?5:a` • lAdess rated ott—tse, top chord stall have property attached struct ran sheathing and bottn,�c o STATE O • sou have n properly attached rtgW owning Locations shown fw perrarent latent restraint oF<,se o• •� C BC DL 0 O O 0 DRWG VACNV1801015 salt have bractrp Installed per BCSI sections B3, B7 or Bte, os applicable. Apply plates to each Face a a of truss and posltlan as shown above and on the Joint Details, unless noted otherwise. `' v $C LL 0 0 0 0 ���� Refer to drow4pr 16OA-Z for stardord plate posttlons. oyod /,- •®�� ®RtOe•K•rX Alpine, a division of ITV B�Ading Components Group Inc. shall not be re anstble for any devlatbn f ••w 8,1..e ae• _♦c.� AN nWCOMWWY this drawing, any failure to build the truss h conformance with ANSLTPI 1, or for ha any' , TOT. LD.30 50 47 61 shipping installation t bracing of trusses. /oy�®N A1- A seal on this dmwwng or cover pope estop this drawwno, indicates acceptance of professional yi tq �rw:pue sotety far the de. �o„shown The srmbsrty and use of thtc'dro kV hA►frIs „ptreNt` DUR. FAC. 1.25/1.15 13389 Lakefmnl Drive for nrry Fc rrcporns6ltty of _" building Desiprrr. p•r AttSI/TPI 1 Sac2 Earth City. MO 63045 For morn Information see this Job's pernernl notes pa gr and these web sltesn ALPD0 woe<tpk,eltw.con, TPB we..tpinrtorpl SBfJv ....sbcP°na.st'yag, IM ww..ixsafearp IQ 2 01SPACING SEE ABOVE