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Home My WebLink AboutTrussTotal Truss Quantity = 72 REFER TO EN L PACK FOR CONNECCTION. b 4 r-o• TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING REVIEWED l4; A..c ( AWZ& -f"-L L l C- .ARC n (? 3Q.� �PPR��JIE r 14'-0. 4'-4' 21'-4' 39'—B' NOTE DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9497 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. SHINGLE ROOF ROOF B I :HEEL4��--3/ -- 0 PLUMB C ' Labeled End Mark Reviewed for Code Compliance Universal Engrnewirq Scienew '. es — General Notes 1) Al �wdd dnN ine+. M! fiae ad Ilat j'"'• liaw }Ir tap dwduppa0ob' Fabled Pst 2) mhd • In �Sk4ron ..1..1. 3) N tm= VWN Y 24' Od: atleo oNr•Ya tm6d. 4) Pr Tr Pkb YrOh6 BC57-B7 tmon.nrdatbn mm&in "oft 15 aM be P r ccamft SM to he tepmIed of a mm&wn of 20' Ix' mch X-0too, tlmynu! tM ghu sm Plem tdQ b -M. fbr am aW&W Grciq ddoilL ROOF LOADING SCHEDULE 7T7CCCLLLpLL = 20 pPp�S�FFF ee BCLL = .7 PSF BCDL — 10 PSF TOTAL ee 37 PSF DURATION = 1.25 9 WIND SPD/TYPE 180 ENCLOSED BLDG EXPOSURE = C USAGE =RESIDENTIAL. CAT II WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 pSF DESIGN CRIr1'ERIA FBC 2017 TPI 2014 T—nnemberdesipr �wmectorplates re des, e �dfor ASCII7-10 and maaimwt forces fmm both components and claddings and main Wind force resisting systems • These trosscs have been revi�d to wry an additional 109 Nf non- conent bottom chord lice load FLOOR LOADING SCHEDUL TCLL = PSF TCDL PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AM REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERING WALL KEY DESCRTPf10N INR. DATE nr oac ttta L11ADj DESCRIPTION INR. DATE ao as tanro auw ewa CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE 4 N. V. WINTER HAVEN FLORIDA 33880 PHr'83 939-8806 1. FAC863) 294-2498 BUILDER D.R. HORTON STATEWIDE PROJECTCREKKSIDE . MODEL 1B28/CATS/4EBB CCA PROJ/MODEL/ALT 7A8/ 1B2ECX/ 02 ALT DESC OTC AW4Zf1QiW effi k LAND LOT 38 BLOCK DESIGNER PAGE RFS DATE 3 30 17 #1 334501E ALE 1 4 "=1 RgMt TO EN PACK FOR com"ON. 0 1• r-r TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING 0 I N N O I co N 14'-0" 16 4'-4' 21'-4' 39'-8' PLUM Labeled End Mork NOTE DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE BACK CHARGES Total Truss Quantity = 72 DEPARTMIM ATT CARPPEENTEERCUT RACTTORSROFFAAMEERRICA.IINc 877-293- 487 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. SHINGLE ROOF Reviewed for Code Compliance Universal Engineering Sciences ,a - .I10 General Notes 1) N pardd dwd bw3e4 11d buaan and flat gedm bee the top shed pft* pointed gem to be retried gear tide w 2) N hMm to be Snpem WM6 whm athaiae mte& 3) M bar epocing is 2P OP- Waisa Wen dhe 4) Par TAM Nate iabTde BMI-61 rexlnrlmddm P-4—t %-bracing Aiedd be pbmd t o mmmun +pang 15 Or- oc a the apao, to he repaded at a mmuem d 20' 6d ere each shuctm Pkaee torefarBG4-81�for aW ad6Gad hmcig detaft ROOF LOADING SCHEDULE TCLL = 20 PSF BCU- = ' PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 Z WAND SPD/TYPE 160 ENCLOSED BLDG EXPOSURE = C USAGE =RESIDENTIAL CAT H NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 - PSF DESIGN CRITERIA FBC 2017 TPI 2014 Tres member de9gp &. mmector plates — desr�ed for gal 7-10 and magi®® Fames SomboW rem .;. mid claddings and main—dfowc res sting sy9e—m These messes have been reviewed m carry an addmoml 104psfmn� xdbottomcbodlive F R LOADING SCHEDUL= PSF = PSF = PSF = PSF it1 i I>� I70 It• It• Its It• It• ENCARPENTER — CONTRACTORS OF AMERICA 3900 AVENUE 4 N. W. WINTER HAVEN FL13RIDA 33880 PHIIE1(800) 959-8806 FAX, (863) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECT CREEESIDE MODEL 1828/CALL/4EBB CCA PROJ/MODEL/ALT 7A5/ 182EC.E/ 02 ALT DESC OTC MOLY� Cfft COv. LOT 38 BLOCK DESIGNER PAGE RFS t 1 DATE 3 30 17 LL'k33450IR 1A4 -=1' Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE HORTON DER /STATEWIDE =7A5/320 CREEKSIDE 182EC,E 02G Lot: � 36 -- � Block: �_� Unit: �- ---1 Address: 3350 TRINITY CIR ................ _ .. ..__._................ _..._.............. ....... ...... JobNumber: N334501 .............. ............................ :................................................................... Revision Date: New Load #: RH01 Reviewed for code Comphanc.rfnp CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 March 13,019 ALFI!�g W. Bob: Michaelis Car'.'Mt6r'Coritraictott of America,:I hd- -390Q Avenue 0, Nofffiwesf Wiht6f HaVen,.;FL 33880-6201 Re: AlternafiV6 installations -for a single ply carried truss with a width less tha.n the -hanger widt i width, .arid wood, .blpOkiIIg,tQ:achieve full design load'v4l,UL-*for. focp..-rno.uhto.d.'hgnger':attachment -a'one ply supporting girder.. (Reference detail WA37-02)... Dear Bob,: For a single ply carried truss with 'a width less than the han"gee.w'idth you can install prefabricated jack scab.truss: for woqd.filler blocking;.;The chord shEes-,.-chord,gTq((es, and . -Alpine . � ;t bhhi$btbr pla fe( . s) I to. be the. same as the single ply''carriOd truss. The prefabricated .lack l*scab truss r. �: will have a. minimum :length of 0' and will.have a minimum pitdh.:of,5/I2.., The single ply. carried P§S:Shall ha ea reapflon of . V 3,5009 or less. Attach prefabricated, vOW' two. rows of 0.128."x3.0,? Gun Nails a 2" 1 at O.C.pee-row., row. staggered 1 ":(Si3e Fidueb I MOW). Pl6as&baf& to -thd Simpson Strong -Tie Catalog . �Q1; - I ..OgCC 2:91 page 216 Figpre:.3*for more information; Figure'l For-p sirl g*.1e'- p I'y'"'* Mer'that requires wObd blocking to,ddhi6ve:IfUlI design load Value for face -mounted hanaers :attach one wood. block tq:the back face of the single ply girder with the same site and grade. as the bottom, chbtd.. of the. single ply girder. The.--wo6d: block I&Mg.'th to be such that the wood blocking extends to eaPl.i adj6dent patrol OQihts ;(wbbt and bottom. chord intersections):. Attach wood -rows -of 0.1 2W x3.Uj Gun Nails 0-0. the block with -two..' at 0, per; ow, staggered fed. 3. 0" applied to: 6760'Forum Drive Suite 3o5,.Orlando; FL. 32821_(800)'62.1-9106--(8 ):4 2278685 www.alpineltwxom 1* _ single ply -girder f6ce; with. -an- .-additional (.20) 0,1.20�!X�. V� Gun 'Nbils at.'.each- pane4ppint'appl . led . to'the, . _ -_... ..... ........ ... -....... _...... __.. ___`_--__-_-__- The of k$ok�coht��afbrvbudfiUdr1oc�''��wood ' ho; '----� - �d| design koad�V�k�mfor ' nlp�� by 'edo�-aMd ehd and toadjhg '_mUnail dbnnedtioris,nmustbe sufficient to OreV6ht..splittinq of D\can.be of any further assistance,.or if.ynp *heVe�n�q ' |�e a ' ' J� Chief Engineer* .Alpine- an. ITW C6mpan Oelando, FL 875OFbr'Um' - Dhv� 'OUobdo,FL32821-(8OO�.521�9790-(BS3)422-86D5 �m�a�n��o�M ALPINE WwCMIMY April 26,.:2019, Mr. Bob Mich afelis Carpenter Contractors ofNn6rica*, Inc. 390.0 Avenue ONo0west Wintet Hav6n, FL 33880-6201 Dea.r. Bob,. .R6'- Stron'Oback bridging'. on tb6f trusses. I understand -there is some. concern over our recommendations f6rstrdhdbdck- bridging on. rooftrusses, 8frongback bridging- for roof trusses is not.a requirement o:ANSI=TP12014nor i*si..t'arequ.irementof':the . Building Component -Safety- Information -(50.5' ' 1), But. strongback bridging % ory roof-.#u§!§et is recommended, by Carp'ehtee- C6fitr'66tdet of. 'America. Stron"gba'c'k bridging ser'Ve"s'' the. following two. .. functio''ng., One, bridging aligns the bottom chords -after -they are. set iso they are uniform along the ceiling line and helps- ith .ceiling serviceal i i y T.woibridging redu.cesf6l*iativdddfie.cti*on.6fadizfbdht-trUssds-4: Strongback brid g*ing'.doesw not: -prevent or reduce -overall indiVidual d6flectian, especially -a "' n" t66f trusses,, y e tingm r�� than. co,� .... . . ..... .... ... ..... . .... .. - _.P�r J TIJ� . . .. ... St q rongoaqk- bridging in roof. trusses doe's 'not serve' �s :temporary e p6hnaribrit: bracing .and is not -intended to .distribute. or share. design loads, -be(Vveen f(Usses. Consequently, no design loads have: been accounted forWith this. detail and continuous W6hgba*ck'bHdgihg thdUld* hotbd:attaicihed behv6en- common and girder 'trusses-.. The use :of strop. g bacR bridging shall . not. `interfere, with other, Oesign considerations as specified . :bk the Engiheb('Of Record or the Building: Des! . gner. The outer ends ofthe 8irong'Oack bridging shall be aftg hed.to awall or another secure end. pestr n . t or aP.sppcifIed:_4y the Engineer of Rkordbrthd Building..136sijibidr, Sfroni g*b'ack bridging shall. be fa- minimum Of 2X6 norbiriat iuriljbdr oriented with the diepth vertical". Attach w :common. nails (0A6Zx3_5"' nails at. each intersecting 'membet. When e4eriqliqg the strdhgback bridging overlap by at. a.minimpm of two trusses. Theloca P.04 of. fhe�.-stroqgback bridging maybe . be: specified bk'the.Truss Manufacturer,, Ehgih'e&'r* of Record, or Building Designer: Please ref64-io- BCSI "Strongbacking Provisions" , o * e purpose on rto Alpine:: STRBRiBR1;01:4 , deiall for more. information. The. graphic shown-(FjgUre__A) isf6r:gen"drid, 67.60 F.6rum Drive:S . uite 305, Qrl6ndo, FL 328221- (800)521_9790: (863jr 422-8685 ALPINEAmff'Ven—Aw I -, -.-; -V.- V L. t.:111 I t- k..1 V . I :. -11 j Figured. If Lcan be of any further assistance or-ifyouhave any questions; please: -give. me a call. VVilliaht H.,Knck. P.t ChiefEngineer Alpine an ITW.:Cp - mpany V Ene6rin.j'136pa"rtmefit -Qel4Rdq;FL 6760 - Forum Drive Suite..,365 Od6n'do; FL 32821-v (800). 521'*-9790'- (863)422=8685 a pinet cqm ANRW4 13713AWi*V&a Sol@ =0 ..61awNe1p&.M0 STRON GBACK BRIDGING BUTT . tTRONGBACK BRIDGING TOGETHER 'ATTACH SCAB WITH 10d;BDX/GUN :4f "0.' Zi6. NAILS 3N[ P ROWSAT SCAB' D.C. NOTE, .'IN LIEU.*[F- SPLICING. AS SHOWN, LAP'STRONGBACK-:MDOING MEMBERS FOR:AT LEAST ONE -TRUMAPACING STRONGBACKAM.IDGING: 'SPLICE )IETAIL STRON611ACk BRIDGING. ATTACHMENT A LT.ERNATI)/.E.S or RECOMMENDATIONS Iw- AIL scab -on blocks shall, b.er. :ce Minimum, `i&4 'stress gradedtumberi . I M-All -str-ongloack bridging .and bracing shb:Ll be::.o,. min6wm 2X6 'st:r,e,5s, gr'q'*6IedjwribL-;r-.,.' PIne put pose of strondbcL.c:k-:br1cI6Ihg1s- -to Cie.op 'i'act sharing b6tween'-'Indv�'Id tr - resulting In 'an bv6rcxl( j? In, the stiffness floor systemi .2k6- strongIback bridging; pokitlohdol. idi;q. i-shib)y6i In cletalts., Is' recommended .at 10, =Oi'.'o._ c o:x;> 01_316e -terms: 'briabInd' d la'' PTI - -IrQClh :are sometimes mistakenly' used' interchange,oYdot*.'`BrqdhbI` Is iMp9�7*Urit' structural requirement. bf An . y. f Uoar or roof 'system. stei . m. Refer'. to the Truss. 'VesIgh -11r.4*Ing CT.I)D). Tbrr "the: brat.lng requirements s -f for each Individual truss compo r1i, particularly 'strongbadk. S. a: rec6mmehcloctloh- for . aL truss sy_5tkm to. help control. vibratior.). In: addition -bb-:qidIhq.Jn the: distribUtIon of pblnt* lboxIs b adjacentetwt e :truss, -itrongback to reduce bridging serves RM *ounce. or resiquat vll.bj�46-tloni from movingp .)g o.in-t Ioqclt.;�:such as foots.t.eps. The performance of all 'floor sy stems are enhanced' by. the. Installation of ttr6 igb n tk- A. bridging and therefore :is. strongly, recommended ncled by Alpine, For adclWonal jnfoehatloh rebqrdlhg. strongbqLqk bridging, Ing, refei,;- t- --BC:Sj G W6 ' o .9 P u 9 Component Safety Information). No. 70861. 'STATE F PSF* I DL.. T PSF .1 DL PSF L.L., PSF .,A -I). PSF .. ... .. ....... Fi IT '.TF-' O.'�LCETS'lF A. -MI' MURE i..TR U000 ARE�- TO'BE RLAO�-.U. T MrE 'T I.W § 'HOMINa IS JRE*QUl.A*5M' C. NTS-A TE 'WAD'MVE''7 IA W PAU �TP-C-A PALOEL% AU a.3 4N F tJA -'L.U.oSER P LA-S AND.: -OTHER OXTA -Allading 1oJ41 li, - K. dhifilf,40", AiA , -I-A-L ...... A 6,0, L-ABQP,: In, 114 ALL It JO. Vop PVT, pix-s R-Al-qJO. BE' U KIM- 5, bd, -Y W ry b.r k 10--7. M UK. 08M i N 23 �m 66._, b -.48-AME.P., -R U SSE .8 t IS E. --ICALE. NONS -00& UAW 2 307-4' enr M ENDED SH-0 ,. Cracked or Broken Member- Repair Detail Load Duration = 07 This drawing specifies repairs for a truss with broken chord Member forces may be Increased for Duration of Load or web member, This design Is valid only for sln 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, Applyy one scab per face. Minimum side member tength(s) = (2)(L) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o.c., rows staggered, Nall Into 2x6 members using three (3) rows at 4e o,c., rows staggered, Nail using 10d box or gun nails (0,128'x3', min) Into each side member, The maximum permitted lumber grade for•use with this detail Is limited to Visual grade 01 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plats? area. Broken chord may not support any tie-in loads. s• L 200 so No No L 4' o,c Typical + 0 + o + o' + 0 O + O + O + 0 + Sr tagger + = Back Face 10d Box (0.128' x 3', min> Nails, O = Front Face 2x4 Member - Double Row Staggere 2x6 Member - Trlole Row Staooerec Nail Spacing Detail Maximum Member Axial Force . Member: Size L SPF-C HF DF-L SYP Web Only ' 2x4 12, 620# 635# 730# 8000 Web Only 2x4 18' 975# 1055# 1295# 14150 Web or Chord 2x4 24 975# 1 1055# 1495# 1745# Web or Chord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36' 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42' 2975# 3045# 35054 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 46, . 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# • Nlnh+un L Dktnnu 8 L S • L Nlnlnun H \J�a L IDrstaxe L I HlNnun H L L Dlctanee L PaVAMNWes RBAD AHD nL4DV ALL NOTES ON THIS DRAVINOI REF MEMBER REPAIR ewWOFITANTwr FINDUSH THIS DRAVDIG TO ALL CONTA470 S INCLUDING THE INSTALLERS. Trusses requVr ewtrene core In fabrleatImb, hv4kv,, shipp1, Instal and brocino. Refer to and ►.R.. the lat.st .&U. of )CSI Ok AdIng Corponent Safety In(oreotlon,�y TPl and SDCA) for safety DATE 10/01/14 prnetkec prior io perforv.hn) these functions. Installers ahoU provW tsnparoryy�,Ihd p per SCSI. unless parted otherwlst, scp chord � shell have property attached struet,r•al sheatnYfp end batten and DRWG REPCHRI)1014 .. SWI have a property attached ➢CS ar14�o. Leeatlono shorn for pernonont tateral restraint of webs "It have bracing Metalled per I se 13. 17 or 710, ae opplIca 1r, Apply plates to each face Q I �lJ� of truss and posltkn as shown above and on the Jo1nt ➢r1aAs, wlless Moteaaf,oiMrrlsvi LLB• Rotor to dravinos ISOA-2 for standard plot. positions, Alpine. a dNlslon of ITV Ua&� Conpanents Oro Inc. shaU nat be responsible for eny detotion Bran AN RW COMPANYthis drawing, any fallure is bWld the truss In confornancr whh ANSI/TPI 1, r for hand, !hippMO, hstallotlon L •kradnp of irusses. A sral'on this dwrYV cr cover page Urting iNs drowk-g. Itdcatas acceptance of profeselonal .ny.r.. t,o nq+onelb1 solsly fee 1 ff i Assign shown, The adtoblity and use of iNs drapkv 77388Lrkefronl04ve for any rlructure is tiw raspoljUtty of Vw Dr1W)p Desgnor per ANSLTPI t Sect. EsdhMy, MOD3045 rOr non Infornailon see thls Job's general notts ppaor AM these web slt►si SPACING 24.0' MAX ALP1N0 www.al nelts,eani TPb vwe.tplrrtmrpl SDl•N wwwabclndu.tryArej 100 www,leasafa,arp .0 Lumber Size and dracle.-Mlngma'm Requirements 9 44 0 lir 6tttar . . . . . . . . . r.6 . .RJD[dS BOARD axi) Hmglfiv- viklRy AX4;4t ICKIN(Y 0o TRUSaUNDER VALLEY -FRAMING vALLESr RAFTEP-OR R(DGE CH?, +CrJpPleb'-4'-D'!'1dr-30 psf (TL)aT1d'2(J W (-TDJ Mark, ih'atcrtppite (ocatlops are :e v O.C. pq� tag.0Grifd-bqtw",q rows I it V AL LE) R 0. :. . QPLAP- 4 16d*ta�l 2- Attacht dent.40'fid.fiiide,cilradtly 7. -tttwugft,-01y008& heathing -cattli , 4'-*-.Ty,P(QAL mftiet6r..two ZWOeepers- 41641toe, o -swLgi W-todi' 4'1:Gd td& 3 160 tly&. .6. ::Md9e:bobrd4a-r.00f bldck 4 16d toe- 0 a . BEVFj,,MFT.R-9r-AS RIM-010P. Prrc� .7. --Ft1d*je-bdXed to.tr.05- 4:Wd-Witn 4 S. 4'16 toc� .10. Tru3Ftd;01ppti. T to dffji�,IP fOSS 5-16d top, tkoTkEdUikkD.iF,,'.SLEEPEPS.ARF- USED) NOTE-;.164(046e.44i� CDMM�ff NAILA hfofk"eM 1p; 04.14 A g I h, CqLtARBEAM,.FVERy MROL FAIR10F RAFTERS a orts ing.appiles .3.pans (distance between beabij 4'0%L&- -or Dpls§ Maximum rd0Aq1pWf height: 3-0-teaL ... : - L�5 3:4' mph,.Wo�ed,'6i 10 dipted D; Yat-.1.0 4 XX rnpi En I i!XP 90* ills nails bte-nalts alfs R 5. nails nAlls..eagh sleepprjUyuss Twus qjts nal Is. iytil$ Itkiii h4lb nails. No, niu%ft -Am WMI OC T ;9.t'.Sb 40 54 1?Zt tv -._RVr0ff* MOM; Tr= ZPAMM TO tWTP==-' TOK 'A M.%L- =.UV, tCrWbV�-4V -to 'I.. AV IC& 'wnt. YP. L TC DL I ti ZO 7 1 DATE: 1G/q'�YA S$W. f 01 lor ;d pwf.A.1"W, t-s44_�-w,m k^-i"', k4i( 0'_t*w'1dt- ocory.. kirdickQ- per-, practims.p r Wai- ;�� t% o .0 0 0 DRWO VA-CNV1801015 *hQ Jic! *wt. I =j-- W-11 -edc PA(A.4 �' �7-'W_ rtt;r �42 jh'*.yV gb&.ir %bn Ahi.J.4% Ir . WIM rigid 11 per, BT LL 0 .0 0 0 Pw6F.4 0, R' &0d"" &.,;0. P,�_ stlan Mt. ViT. W 47 61 a XIM of AN v•" e W� A5DV3 A Face -Mount Hangers - I -Joists, Glulam and SCLa .._.__............... 15 These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 21 Carried ( Dimensions Fasteners Allowable Loads, 'Member - (in.) _ o _ "Actual OF/SPA SPF/HF' Code Jolst; Modet Mlhl- Srze.. No. H Web Max Species Neader Species Header, Ref. ( m. SUfi i W H B' Face Joist1 Uplift Floor ----�-- Snow - Roof Floor Snow Roof. Regd I,� (100) (115)', (125)..{1OOj,� (115} {125)..1,, , Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1 555 IUS2.56/16 - 125/6 16 2 Max. (16) 0.148 x 3 - 70 1,805 1,305 1,805 1,555 1,555 1555 21/2 x 16 MIU2.56/16 - 29/16 157/6 21/z - (24) 0.162 x 31/z (2) 0.148 x 11/2 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 29/16 101h 2 - (16) 0.162 x 31/z" (6) 0.148 x 11h" 970 1,945 2,205 2,375 11,675 1,895 2,045 HU316 / HUC316 ✓ 29/6 14 Ma 21/z - (20) 0.162 x 31h (8) 0.148 x 11/z 1,515 2,975 3,360 3,610 12,565 2,895 3,110 113C, :MIU2.56/18 = 2 c 17/6! 1 2/r = (26),0162 x 31/ze (2) 0.148 x 11/z 230, 3 745 4,045 4,045 (3;220 3,480 3,480. FL, LA 184 HU316 l'11UC316 - ' ✓ 2s1t� 1411ti1 21h - (20)"0t162 x 311z'.' ,(8) 0:148 1515 2,975 3360 3,6101� 2;565"2,885 3,110t 21h x 20 M11_12.56/20 - 2% 197A6 21/z - (28) 0.162 x 31/z (2) 0.148 x 11/z 230 4,030 4,060 4,060 3,465 3,495 3,495 21h x 22 to 26 'MIU2-.W20 , ✓ 29f 6 19%�i 21h �- {28) 0162 x 31h=" {2) 0.148 x 11h 230 4,030 4 060' 4,060 3,465 3,495 3,495 , . , .. _ 29/16 x 91/4 to 26 21/16" wide joists use the same hangers as 21/z" wide joists and have the same bads. - I UIIVQ 1016 A I I.1 1Q1Z .nu_:< I9nL<'.-I MZi'n lao v'tIk.. I PM Ao-v i1z. 'o4n-1,)nnr. Io ni O,) oonl': 1 non-o 7eG 11) A76 MIU3.12/11 3 x 117/6 HU212-2 / HUC212-2 HU3.25/12/HUC3.25/1 1 HU3.25116/, HUC3.25/6 3% glulam,' HUCQ21027SDS `,HGUS3.25(10 s r; ,' HGUS3.25/12 , U„p01 ._U,ntl;. G•/L IYI¢n. ".1.14J)l/.IVG,A.V?!<.� �'1VJ,tl�/'tUhV <,.>,; Y€ ,'+%, J y L1V G,VVV: IBC, • - j 31/6 111% 21/z�(20)0.162X31/2 {2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 31/6 10% 21hz (10) 0.148 x 3 1.795 3,275 3,695 3,970 2,820 3,180 3,425 9?f" /191(Y_14R x 3 > i.i R .Ur70 4.nn6 4 :1:3ri . n7, 3.4701.17.1. FL IBC, FL 1-GU3.25-SDS , 4 1 1 1 - 131% 8 to 30 41/2 ' `- (16)1/4" x 21/z' SDS (12)1/d' x'21/z" SDS 5,555 ':6,720 r 310 1 7,31014,840 15 265' 5,265' HHUS46 • • - 135/6 51/6 3 - (14) 0.162 x 31/2 (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 2,715 2,930 31/z x 51/a HGUS46 - 35/6 4346 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS4$ • - 391e` 675fis 2"`, "= {6)0;162x31h 1 (6)0.1&2x3Iz _ 13a0 y595 1,81511,960" 1365 1,555 " 1,680 31/z x 7y/a , HHUS48 , ' - 35W 711A : 3 -; (22) 0.162 x 31hR (8) 0.162, x 31/z" 4,210 4,770.'' 5,140. 3(615 4';09514,415 HGUS48r • - 37a 16 4. - (36)0.162x31z; .,(12}0;162;x3h -3,235 7,460 7,460 7,460 6,415 ,6,415 .6,415 IUS3.56/9.5 - 3% 91/z 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 • - 139/16 813i'i6 21h - (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 ✓ 39/16 8% 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 - 39/6 811116 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 - 3% 9 3 - (30) 0.162 x 31/z (10) 0.162 x 31/z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 31/z x 91/z HU410/HUC410 • • • ✓ 1 9 3 fie 5 8 /6 2 i - 1 (36) 0.162 x 3 h (12) 0.162 x 3 1h 3,235 ZF 7,460 7,460 7,460 6,415 6,415 6,41 5 HUCQ410-SDS 1 - 39h6 9 3 - (12) 1/4" x 21/z" SDS (6)114" x 21/z" SDS 2,265 4,500 4:500 4,500 3,240 3,240 3,240 HGUS410 - 3% 91/i6 4 - (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, LGU3.63-SDS - 35/6 8 to 30 41/z - (16)1/4" x 21h" SDS (12)1/4" x 21/z" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 Fq MGU3.63 SDS - 35/e 91/a to 30 41h - (24)1/a" x 21h" SDS (16)1/a" x 21/z' SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 MIU3.5bFl1:': • - (31A6) ' 11'/6,, 21/2 I'- , (413)U.1bZX31/2 (L)0,148X1'/z U414 ✓ �I_A+ 10 ' 2 - , (10 0.162 x 31h (6) 0.148x3 1:HHUS410;,, ,.. • -37a ° 9 `' 3"- -(30)0,162x31/z _ (10)0,162x31/z HUS412 • • -' 3 fib 101h:j, , „2 .;= r (10} 0;162 x3'1z'~ i.(10) 0:162 x 31/2 31/z x 117/8 HU412 / HUC412 i 3•f16 105/6, "21h Min. = (16) l62 x 31h - (6) 0.148 x 3 Max. , (22) 0.162 x.31/2 - „`(10) 0.148 x 3 " HUCQ412 SD5 ; • • = , .39/i6 11 - , (i4} 1(4:'`x 21/z' SDS (6)1/4;` X 21/z''SD HGUS412 `", �' • = `35/6 10%6' 4 -, = (56) 0.162 x 31h . (20p0162x 31/z _LGU3.63 SDS > ! • - "35(s 8 to,30 ..41h= (16)1la" x 21/z ,SDS (12) 1/a' Xi21hSD! 46 See footnotes on p.150. THA/THAC Adjustable Truss Hangers �I��iERfp This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed ?, cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table N Finish: Galvanized. Some products available in ZMAX® coating. C See Corrosion Information, pp.13-15. C�1 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 over the header — see table for minimum top -flange requirements. 1= Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For c the THA29, nails used for joist attachment must be driven at an G. angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3s/e" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/4 for THAf422 for 122-2 126-2 THAC422 Face nails Top nails pertable per table 13/i typical 2 k• for THA422-2 andTHA426-2 THA418 I�IPP _� -�i 2'/4'y ° r�...; C �Y I"W 21/i (THA29 Double 42 — 2 face nails Use full table value (total) Single 4x2—� See nailer table 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 heads Nailing Double- i Dome Double -Shear ng Shear Nailing Side View Side View; Nailing Do not ®e (Available on Top View bend tab some models) j 4 top nails _ (total) Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation lypl .al I "n v Top Flange Installation er to Mote 5 p.187 86 Simpson Strong-TieO Wood Construction Connectors r SIMPSON Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. 0 i ==7 SPF/4 Allowable "Loads ' Carried, Member THA29 18 15/a 91�1Ai6 51/a 11/z - (2) 0.148 x 3 (6) 0.148 x 3 1 (4) 0.148 x 3 525 1,750 1,750 1,750 450 1,330 1,330 1,330 27/6 - (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 15/a 135A6 " 511h 2 " - ` (4) 4.148,X 3 ;: (2) 0.148 X 3. (4) 0.1'48 X 11h > T,460 1.4Sft l 4611 1,1)13 1,110 1.110 THA218 18 1 % 173/s 51/z 2 - (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/z - 1,460 1,460 1,460 - 1,110 1110 1 10 IBC, THA218 2'; ° 16 , 31/a 1111/1s ' 81, s 2 - (4) 0.162 x 31h _.., (2) 016213, 2 .._ (6) 0.148 x'3 13'60 1 r r " 19 Y ;,d9it 1 ai 1,51a.' FL, THA222-2 16 31/a 22 16 8 2 - (4) 0.162 x 31/2 (2) 0.162 x 31/z (6) 0.148 x 3 - 1,960 1,995 1,995 - 1,490 1,515 1,515 LA THA413 18 " ,35/a 13�4's ,4,'h 7 - (4) 0148 x 3 -` (2) 0.148 is 3: (4) 0:148 x 3 Y - " .1,53 3 1 30 1, 30 - 1,16a 1,1 ti: 1,9ti5' THA418 16 35/a 171/z 7_1/a 2 1- (4) 0.162 x 31h (2) 0.162 x 31/z (6) 0.148 x 3 - 1,9 0 1,995 1 1,995 - 1;490 1,515 1,515 THA426 14 35/e 1 26 1 71/a 2 1 - (4) 0.162 x 31/z (4) 0.162 x 31/z (6) 0.162 x 31h1 12,43512,4351 2,435 1 12,095 12,095 1 2,095 THA422-2 � '14' -.71/4, 22*6 93/4 � ' 2 - (4}' 0:162 x i/2 0162 z 31h 3,330 3,330 ,, 3,330 - � 2,865 2,865 2,865- ' FL THA426-2 14 1 71A 261/e 9a/4 1 2 - (4) 0.162 x 31/z (4) 0.162 x 31/z (6) 0.162 x 31h - 3,330 13,330 3,330 1 12,865 1 2,865 1 2,865 THA29 118 1 1% 1911/e 1 51/a I- 1 91M6 I - 1 (16)0.1480 1 (4)0.148x3 1 525 12,26512,2651 2,265 1 450 1 1950 1 19501 1950 THA218 18 1 % 173As 51/z - 173/s I (18)0.148x3 (4)0.148x3 855 12,450 2,4501 2,450 735 1 2105 1 2105 2105 TH2182 a6 3la 1711/e 8 i 191/s(22)0162,X31h{6)0.162x31h-1=�$55 3391? 3,31Cs--�1 1;595 2.£'a 2$Xr' 8;4-_'' IBC, --_ - -. THA222-2 16 .31/a 22'6 8 - 141/s - (22) 0.162 x 31/z (6) 0.162 x 31/z 1,855 3,310 3,310 3,310 1,595 2,845 2.845 2,845 LA THA413 '-,:18-,35/a 13!M �41h,:" -<=..`133/a (14)OJ48x3" (4)0.148x'3 04a 9,,340•<:2,450 735.1,`'60 2.fl'10 2;105 THA418 16 35/a 171/z 77/a - 141/a - (22) 0.162 x 31/z (6) 0.162 x 31/z 1,855 3,3100 3,310 3,310 1595 2,845 2,845 2,845 THA426 114 1 35/e 1 26 1 77/a 1 - 1161/s I - 1(30) 0.162 x 31/z1(6) 0.162 x 31hl 1,855 1 4,415 1 4,480 1 4,480 1 1,595 1 3,795 1 3,855 1 3,855 THA426-2 14 71/4 261/s 93/4 - 1 18 1 - (38) 0.162 x 31/z (6) 0.162 x 31h 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other 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 bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h° nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried hoist) 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 fisted diameter by length. See pp. 21-22 for fastener information. FL I 18 Simpson Strong -Tie® Wood Construction Connectors 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 double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature nnovatiue double -smear nailing that distributes the load through to4o points or) each joist rail for grFa :er 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 View CDouble -Shear Nailing Side View Do not bend tab Dome Double -Shear. Nailing Side View (Available on some models) 1' for 2x's IA for4xsi 6." p � �aa Grj I (RH7 ' o H e' B LUS28 HHUS210-2 W < 4 05 o: 'a a �< e o: 2^ HUS210 (HUS26, HUS28, and HHUS similar) o.. nA HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong -Tie' Wood Construction Connectors WE M Face -Mount Joist Hangers (cont.) ` Model , No. ;'' Min:; Heel °Height , Ga' Dimensions (in.), Fasteners `W H B Carrying e . ;Member Carved - Member Single 2x Sizes °LUS24 -2% . " -' 18 `' 1346 31/e 1 �/.. " (4) Q 148 z 3 ' (2) 0,148 x LUS26 41/a ; ` 134e 4a14, = 1 3a MUS26 41M6 18 1 s/a 53 6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45A6 16 15/a 53/a 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 H0US26'°` ,4%`° 12 1Sla J53/e'" 5 (20)0762X,3%r`, (8)`0.162x31/2, 43Ae- "'18 _ t% ` 6P/a_ ' 1.3/a , � ` (6)'0148 x 3 MUS28 6-5�e 18 19A. 613/6 2 1 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/s 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31h HGUS28 69A6 12 15/a 71/e 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS210 ` 4�/a;`", -%18 . 191,E > 71 5 ,: 1Y ,' {8}G1148 3,; -:(4) 6.148X,3,•` HUS210 , u.83/s 16'` : 15/a ` ,� 9., ' 3 (30) 01&2 X, 31/z,' (10)•0.162�X 31h ' HGUS21�0' 89A6_' 12 15/a =$'/e 'S (46)0.162x31w '(16)'0.16 Y:-A '- 1. See table below for allowable loads. I These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installation t with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. "Modeh No: -. DF AIlowabte,Loads .. lupbftl °". Floor' Snow Roof• . Wind (160) (i00), (116) , :(:125)" "-- (160) ` SPAliowable Loatls Uplll ° "-Floor Snow ..Roof `Wind " (161 �(100) (115) ; ° (125) (7&0) SPEIHF Allowable loads _ Upliftl Floor Snow Raot' „ Wind; (160} (100p " ` '(115) (125)- (1601 A Code Ref..; ; Single 2x Sizes 1US24 43$ �670,°•: 765 820 10A5,` n3M 725 ,825' `. 890 f: 2,b 360 495 565 605 .. '770r LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26, 130-,`1,295' '1,480 . 1,560 1560 ; 91 1,405 1560...1 5 6,3 7i. 6i3 777T 955 1,990 ` 1,180 1 <5u" LA HUS26 1,320 2,735 3,095 3,235 1235 1320 2,960 3 280 3:280 3,280 i,15C 2,350 2,660 21780 2,780 HGUS26 875' 4,340' 4,850 ,5,110;_ 5390 , t3?a 4,690-, .5,220 5,390 5,390 780 3,225,' 3,610 3,870., 31985, IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1,165 1 1,195 1 1,360 1,465 1 1,730 865 810 925 1,000 1,270 MUS28'' 7, 20 . (;730?, ,1975 =,' 2,125 2,255 ,;1 32� , ,1,875=. ,135 : 2 255' 2,� 5 _ ,1,150 ,`,1,455 , 1,575 1, are` IB C,A L, HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,095 1,480 3,520 3,520 3,520 3,520 HGUS28; ,1;650 7275 7,275 ,7275'i..7,2751 1.650`-- ;.7,275 ^7v-' 7,'275 ;7, 75 1,3c5 ^,G30. 3,820 •3;9i5" 4,250 IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210 ?2 6q t , ••5,450 �,a'95 ' 5;830 5,8 0 ',,1,635 ,1 `5 .5 •; �2TL 5 83 58a0 . 2220 2,330 2,455 2,5315 2;825 ' LA HGUS210 2,090 9,100 9,100 9:100 1 9,100 21090 9,100 910.0 9,100 9,100 1,545 6,340 6:730 6,730 6,730 IK FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45" and/or sloped to a maximum of 45° • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square out 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute - side opecuy angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 LUS/MUS/HUS/HHUS/HGUS These products are available with For stainless Many of these products are approved for installation 19 additional corrosion protection. steel fasteners, I with Strong -Drive® SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. Double 2x Sizes HHUS26-2 4-A6 14 3-516 53/e 1 3 (14) 0.162 x 31/z (6) 0.162 x 3% 1,320 2,830 3,190 3,415 4,250 1,135 1 2,435 2,745 1 2,935 3,655 HGUS26-2 49/ts 12 35/i6 57/is 1 4 (20) 0.162 x 31/z (8) 0.162 x 31/2 21155 4,340 4,850 5,170 5,575 1,855 13,730 4,170 14,445 4,795 FL, LA LUS210-2 1 67/s 1 18 1 31/a 9 2 (8) 0.162 x 31/z 1 (6) 0.162 x 31/z 11,445 11,830 2,075 2,245 2,830 1;245 1;575 11,785 11,93012,435 HHUS210-2 83/s 1 14 TIA. 81A 3 (30) 0.162 x 31/z 1 (10) 0.162 x 3'h 3:550 5,705 1 6,435 6,485 1 6:485 1 3,335 1 4,905 5,340 1 5:060 5,190 HGUS210-2 89/a 1 12 1 3-/A6 93/is 4 1 (46) 0.162 x 31/z (16) 0.162 x 31h 14,095 19,100 19,10019,100 19,100 13,520 17,46017,825 17,825 17,825 Triple 2x Sizes E-IUUJLb-.i, 4'956,..','IL 9"956 1, S%z 1 ,9 (LU}U:+.IbGX,i`lz;"(if)U IbL;Xdh L 47D ,4,d4U' 4;t5bU +5;1/U; J,S;(b I,SSb; d,63U '4,1IU; 4;4�4J 4;Iy5', IBC, FL, HGUS28 3 . ' 6'3is ` 412. 415/7s' 71/4 4 (36)0162x3/x ' 12 0162x3h (. ). ' 3'2� 35 7,480 7460 7460 7,460 .- 2;7$0 y6,415 61415 6,415 6,415 LA HHUS210-3 83/s 14 417tis 87/a 3 (30) 0.162 x 31/2 (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 HGUS210-3 813/s 12 415AB 91/4 4 (46) 0.162 x 31/2 (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212 3, ' .105/a :.12„ , 415!s' 103/a =°.9 56 0:162 x 3Yz. `; 20 0162 X 3'/z �; 5 9,0$5 t?,U45 9 04 - 5,0�t = 4,900 ?;?80 l 780 7,7H 7,; yu.; IBC, FL, LA Quadruple 2x Sizes AbUbLb-4 -:b%z IC. fb%le J916 4,,,(LU)'QIbLx-3%z. b)PJbZX3h Z'133 .4,34U°'%Zsou .3,11U- 3,J7.D I,6JB",,<'3,13U 4J1U' 4,448 4;7-yb.:IBC, FL, HGUS28-4 71/4 12 6a/is 73,1s 4 (36) 0.162 x 31/2 (12) 0.162 x 31/z 3,235 7,460 7,460 1 7,460 7,460 1 2,780 6,415 16,415 6,415 16,415 1 LA HHUS210-4 8% 14 16'A 87/s 3 (30) 0.162 x 31/2 (10) 0.162 x 31/2 13,405 15,630 6,375 16,485 6,485 12,930 4,840 15,485 5,575 15,575 1 FL 4x Sizes FL, LA IBC, FL LUS48 43/a 1 18 3sfis 63/a 1 2 1 (6) 0.162 x 31/2 1 (4) 0.162 x 31h 11,0960 11,315 11,490 11,610 12,0301 910 11,130 11,280 11,385 11,745 1 IBC, FL, HUS48 6'/a 14 3aA6 7 2 (6) 0.162 x 31/2 (6) 0.162 x 31h 11320 1,580 1,790 1,930 2,415 1:135 1,360 1,540 1,660 2,075 LA HHUS48 61/z 14 3% 71/s 3 (22) 0.162 x 31h (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 ( 67/s 12 35/s 7'fs 4 (36) 0.162 x 31/z (12) 0.162 x 3'h 3,235 17,460 17,460 7,460 17,460 2,780 16,415 16,415 6,415 6,415 HGUS412 10316 112 13% 1103461 4 1 (56) 0.162 x 31/2 (20) 0.162 x 31/z 15,695 19,04519,045 19,045 9:045 14,900 1 7,780 1 7,780 1 ?780 17,780 HGUS414 117fis 1 12 35/e 127/1s 4 1 (66) 0.162 x 31h (22) 0.162 x 31h 15,695 10,125 10,125 10,125 10,125 4,900 18,190 18,190 1 8,190 1 8,190 Double 4x Sizes IBC, FL, LA FL 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads 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. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x Th" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 Simpson Strong -Tie® Wood Construction Connectors Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/s" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table 6 Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335�37 for more information. HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for 112" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) rw 11 (4JGV AIYI4A:J.;' it 14 , t/ef, V;/ID 1 V(i,, 14VJ V.IV4A V 7411GV)V.1'fV A:1;; /d I,QQIJ. G,JYV '. �toz25 j 7'7Vur "f{V IV IrJ})i7 G,JVV- L,V V>l - Ja7.e'ti JiHJV.I IBC, HTU28 (Min.) 37/s 15/e 7'fi6 31/2 (26) 0.162 x 3'h (14) 0.148 x 1'h 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 15/a 71Ae 31/2 (26) 0.162 x 3'/2 (26) 0.148 x 1'/2 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA HTU210 (Min`.) 37/a ';' ' 15/a ` MA6..31/2 (32),0` I"62x-3'h (14) 0148 X 1 ^h 1,330, ti(!3 : , 4130 ',3L30 4;300 1,145 3,225' 3, 225 `3;225 , 3',225 HTU210, (Max:) 9Ja,. ,. 1 la 9ha 3'/2 (32) 0:162 X 31h (32) 0148 x 114 3,315 4,705 o 31t1 , r °0 5,995 2,850 4;045 onb , . X 0 '5,155 Double 2x Sizes HTU26-2 (Min:)- = 3Na 35AB: 5?A6; 3Yz ;(20f 0:162 x 37/z; „(14) 0148 x 3 1,515 :..2;940 3 3�� °', ,a�t0 3;910;.' 1;305 1,85p 2,090 2,255 2 465 : HTU2K (Max.) _, 51/2 35Afi: r 8'&: '31/2' (20) 0162 x,31/z ' (20j",Q.148 x 3,-,, 2,175- 2,940 3,32d 580 ,4, £i0 1,87a , 2,530 . 2,80'5 08v 3 855 HTU28-2 (Min.) 37/a 35A6 71As 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 13,235 3,235 18C, HTU28-2 (Max.) 71/4 3-'AG 71Aa 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 3'b° - 1,5 ; n , FL, LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and 1/2", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie Connector 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 1112" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 96 B. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie® Wood Construction Connectors SIMPSON 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 Carrying Member Mm. Minimum Fasteners (m) ,DFISP"Allowabte Loads Model No "" Heel %: Height Carrying Carrying Carried Uplft "Floor .Snow Roof Wind Uplift •° Memr ; Member ""Member (1a60) (100) ' (115) HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31/2 (14) 0.148 x 1'/2 925 1,470 1,660 1,790 1,875 795 HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/2 1,240 1,470 1,660 1,790 2,220 1065 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 fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Wind' 1,265 1,430 1 1,540 1 1,615 1,265 1,430 1,5410 1, 910 IBC, sin a� " a.ersrl a nan ,, FL, LA " Mm Dimensions (in.) Fasteners (in:)OF/SP Allowable Loads SPF/HF Allowable Loads Model No Heel. Height ,� : W Hr " B Carrying Carried . " ' Uplift Floor Snow Roof Wind Uplift "Floor Snow Roof " Wind Member °. :'" " Memtier ',, (160) .(100) (115) "(121) (160) ,! ={160) �100) ° (115} ;(125) (160)`, Single 2x Sizes U26 3% 1 % 57tia " 31h (20) 0.162 x 31/z (11) 0148 x 1"1Iz, ; 6 5 ;) ;2, s9a 2 z95 2.3rJ? 2 395 ' "545 ` 1510 '1,510 ".7,510 1 510 1.12R (Min:) 37h° -1 % - 57/ta ' 31h (20) 0.162 x31/z ,"(1 4)'0148 x 11h ",11Z5" 2,940 `3,'100 3,100 3,100 ; 1,010 " 1,955 1,95-5 ,1i955 1,955 _., .� . IBC, HTU28 (Min.) 37/a 1 % 71fi6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 71/4 15/a 71A6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 °1"5/a .31h '"2)06x 31-(14) 0,14&x 11h -3,600 1,075HTU210 (Min.)" 2,700 2,700 2;700 2,700 Double 2x Sizes HTU26 2 (Max) 3'/2 . - 3'�Y'a , 51Ai , " 31h 1 (20) 0.162 01/2. `(20) 0148 x 3 " ` l-, 10 2,940" 1 3,3' ` 3'500 3,500 ` .1,645 ] 2,205' 2, 05 2,205 2,205 HTU28-2 (Min.) 37/a 3-1,. 71/ia 31/2 (26) 0.162 x 31/2 (140.1 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HTU28 2 (Max.) 71/a 35/is 71tia 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 1 3,035 3,820 4,315 4,655 5,520 2,610 2,865 13,235 3'490 4,140 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift 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 %" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie Connector Selector@ software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. 19 Simpson Strong -Tie® Wood Construction Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16' or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an W version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and' <' x 2344" Titen 2 screws (model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from Vie sawn lumber or Eih'P sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/16"-diameter hole to the specified embedment depth plus 1/2". • AlternativeV drill the 3/i6"-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 Kts are available. They include a 3/16" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2' and minimum end distance of 37/a" is required as shown in Figure 1 for full uplift load. • VVhere no uplift load is required, a minimum end distance of 1 ?h" is oem?itted. Codes: See p.12 for Code Reference Key Chart Concealed flanges H UC410 ar1_y2` mi,. SIMPSON Strom e=;. V� HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) FA These products are available with additional corrosion nrotection. For more information. see n.15. SIMPSON Model " Model " Fasteners Allowable Loads (DE/S, F tJo. IM GFCMU., Concrete Standartl Concealed GFCMU Titer®2 Concrete Titen2 Joist Uplift (160) Down (100/125 ` Uplift. (160) Down (1D0%12 . . HU26 HU26X (4)1/4 x 23/4 (4)1/4 x 13/a (2) 0.148 x 11/z 335 1,000 335 1,545 HU28 . HU28X, _._ {6)"Ya;X 231a (6)?/b x 13/4 , (4) 014$"x"11/z 545: ., - 1500: ' " 760 2400 HU24-2 HUG24-2 (4)1/4 x 23/4 i (4)1/4 x 13/a (2) 0.148 x 3 380 1,000 380 1,545 HU26-2=(Min:) HUC26-2 (8)1/a x 23/4; .. " (8)11,x 13/a (4} 0148 z`3 760 2 ODO 760 3,200 HU26 2 (Max.) .: HUC26 2 ,° {12j 1/4 x 23/a (12)1la x 13/a3 {6) 014$ x 3 ",1135 3,000 1,735 950 HU26.3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8)1/4 x 1 3/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 23/4 (12)114 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 NU2$ 2 (Min) • .. `; "'HUC28 2 (Mm j . " ' (10)1/4 x 23/4 ? ' (10)11 1/a x 13/a (4) 0.148 x 3 ;760 "' 2 500 ` 760 = 3 725 HU28 2 (Max) , HUC28 2 (Max) " "," ' (14)1/d x 23/4 ` 14) a x,13/a (6) 0 748 x3 4135 3,500 "1 r " ,1,135 AW HU210 HU21 OX (8)1/4 x 23/4 (8) 1/4 x 1 3/4 (4) 0.148 x 11/z 545 2,000 760 2,415 HU210-2 (Min) " HUC210-2 (M1n) =, (14)1/a x 23/a ' " {i4)'.?/a X 13/a (6) 0.14$ x 3 1135 ": ' 3,5 00 : ' 1;135 4;920 HU210 2 (Mai) = HUC210 2"(Max.) (18),14 x 23/4 " (18)'la x 13/a {10} 0;148 X 3 ,800 .. 4 500 " 1,800 y 5 085 HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)114 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 . 212X• p2% 10)�13!4- " 6)014X1% 2 1,HU21215 2,6651)/ HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 1 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU214 HU214X (12)114 x 23/a 1 (12)1/4 x 13/4 (6) 0.148 x 11/z 1,135 2,665 1,135 1 2,665 HU214-2 (Min) HUC219-2 (Min.) r (18} 1/4 x 23/4 (1$)1/a x 131a:'. - {$) 0.148 x3, 1,515 . " 4,500 1,515 -5,'085 HU214 2 (Max) HUC214-2 Max., "' (24)1A X 23/4 {24)�Ia.X.13/4 " ' " {1,) 0.14$ x 3 2 015 85, HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 (24)114 x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 .. HU216X (18)=14 x 23/4 (1$) Ya'X 13/4 (8) 0.148 x 1?/2' 1,515 Z920 1515 `, 2,920 .' HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)114 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU7 (Min.) (Not available) (12)1/4 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/z 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/z 1,085 3,485 1,085 3,485 HU9 (Min.) (Not aGa lafile} {18} 1%a x 23/4 (1$)^%4x 13/a "(6) 3.148 x 1;1h :7135 3 2301"" "`" 1,135 -3'230- "1 1/a (1Q) 0.148x 1 , 5 3735r 1,45U9Max.) 375'� HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/z 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)114 x 13/4 (10) 0.148 x 11/z 1,445 3,735 1,445 3,735 „yU14 {Notavailable) , , t55a 3;485 HUi4"{Max.) " " (trot available) " h `(36)1%a x 231a "{36)1/4x 13/4 (14) D 14$ x 1 %z 1 2,015 " ° 4,245 - 2,015 - �},245 'Code Ref. 38 STAGGER JOINTS - TYP.T UPLIFT/SHEAR ANC EACH TRUSS - SEE PLAN R/9,ICI s RAISED HEEL ROOF TRUSSES SEE PLAN �a�l��aaa�a�► a�a�aaaaaaa■aaa�aaaaaau - aaa�.'�.'aaaaa�aaa�.'aaa� B/SKI f' NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE, NTS SKI ROOF SHEATHING- SEE SOFFIT/FASCIA- SEE ARCI RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING d IBBON BOARD- SEE FASTENING TO CHEDULE FOR SPACING t TRUSSES 45TENING TO iRU55E5WALL SHEATHING -SEE PLAN MIN. 15/32' CDX PLYWOOD ORl/16' i 05B WITH 8d GUN NAILS (0.131' X 2 1/2') a 6' O.C. TOUPLIFT/SHEAR GYP. CEILING- SEE PLAN RDS ANCHOR EACH SEE PLAN / SGNEDULE SEE PLANINTO DO NOT FASTEN RIBBON BOARDTRUSS- END GRAIN OF ROOF TRUSSMASONRY WALL - BOTTOM CHORDSEE PLAN RAISED HEEL TRUSS BEARING DE3SCALE. HIS RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT vult=165 MPH (vasXP. MPH) (2) 12d GUN (0.131' X 3') E EXP. B, 2X4 SPF"2 24' TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS Vult=180 MPH (VasXP. MPH) (2) 12d GUN (0.131' X 3') EXP. G, E 2X4 SPF"2 16' TO EACH TRU55, (4) ENCLOSED I I NAILS AT JOINTS CL 0 U o<Uzr Z E 0 Ow I Ui» �Q oa= w Ei o� ZOO,_ w z i 3 U 9 ih �p w ma s 3a �a a o SHEET TITLE: ear onA2FOR RA4EU NFFL ROOFiRUEEFS SHEET INFORMATION: Ioa No, .1116 AIE ISSYEU: II.pB.I! JRANM 01: FEwEwEn er, m SK.1 ALP"! N-, A4,'fTWC(),VMN� January. 10",2020 .Carpenter Contractors cif America,I nc.- 300-Avenue6 N NW Winfer.:*A-11 - --38,886-62of � I , - :Haven, FL I Dear Matti It. come my attention "thatsome questionsb", Were raised concerning -S./ dIdm&te**f ri n holeg?'iftilleA ffif u, ihe.ch 'M i-fac 0 orris We.face) pf,sy-s4z gable end trusses for threaded rods used ,,for `tie Ifthe's-ee gable -ends z .. re,.over-confiftuoussu- rt with one,,f4celull d rsheathed,and' the holes are. drilled ,av6iit.th6.,center-l' e, f th face no chose -th'an-' Ij-0"C;^W'ith6u,t-1amag ,,h-y c-o'n hec-tor. plate's"w thezl no, rep*4s.r required': Th e etr.us,.q()ft ofts 2 feet. of fluorloads and Indadditionat load. If you have -dn' -, - I " - please give ,y questionsC p ease mle a call. sincerely;. --, 7, 'Ar STATE OF 711, Yoophwak' "n 6750 Forum DrSuite - 3015 0 'FL3�821':-(8QQ) '1-W --,.(863),.422-.86 5 -i 52 8 wwwo tw Pipp.i. COM� oWt~I►IIf:r►ftr .» No.86 STATE OF20 40 BONA hoijifull This documwtf has bean electrotdcaR r sited and soaW uskg a DVW Side. Pdnisd copies WOWAA an a#igind slime mud be verified using the original e1ocfr4nic verslon. AL ALPINE AN IFW COMPANY FL R1 G4 278, Yoonhzvak Kim„ FL PE #86367 Alpine,, an ITW Company 6750 Forum Drive, Suite 305. Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com �ito, l ormatvon: �� a-� Customer. Carpenter Contractors of America Job Number: N334501 Job Descri tion: 7A51320,182EC,E ,02G ,RHO ! 1828/CAL114EBB ELEV. C,E Address: „lob :n inserGrlkeria Design Coder FBC 6th Edition (2017) Version: 17.02.02A through 18.02.01A XQ89750101 Wind Standard: ASCE 7-10 Wind Speed (mph): 160 pso: 20,00- 7.00- 0.00-10.00 EFloorLoadVpso: BuildingType: Closed None This package contains general notes pages, 33 truss drawing(s) and 5 detail(s). Item Drawing Numtier Truss 1 224.20.1538.23296 Al 3 224.20.1538.23124 A2 5 224.20.1538:23125 A4 7 224.20.1538.23173 A6 9 224.20.1538.23170 A8 11 224;2011538.23171 Al 13 224.20.1538.23172 All 15 224.20.1538.22921 A14G 17 224.20,1538.23327 A16 19 224:20.1538.22890 C1 GE 21 22420.1538,25962 D2 23 224.20.1538.25854 V8 25 224.20.1538,25542 ER 27 224.20.1538.25901 EJ3 29 224.20.1538.23201 CJ3 31 224,20,1538.26149 CJ1A 33 224.20.1538.25947 HJ3 35 A1801.5ENC101014 37 G13LLETIN1014 Item I Drawing Number Truss 2 224.20.1538.23297 A1A 4 224.20.1538:22937 A3 6 224.20.1538.23174 A5 8 224.20.1538.23077 A7 10 224,20.1538.22936 A9 12 22420.1538.22999 Al2 14 224.20.1538.23062 A13 1.6 224,20,1538.22984 A15 18 224.20.1538.22891 61 GE 20 224.20.1538.26227 D1 22 224.20.1538.25963 D3G 24 224,20.1538.25807 V4 26 224.20.1538,25543 ERA 28 224.20.1538,23045 CJ5 30 224.20,1538.25915 CJ1 32 224.20.1538,22873 HJ7 34 A16015ENC101014 36 GBLLETIN0118 38 VAL160101014 Florida Certificate of Product Approval #FL1999 Printed 8/11/2020 4:0154 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 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine_ connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 Job Number: N334501 Ply: 1 SEQN: 7603 / T10 COMN Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qly: 11 FROM: RWM DrwNo: 224.20.1538.23296 Truss Label: Al SSB / YK 08/11/2020 6'1"7 6'1'7 12'11"15 610"8 19'10" } 2" 1 � 33'6"9 6' 10"1 6101 610"8 =5X5 E 39'8" 10' 19,10" 29'8" 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 Udefi U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.222 K 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.547 K 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 J - - Des Ld: 37.00 EXP: C ei ght: 15.00 ft Mean Hei 0.140 J - - NCBCLL: 10.00 TCDL: psf Code / Misc Criteria Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.616 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.982 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.527 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 17.02.02A.1213.21 Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. 'A IH If rr No. 86367 • r e Fv • STATE OF °4,b 39'8" 6'1"7 10, 1' 39'8"r ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1709 / 308 / 961 / - / 445 / 8.0 H 1710 /308 /961 /- /- 18.0 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 1488 - 3151 E - F 1102 - 2027 C - D 1387 - 2871 F - G 1387 - 2872 D - E 1102 - 2027 G - H 1488 - 3153 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2756 -1187 K - J 2276 - 889 L - K 2276 - 863 J - H 2757 -1187 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 539 - 206 K - F 485 - 745 D - K 485 - 744 F - J 540 - 206 E - K 1361 - 646 kal ve{Olt'oil S�aNA11 , FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary -ing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly p ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, applicabgle. Apply plates to each face of truss and position as shown above and on the Jolnt9Details, unless noted otherwise. Defer to Nings 160A-Z for standard plate positions. of any structure is the re! ral notes page and these web :his drawing,an failure to build the on this drawing or cover page ie design shown. The sui Qability ALPINE ANMCOWAW 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304: ^SBCA: Job Number: N334501 Ply: 1 SEQN: 7604 / T25 / COMN Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: ALS DrwNo: 224.20.1538.23297 Truss Label: A1A FV / WHK 08/11/2020 7'11"2 12' 17'1"12 19'10" 23'8" 31'8"14 39'8" 7'11"2 4'0"14 5'1"12 2'8"4 3'10" 8'0"14 7'1V2 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 " =6X6 F SECTION MAY BE REMOVED AFTER INSTALLATION. DO NOT CUT PLATES. �1T 811 8'1"1 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 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 :T1 2x4 SP #1: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W3, W6, W9, W11 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance Wind Wind loads based on MWFRS with additional C&C member design. Laterally brace BC above filler @ 24" O.C. (or as designed) Including a brace on BC directly above both ends of filler (if no rigid diaphragm exists at that point). 3' 10"15 5' 12' + 17' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NI Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE, HS 39'8" 6'8" 8'011 23'8" 31'8"11 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.386 0 999 360 VERT(TL): 1.101 0 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K Creep Factor: 2.0 Max TC CSI: 0.791 Max BC CSI: 0.993 Max Web CSI: 0.958 VIEW Ver: 17.02.02A.1213.21 n No.86367 r p 4 • +a ro STATE OF m 0 7'11"5 1' 39'Sr ♦ Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1556 / 308 / 961 / - / 445 / 8.0 1 1556 / 308 / 961 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 2.2 1 Min Brg Width Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1429 - 2745 F - G 1353 - 2068 C - D 2160 - 4245 G - H 1201 - 2103 D - E 1504 - 2794 H -1 1445 - 2777 E - F 1610 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1106 L - K 2402 -1133 Q - M 3738 -1618 K - 1 2406 -1133 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 753 -1523 M - F 2007 -1002 C - Q 1476 - 556 M - L 1864 - 657 S - Q 2850 -1328 F - L 440 - 454 Q - D 1271 - 597 L - H 458 - 688 D - M 804 -1539 o OOORI Do 8�0 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a propperly per BCSI sections B3, B7 or B10 unless noted otherwise. Refer to of d use of this drawing for any structure is the respons more information see this job's general notes page and these web sites: from this drawing,any failure to build the 1 seal on this drawing or cover page, f for the design shown. The suitability ANSI/TPI 1 Sec.2. ALPINE ANMCOMPANY 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304 Job Number: N334501 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Truss Label: A2 6'1"7 617 12'6"15 6'S"8 Ply: 1 Qty: 1 19, 20'8" 6'5"1 ' 1'81° :5X5=5X5 E F 39'8" SEQN:7605 / T9 / HIPS Cust:R8975 JRef: 1VVXQ89750101 FROM: RWM DrwNo: 224.20.1538.23124 SSB / WHK 08/11/2020 27'1"1 i 33'6"9 39'8" 6'5"1 T 6'5"8 6'17 �1.i 0' 10 9'10" 9.101, 10' 1 19,10" 29'8" 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 L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.172 L 999 360 B 1556 / 309 / 964 / - / 428 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.470 L 999 240 1 1556 / 309 / 964 / - /- / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 K - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.123 K B Min Brg Width Req = 1.8 NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 1 Min Brg Width Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.480 Bearings B & I are a rigid 9 gid surface. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.856 Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.669 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B-C 1511 -2800 F-G 1123 -1779 C-D 1415 -2521 G-H 1415 -2521 Value Set: 13B (Effective 6/1/2013) D - E 1123 -1779 H - 1 1511 -2800 Top chord 2x4 SP #2 N E - F 1093 -1559 Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set 1313" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/3012013 by ALSC B - M 2444 -1206 L - K 2030 - 941 Bracing M -L 2030 -911 K-1 2444 -1216 (a) 1 X4 #3SRB or better continuous lateral restraintto ,`��t�f be na s(0113Ix2 5a m n.). Restraint ced. Attach with (ma material to be8d Box or q! �wy �Ia �i _1O Maximum Web Forces Per Ply (Ibs) both to • • e •�e1 Webs Tens.Comp. Webs Tens. Comp. supplied and attached at ends a suitable �� ®ice support by erection contractor. ®�® ®a �VE► YS� •� M - D 508 -192 L - F 548 -381 (a) or scab reinforcement may be used in lieu of CLR s+ ® •. A D - L 482 - 683 L - G 482 - 683 restraint. substitute (1) scab for (1) CLR and (2) ® • No, 86367 o .". E - L 548 -381 G - K 508 192 scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and • e a • • 80% length Attach 0.128x3" • ® °1 `� �„ of web member. with gun nails @ 6" oc. Wind • • w • a Q °® STATE OF o> Wind loads based on MWFRS with additional C&C®sO,•@ 01 D`` e �`�� member design. �o ` • 0 0 0 e 10 d,,I�u�o,'I0+�A, ,� 9 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly aid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing Insalled per BCSI sections B3, 67 or B10, ile._ AppTy plates to each face ofptruss and position as shown above and on the Joint Details, unless noted otherwise. (Refer to a division of 11111 1; or for nandimq, shipping, Installatidr acceptance of professional engineerit any structure is the responsibility of the ral notes page and these web sites: ALPINE: www.a failure to build the I or cover page n. The suitability ALPINE ANnw COMPANY 13723 Riverport Drive Suite 200 Maryland Heights, MO 63,04 TPI: www.tpinst.org; SBCA: Job Number: N334501 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALIMEBB ELEV.C,E Truss Label: A3 UV7 6'1'7 12'0"15 5'11"9 Ply: 1 Qty: 1 18'0"1 21'7"15 5'112 3.7% �5X5 =5X5 E F SEQN: 7606 / T22 / HIPS I Cust: R8975 JRef: 1WXQ89750101 FROM: RWM DrwNo: 224.20.1538.22937 FV / FV 08/11/2020 27'7"1 33'6"9 39'8" 5'112 5'11"9 6-17 39'8" 1' i 10' 10' T 19,10" 29'8" 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 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N: Lumber value set "l3B" 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. 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 - PP Deflection in loc L/defl L/# VERT(LL): 0.171 L 999 360 VERT(TL): 0.467 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.124 K Creep Factor: 2.0 Max TC CSI: 0.415 Max BC CSI: 0.857 Max. Web CSI: 0.541 VIEW Ver: 17.02.02A.1213.21 +��JiitII I II►y/t0 H WAS - P�'�p N0. 86367 a� a. • e STATE OF ®® i 39'6" A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 312 / 965 1- / 408 / 8.0 1 1556 / 312 / 965 / - /- / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 1 Min Brg Width 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 1540 - 2796 F - G 1154 -1794 C - D 1447 - 2523 G - H 1448 - 2523 D - E 1154 -1794 H - 1 1540 - 2796 E - F 1150 -1635 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1231 L - K 2064 -1000 M - L 2064 - 971 K - I 2439 -1252 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -180 L - F 523 - 335 D - L 470 - 674 L - G 470 - 674 E - L 523 - 335 G - K 495 -180 1,0 °°jd/10afalltAti� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proL�erly attached ri9id ceiling Locations shown for permanent lateral restraint of webs shall have bracin ins -tailed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the JointDetails, unless noted otherwise. f7efer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinTcLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANrrWCOMPAW truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pafge .. 13723 Rive ort Drive listing this drawingg indicates acceptance of ro essiona engineering responsibility Solely for the design shown. The sui ability and use of this drawing for any structure is the responsibility of the Building Designer. per ANSI/TPI 1 Sec.2. Suite 200 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindusl .com: ;CC: rwvw.iccsafe.crg Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7607 / T8 / HIPS Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RHO1 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.23125 Truss Label: A4 FV / WHK 08/11/2020 7'10"14 T10"14 �1 10 10' Loading Criteria (pst) 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 to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set 13B" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.1284" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C 17' 22'8" 31'9"2 9'1"2 5'8" 9,1"2 =5X5 S�i5X5 D E 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed 201 TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 39'8" 910" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL):.0.149 J 999 360 VERT(TL): 0.408 J 999 240 HORZ(LL): 0.0601 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: ' 0.760 Max BC CSI: 0.863 Max Web CSI: 0.629 VIEW Ver: 17.02.02A.1213.21 "4WA,;r o�b� GENS�,•.' No, 66367 s •' A 9 � STATE OF ®4, l - 39'8" 7'10"14 10, 1' 39'8"— ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1552 / 318 / 965 / - / 387 / 8.0 G 1552 /318 /965 /- /- /8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brg Width Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1532 - 2755 E - F 1559 - 2561 C - D 1559 - 2561 F - G 1532 - 2755 D - E 1205 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1221 J - 1 1695 - 768 K - J 1695 - 738 I - G 2393 -1250 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 -448 J - E 389 -234 K - D 770 -462 E -1 770 -462 D - J 388 - 234 1 - F 403 - 448 member design. `�®A R'a *s j �N AI ��1d141a9lmb FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10, as appllcablK Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. a division of ITW Buildin g-Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI PI 1, or for handlin4, shippintq, installation and bracing of,trussesA seal on this drawing or cover pagqe.. this drawing indicates acceptance of pro- essiona engineerm responsibility, solely for the design shown. The su!Tability le of this drawing for any structure is the responsibility of the Ruilding Designer per ANSI/TPI 1 Sec.2. information see this job's general notes page and these web sites: ALPINE: www.alpineitw.corn; TPI: www.tpinst.org; SBCA: www.sbcindusby.com; ICC: www.iccsal ALPINE ANMCOMPANY 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7608 / T24 / HIPS Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.23174 Truss Label: A5 FV / WHK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 6'1"7 6-1 "7 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: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. an 1601 237'15 91101,10 77'14 6X6 = 6X6 D E 9.10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 39'8" 9'10" 29'8" 33'6"9 39'8" 91101,10 + 6-17 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.156 J 999 360 VERT(TL): 0.427 J 999 240 HORZ(LL): 0.064 1 - - HORZ(TL): 0.119 1 Creep Factor: 2.0 Max TC CSI: 0.799 Max BC CSI: 0.855 Max Web CSI: 0.614 VIEW Ver: 17.02.02A.1213.21 ��a�iRtarrrr WAS a a o m o N0.86367 a a� r � ® + t ,. ®� STATE OF 10, 39'8 " ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 713 / 964 / - / 367 / 8.0 G 1556 / 713 / 964 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brg Width Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1622 - 2852 E - F 1483 - 2513 C - D 1483 - 2513 F - G 1621 - 2852 D - E 1254 -1829 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2505 -1330 J - 1 1780 - 840 K - J 1780 - 810 I - G 2505 -1359 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 423 - 469 J - E 381 - 218 K-D 617 -314 E - 1 617 -314 D - J 380 - 218 I - F 423 - 469 e S 0ORIVr- 0 * I a 0 e �'B%,S/Q+nl NA �� , FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) for safety 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 pro pperly ,iid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingg ins �alled per BCSI sections B3, B7 or 810 ile.- AppTy plates to each face- of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to' of ITW Buildin —QComponents Group Inc. shall not be responsible for any deviation from this drawing,an failure to build the nce with ANSI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawiXg or cover pa�e . ng indicates acceptance of pro) esslonar engineering responslbility.solely for the design shown. The sui ability yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ;ee this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www-.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE A-COWAW 13723 Riverport Drive Suite 200 Maryland Heights, MO 63043 Job Number: N334501 Ply: 1 SEQN: 7609 / T7 / HIPS Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.23173 Truss Label: A6 KD / FV 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: ' 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T10"14 T10"14 10, 10, Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: 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. 15, 7'1"2 24'8" + 31'9"2 + 39'8" 918.1 7'1 "2 T1014 :6X6 =6X6 D T3 E 39'8" 9' 10" 9.101. 19,10" 29'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 Snow Duration: NA HORZ(LL): 0.061 1 - - HORZ(TL): 0.115 1 Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.913 TPI Std: 2014 Max BC CSI: 0.867 Rep Factors Used: Yes Max Web CSI: 0.572 FT/RT:20(0)/l 0(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE ,`4941a@11Ill Iffr p `%. QAHWq/� `Plot► a • � � s 4 g No.8f3670. 8 o� STATE of46 ®g ' ®seas° d 'f'400S4 0NAL �ieoa(jlrla►�� 10, 1 39'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1552 / 328 / 962 / - / 346 / 8.0 G 1552 / 328 / 962 / - / - / 8.0 Wind reactions based on MWFRS B Min Big Width Req = 1.8 G Min Brg Width Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - C 1547 - 2729 E - F 1568 - 2537 C - D 1568 - 2538 F - G 1547 - 2729 D-E 1287-1910 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2363 -1228 J - 1 1847 - 899 K - J 1847 - 870 1 - G 2363 -1257 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. K - D 628 - 363 E - 1 628 - 363 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a propperly per BCSI sections B3, B7 or B10, unless noted otherwise. kefer to a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,an , failure to build the conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page. . this drawing indicates acceptance of proTesslonaf engineering responsrblllty,solely.forthe design shown. The suit"ablllty ;e of_ this cawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindust com; ICC: www.iccsaf ALPINE AN MCOMPANY 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304, Job Number: N334501 Ply: 1 SEQN: 7610 / T23 / HIPS Cust: R8975 JRef: 1 WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RHO1 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.23077 Truss Label: A7 FV / WHK 08/11/2020 6'1"7 6'1"7 14'0"1 T10"10 �1' + 10, 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T2, T4 2x4 SP #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. 19,101, 25'7"15 33'6"9 39'8" 5'9"15 5'9"15 7'10"10 6'1"7 5X5 1112X4 5X5 D E F 9.101. 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 39'8" 9'10" 29'8" Deft/CSI Criteria. PP Deflection in loc Udefl L/# VERT(LL): 0.176 E 999 360 VERT(TL): 0.482 E 999 240 HORZ(LL): 0.065 J - - HORZ(TL): 0.121 J Creep Factor: 2.0 Max TC CSI: 0.743 Max BC CSI: 0.859 Max Web CSI: 0.322 VIEW Ver: 17.02.02A.1213.21 4�1%10tAH AftCE ��•, -i, ®e•ea �� a No. $6367 v • r e a ,- 0� STATE 4F a �,�'4 C� ®,s ,,� 10, T 39'8" e Maximum Reactions (Ibs) Loc R / U / Rw / Rh / RL / W B 1556 / 715 / 958 / - / 326 / 8.0 H 1556 /715 /958 /- /- /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 1632 - 2822 E - F 1405 - 2112 C-D 1510 -2515 F-G 1510 -2515 D - E 1405 - 2112 G - H 1632 - 2822 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2470 -1332 K - J 1912 - 950 L - K 1912 - 920 J - H 2470 -1362 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 366 - 395 K - F 383 -177 L - D 556 - 253 F - J 556 - 253 D - K 382 -177 J - G 365 - 395 11 9000 NAiiiiij e s� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates 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, a division of ITW Buildina Components GrouD Inc. shall not be resoonsible for anv deviation from this drawing any failure to build the nice with ANSIn Pi 1, or for handling, shipping, inst ing- indicates acceptance of professional eng s pawing for any structure is the responsibility see this job's general notes page and these web sites: ALPINE: on this drawing or cover pagge he design shown. The suiTability AL NE ANO COW- 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7611 / T6 / HIPS Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALIMEBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.23170 Truss Label: A8 FV / WHK 08/11/2020 19,10" "4 I 26 39'8" 6'10" 6'13' +210"12 94 06 6212 6'9"4 .5X5 1112X4 iE� 5X5 D E F 12 6 � �2X4 yv C 2X4 o G 'r co W3 B Fi A I 4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2) L 39-8" 10' 9'10" 9'10" 10, 10' 19'10" 29'8" 39'8" Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 B 1556 / 716 / 953 / - / 305 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999 240 H 1556 / 716 / 953 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - Wind reactions based on MWFRS EXP: C Des Ld: 37.00 HORZ(TL): 0.121 J - - B Min Brg Width Req = 1.8 Mean Height: 15.00 ft NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 TCDL: psf H Min Br Width Re g q = 1.8 Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.502 5.0 p Bearings B & H are a rigid surface. g g Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.864 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.431 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B - C 1617 - 2780 E - F 1504 - 2289 C - D 1545 -2523 F - G 1544 -2523 Value Set: 13B (Effective 6/1/2013) D - E 1504 -2289 G - H 1616 - 2780 Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "138" uses design values approved 1 /30/2013 by ALSC B - L 2421 -1306 K - J 1982 -1003 L - K 1982 - 973 J - H 2421 -1335 Wind Wind loads based on MWFRS with additional C&C ��lf 1►/'�p member design. Pp Maximum Web Forces Per Ply (Ibs) gn,`�(A l' Webs Tens.Comp. Webs Tens. Comp. �J�P F-J 535 � -255 D -K 325 1 -25 N0.66367 s b �, STATE OFFo Zvi a 6 t' 0090ea �e PdN A # IJ111toI►!� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall attached ri id ceiling Locations shown for lateral restraint of webs shall have bracin insalled per BCSI sections temporary have a propperly B3, B7 or 910,46111. -permanent as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildinQ Components Group Inc., shall not be responsible for any deviation from this drawing,anvy failure to build the ANMCOMVANV truss in conformance with ANSI/TPI 1, or for handling, shippinq, installatidn and bracing this drawing of,trussesA seal on or listing this drawing, indicates acceptance of ppro) esslonR engineering responsibility solely for the design shown. and of this drawing for is Elie the Building Designer ANSI/TPI cover pa e.. 13723 Rive ort Drive The suiPability Suite 200 use any structure responsibility of per 1 Sec.2. _ For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.lpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7612 / T21 / HIPS Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RHO1 / 1828/CALI/4EBB ELEV.C,E Qly: 1 FROM: RWM DrwNo: 224.20.1538.22936 Truss Label: A9 FV / WHK 08/11/2020 6'3"4 6'3"4 12'0"l 5'8"12 19,10" 7'9"15 27'7"15 + 33'4"12 7'9"15 5'8"12 5X5 1112X4 =5X5 D E F 39'8" 6'3"5 39'8" 1' i 10' 9'10" 9.10.. 10, 1' 10' 19'10" 7 29,8" 39,8" 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: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W5 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. 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)/10(0) Plate Type(s): WAVE Defl/CSI Criteria - PP Deflection in loc L/defl L/# VERT(LL): 0.206 E 999 360 VERT(TL): 0.564 E 999 240 HORZ(LL): 0.066 J - - HORZ(TL): 0.124 J Creep Factor: 2.0 Max TC CSI: 0.698 Max BC CSI: 0.865 Max Web CSI: 0.610 VIEW Ver: 17.02.02A.1213.21 �0i�ar1►iQ�or�� a Doe No. 86367 A p � • P-A �, STATE OF A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 717 / 947 / - / 285 / 8.0 H 1556 /717 /947 /- /- /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 1642 - 2791 E - F 1617 - 2492 C - D 1543 - 2524 F - G 1543 - 2524 D - E 1617 - 2492 G - H 1642 - 2791 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2434 -1333 K - J 2065 -1064 L - K 2065 -1034 J- H 2434 -1362 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 498 - 203 K - F 539 - 324 D - K 539 - 324 F - J 498 - 203 E - K 361 -462 ,ON A �� FL REG# 278, Yoonhwak Kim, FL PE #86367 _ 08/11/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. -Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r sa ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for -permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910 as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to' drawings 160A-Z far standard plate positions. Alpine, a division of ITW Building Components Group Inc. -shall not be responsible for anv deviation from this drawino.anv failure to build the rim 1,ortorr acceptance any structure SBCA: 1 or cover p n. The suai abeility ALPINEANMCOMPANY 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7613 / T5 / HIPS Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.23171 Truss Label: A10 FV / WHK 08/11/2020 11 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 " 5'9"4 5'9"4 10, 10, 11' 5'2"12 33'10"l2 39'8" 9'8" r 5'2"12 5'9"4 5X5 = 5X5 Z 5X5 D E T3 F 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: 3.97 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 :T3 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 9'10.. 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed 201 TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 39'8" 9.101, 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.213 E 999 360 VERT(TL): 0.584 E 999 240 HORZ(LL): 0.068 J - - HORZ(TL): 0.127 J Creep Factor: 2.0 Max TC CSI: 0.870 Max BC CSI: 0.865 Max Web CSI: 0.969 VIEW Ver: 17.02.02A.1213.21 eea®i /- i 4 e Nor 8636% o � s a Si ATE OF 90 10, 1. 39'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 718 / 940 / - / 264 / 8.0 H 1556 1718 / 940 / - / - / 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 1669 - 2804 E - F 1721 - 2693 . C - D 1547 - 2533 F - G 1552 - 2539 D - E 1783 - 2773 G - H 1663 - 2797 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2448 -1362 K - J 2163 -1134 L - K 2147 -1091 J - H 2440 -1384 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 470 -163 K - F 626 - 371 D - K 739 - 462 F - J 466 -151 E-K 419 -534 4ORIDr C FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face ofptruss and position as shown above and on the Joint9Details, unless noted otherwise. (tefer to �� drawings 160A-Z for standard plate positions. �LPP �I NN Alpine, a division of ITW Bu ildip,$cL Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the ANMCOMPAW truss in conformance with ANSI/TPI 1, or for handling, shlppinq, installation and bracing of trussesA seal on this drawing or cover page , , 13723 Riverport Drive listing this drawing indicates acceptance of pro) essionarr engineering responsibility solely for the design shown. The sui abillty and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 200 Far more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7614 / T4 / HIPS Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RHOI / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.22999 Truss Label: Al2 FV / WHK 08/11/2020 9' 17' 22'8" 30'8" 39'8" 9' 8' 5'88' 9' .5X5 =5X5 =4X4 =5X5 C T2 D E T3 F 6 T 12 T b (a) W (a) W5 Zo B G A H = 4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2) 39'8" �1' 10, 10' 19'10" 258" 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 B 1556 / 720 / 921 / - / 223 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.687 J 999 240 G 1556 / 720 / 921 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: CMean Height: 15.00 ft HORZ(TL): 0.150 I - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8 TCDL: 4.2 psf Bearings B & G are a rigid surface. Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TIC CSI: 0.939 g g Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.897 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# FT/RT:20 /10 0 0 Loc. from endwall: not in 9.00 ft () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B - C 1595 -2705 E - F 1607 -2478 C - D 1608 - 2478 F - G 1595 - 2704 Value Set: 13B (Effective 6/1/2013) D - E 2001 -3233 Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values approved 1/30/2013 by ALSC B - K 2330 -1246 J - 1 3176 -1733 K - J 3174 -1732 I - G 2329 -1275 Bracing (a) 1X4 #3SRB or better continuous lateral restraint S1@Qf lei%/ Maximum e5 PerPly(Ibs) �'�®sir to be equally spaced. Attach with (2) 8d Box or Gun q�1`�d1 vy,� Webs Tens.Comp. Tens. Comp. nails(0.113"x2.5",min.). Restraint material to be e�� V 6 e e • ® �O ��, C - K 718 - 313 E - I 529 834 supplied and attached at both ends to a suitable o� �t support by erection contractor. ®� ®® ��C6t y a� 0. K- D 527 -832 1 - F 718 -314 (a) or scab reinforcement may be used in lieu of CLR 'A m - restraint. substitute (1) scab for (1) CLR and (2) Na, 086367 scabs for (2) CLR'S where shown. Scab a d m reinforcement to be same size, species, and ® ® b grade, °� �° e ► 80% length of web member. Attach with 0.128x3" gun o nails @ 6" oc. * .4 a y- STA E OF ®�t,/90 Wind ICJ I Wind loads based on MWFRS with additional C&C p a�I member design. rp'cti ra g� ro �Oi Y A L C FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 ""WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r saety to these functions. Installers temporary practices prior performing shall provide bracing per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri4id 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. F�efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI PI 1, or for handlincl, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e.. 13723 Rive ort Drive listing this drawing, indicates acceptance of pro-fessionar engineering responsibility solely for the design shown. The suif9abillty Riverport use this rawing for any structure is the the Building Designer ANSI/TPI 1 Suite 200 -of responsibility of per Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7616 / T2 / SPEC Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.23172 Truss Label: A11 FV / WHK 08/11/2020 5'7"4 10'8" 11'3"15 16'0"1 23'7"15 29'7"15 39'8" 4 5'0"12 7' 15 4'8"2 7'7"14 6' 10'0"1 5X5 p E =4F4 =5X5 =5X5 12 6 � �2X4 l TT C ao in T5 v =_ B 1�A 1 Jl 4X6(A2) = SS 1017 = 5X5 = 5X 10 = 3X6(A 1) 39,8„ 10' 10 1 10' 19,10" 29'8" ' 39'8" Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 L 999 360 B 1556 / 716 / 933 / - / 257 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.625 L 999 240 1 1556 / 718 / 930 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 K - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: CHORZ(TL): 0.142 K - - B Min Brg Width Req = 1.8 Mean Height: 15.00 ft NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 1 Min Brg Width Req = 1.8 TCDL: 4.2 psf Bearings B & I are a rigid Soffit: 0.00 BCDL: 5.0 p sf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.820g surface. Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.866 Bearings B & I require a seat plate. MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.811 Members not listed have forces less than 375# Loc. from endwall: not in 4.50 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, 18SS VIEW Ver: 17.02.02A.1213.21 Lumber — B - C 1690 -2806 F - G 1810 -2878 C - D 1552 - 2521 G - H 1529 - 2305 Value Set: 13B (Effective 6/1/2013) D - E 1443 -2214 H - 1 1548 -2649 Top chord 2x4 SP #2 N :T5 2x4 SP 2400f-2.OE: E - F 1486 -2258 Bot chord 2x4 SP #1 Webs 2x4 SP #3 Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "13B" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B - M 2452 -1376 L - K 2805 -1515 Wind M - L 2814 -1517 K - 1 2266 -1220 Wind loads on MWFRS with additional C&C member designed `,O'± - Maximum Web Forces Per Ply (Ibs) go e a a ®�� 0,,�i Webs Tens.Comp. Webs Tens. Comp. a pj� M - D 1699 -1052 G - K 435 - 669 � M - E 597 - 872 K - H 693 - 314 m e ® M - F 499 - 742 0 No.86367 0 47 ©� STATE OF ®: ',.��•4 �1OR1D 0 ems~ C ®® .add i0N A; FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 `*WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety to these functions. Installers temporary practices prior performing shall provide bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rinid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appllcab�e. Apply plates to each face. ofptruss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN RW COMPANY truss in ANSI/TPI' conformance with 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover pa a .. 13723 Rive ort Drive listing this drawing indicates acceptance of pro) essionaf engineering responsibility. solely for the design shown. The suiTability this yawing Suite 200 and use of for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindus!y.com; ICC: www.iccsafe.org Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7636 / T20 / COMN Cust: R8975 JRef: 1 WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qly: 1 FROM: RWM DrwNo: 224.20.1538.23062 Truss Label: A13 FV / WHK 08/11/2020 5'7"4 10'8" 13'3"15 217"15 317'15 4 5'0'12 2'7"1 8'4" 10, 8'0"1 D T 12 E T3 =HOF10 T4 G 6 � 2 X 4 C �=M6 ¢ h (a) W _ v m B H A I 3X6(A1) B1 =3X8 L NI I K J=3X6(A1) 20'8" 5'8" 13'4" 10,81, 5'4" T10" 7-10" 8' 1' 10'8" T 16' 23'1D" 31'8" 39'8" Loading Criteria (pst) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria A Maximum Reactions (Ibs), or*=PLF TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.043 M 999 360 B 840 / 395 / 549 '/ - / 257 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.128 M 999 240 N' 315 / 141 / 160 / - / - / 68.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.015 J - - H 585 / 240 / 435 / - / - / 8.0 Des Ld: 37.00 EXP: C HORZ(TL): 0.028 J - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 B Min Br g Width Req = 1.5 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.957 N Min Brg Width Req = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.693 H Min Brg Width Req = 1.5 Bearings B, N, & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.546 Bearings B, N, & H require a seat plate. Loc. from endwall: not in 4.50 ft 0 FT/RT:20 /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 844 -1265 E - F 541 -628 Top chord 2x4 SP #2 N :T3 2x4 SP #1: C - D 676 -932 F - G 648 -274 :T4 2x4 SP 2400f-2.0E: D - E 709 -911 G - H 258 -611 Bot chord 2x4 SP #2 N :B1 2x4 SP #1: Webs 2x4 SP #3 :W7 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Lumber value set "13B" uses design values Chords Tens.Comp. Chords Tens. Comp. approved 1/30/2013 by ALSC B - M 1088 - 604 K - J 924 -159 Bracing M - L 931 -462 J - H 455 -78 (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 ,mt Q� s �� p�� Maximum Web Forces Per Ply (Ibs) supplied and attached at both ends to a suitable o h®� *N® �CC y F— YV7 °T Webs Tens.Comp. Webs Tens. Comp. support by erection contractor. a ` o D - M 619 -431 F - K 876 -1254 (a) or scab reinforcement may be used in lieu of CLR a Rt� ' �r.86367L E - L 354 - 564 K - G 655 -1043 restraint. substitute (1) scab for (1) CLR and (2) ®, - F 903 -493 scabs for (2) CLR'S where shown. Scab e reinforcement to be same size, species, grade, and a 80% length of web member. Attach with 0.128x3" gun e ®v nails @ 6" oc. % STATE OF �r�..//�. Plating Notes e ®% {� a �i/ f� s®o�� 0 I U All plates are 5X5 except as noted. a TS 0-- -'� �s��, Wind po ®0t9d�� Wind loads based on MWFRS with additional C&C member design. FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingg and bottom chord shall attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing InsTalled per BCSI sections temporary have a propperly B3, 87 or B10, 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� A(pine, a division of ITW Building Components Group Inc. trTss in ANSI shall not be responsible for any deviation from this drawing,any failure to build the AN=COMVAW conformance with PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or listing this drawingq indicates. acceptance of pro esstona engineering responslbiltty"solely for the design shown. this arawing for is the the Designer ANSI/TPI 1 Sec.2. cover paga .. 13723 Riverport Drive The suit�ablllty Suite 200 and use of any structure responsibility of Building per For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindusi%com: ICC: wv✓wJccsafe.org Maryland Heights, MO 6304 Job Number: N334501 Ply: 2 SEQN: 101772/ T12 / HIPS Cusl: R8975 JRef: 1 WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: JRH DrwNo: 224.20.1538.22921 Truss Label: A14G FV / WHK 08/11/2020 2 Complete Trusses Required 7' 17' 22'6" 32,8„ 39'8" i 7' �i` 10, 'f' S,8„ '� 10, '{ 7, =6X6 12 C =8X8 =8X8 =6X6 T2 D T3 E T4 F T 6 � T N O lM B G 1saA H� 4X6(A1) = 8X8 1-1 = 8X8 = 8X8 = 4X6(A 1) 39'8" 1' 10' 9'10 910 i 10, 1' T 10' 19'10„ 29,8„ T 39,8,E Wading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria- ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 360 B 3135 / 1427 /- /- /- / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.816 J 850 240 G 3136 / 1428 / - ! - / - / 8.0 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.064 1 - - Wind reactions based on MWFRS Des Ld:EXP: C HORZ TL : 0.121 1 B Min Br Width Re 1.8 ( ) g q CL 0.000 Mean Height: 15.00 ft NCBCLL: 0.00 Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 sf p Bearings B & G are a rigid surface. Bldg Code: FBC 6th ed 201 Max TC CSI: 0.676 g g Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 Lumber B - C 1424 -3094 E - F 1534 -3602 C - D 1533 - 3601 F - G 1425 - 3094 Value Set: 13B (Effective 6/1/2013) D - E 2128 -4831 Top chord 2x4 SP #2 N :T2, T4 2x6 SP SS: :T3 2x6 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x6 SP SS Chords Tens.Comp. Chords Tens. Comp. Webs 2x4 SP #3 Lumber value set "1313" uses design values B - K 2752 -1257 J - 1 4769 - 2187 approved 1/30/2013 by ALSC K - J 4768 -2187 I - G 2753 -1258 Nailnote Maximum Web Forces Per PI Ibs 9@ I �Fltglpj� Nail Schedule:0.128"x3" nails �a`A�'i0� Webs Tens.Comp. Webs Tens. Comp. A Top Chord: 1 Row �� C K 1287 417 E 1 727 1297 Bot Webshord: 1RRow @ 4" o0" o.c. © ep° 0 Alp - - �� E �f _ ®, K - D 727 -1298 I - F 1287 -417 .c.� r r�� •� ®� Use equal spacing between rows and stagger nails �� mw �`� o in each row to avoid splitting. ® ® No. 86367 Loadin 9 ¢ #1 hip supports 7-0-0 jacks with no webs. @ Wind Wind loads and reactions based on MWFRS. STATE OF�S s ° w 0 0ORID� ors S ®o®®® � FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o herwise,top chord shall have attached structural sheathinq and bottom chord shall have a properly properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, Joinf Details, f�efer to as applicable. Apply plates to each face oftrussand position drawings 160A-Z for standard plate positions. as shown above and on the unless noted otherwise. ALPINE Alpine, a division of ITW Building Components Group Inc. truss in ANSV PI 1, for handlin shall not be responsible for any deviation from this drawing,any failure to build the ANRWC0WAW bracing seal on this drawing or cover conformance with or shipping, Installation and of.trussesA pafge , , 13723 Riverport Drive listing this drawing indicates acceptance of ro esstona engineering responsibility -solely for the design shown. The sui ablltty Suite 200 and use of this drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. For more information see this job's general notes page and these web sites:_ ALPINE: www.alpineitw.com;TPI: www.tpinst.org; SBCA: www.sbcinduslry.cont; ICC: www.iccsafe.org _ Maryland Heights, MO 63041 Job Number: N334501 Ply: 1 SEQN: 7618 / T19 / COMN Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,0213 ,RH01 / 1828/CALIAEBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.22984 Truss Label: A15 FV / WHK 08/11/2020 5'74 1,0.8 15'3"15 23'3'15 31'8"1 32'8' 39'8" 5'74 5'0"12 4'7"15 8' 8'4"2 11'15 7' =5X5 D 6 T 12 �5X10(SRS) 2X4 5E14 T3 =HOF10 T4 G H P T (a) Cl) o M m 0= B I "' A J TT �s 3X6(A1) =5X8 =5X5 =4X6 =4X4L =5X5=3X6(A1) 21' 5' 13'8" 5' S' 5'8" 8' 1' 16' i 21' i�TV � 31'8" i 39,8" T '� Loading Criteria (pst) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl!CSI Criteria a Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.038 0 999 360 B 745 / 341 / 498 / - / 277 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.117 0 999 240 M 1429 / 650 / 723 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - L 629 / 223 / 242 / - . / - / 8.0 EXP: C Des Ld: 37.00 HORZ( TL) : 0.031 K 1 534 / 244 / 399 / - / - / 8.0 Mean Height: 15.00 ft NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 sf p Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.796 B Min Brg Width Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.774 M Min Brg Width Req = 2.0 L Min Brg Width Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Re Factors Used: Yes Max Web CSI: 0.703 p I Min Brg Width Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) Bearings B, M, L. & I are a rigid surface. GCpi: 0.18 Plate Type(s): Bearings B, M. L, & I require a seat plate. Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213.21 Lumber Members not listed have forces less than 375# Value Set: 136 (Effective 6/1/2013) Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP #2 N :T3, T4 2x4 SP #1: Bot chord 2x4 SP #2 N B - C 1173 -1100 E - F 800 - 686 Webs 2x4 SP #3 C - D 1078 -901 G - H 703 -618 Lumber value set "13B" uses design values D - E 886 -674 H - 1 605 -577 approved 1/30/2013 by ALSC Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraintto 1ga19Y I1!Plo/ be 8d Box or Gun ced. Attach with (ma 5a { 0 /{ , �r jft�p O N 570 LI- K 530 366 na s(O.11131x2 m n.). Restraint material to be supplied and attached at both ends to a suitable ®A�_ r' rY Ir,� ��ygi'®• oo {, I�" / - -428 - N M 598 K I 451 support by erection contractor. ��i 10 ® 0 - -426 - -354 10ENS (a) or scab reinforcement may be used in lieu of CLR aw �. s i Maximum Web Forces Per Ply (Ibs) restraint. substitute (1) scab for (1) CLR and (2) p jGC ��' $LJ Webs Tens.Comp. Webs Tens. Comp. scabs for (2) CLR'S where shown. Scab .. V a, reinforcement to be same size, species, grade, and Q C - O 458 -291 M - F 773 -732 80%" length of web member. Attach with 0.128x3" gun O - D 469 -432 L - G 886 -898 nails @ 6" oc. i Z E - M 1630 -1574 Wind v STATE OFd. Wind loads based on MWFRS with additional C&C member design. "4 yew ORN t� t e e �Q�® �0 N A FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! `*IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinqq and bottom chord shall have a properly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing inslalied 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. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure truss in ANSI 1, for handli4 installation bracing seal on this drawing or to build the ANMCOWAW cover conformance with or shipping, listing this drawing, indicates acceptance of ro essiona, an of.trussesA engineering responsibllity.solely for the design shown. 1 page. , 13723 Riverport Drive The suitability Suite 200 and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org, SBCA: www.sbcindustry.com; ICC: vnT .iccsafe.org Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7619 / T18 / SPEC Cust: R8975 JRO: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.23327 Truss Label: A16 FV / WHK 08/11/2020 25'3"15 5 5'7"4 10'8" 17'3"15 19'3"1521'3"15 23'6" 27'3"15 29'8" 328" 39'8" �— + 5'0"12 67'15 2' 'I' 2' +" 2,2"1 2, + 2'4"21 2'11"1 7 =5X5 D 21' 81'V15 8' 11'8"1 2' 2' 1'3"15 21 525'3'18'27315316' 17"152, 21' ,1523'3'}12,2„ 93-15'315 � Loading Criteria (psf) Wind Criteria - TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 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: 3.97 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 "138" uses design values approved 1/30/2013 by ALSC Plating Notes All plates are 2X4 except as noted. (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind Wind loads based on MWFRS with additional C&C member design. Laterally brace chord above/below filler at 24" OC (or as designed) including a lateral brace on chord directly above/ below both ends of filler (if no rigid diaphragm exists at that point) Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed 201 TPI Std: 2014 Rep 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): 0.037 Y 999 360 VERT(TL): 0.112 Y 999 240 HORZ(LL): 0.016 0 - - HORZ(TL): 0.030 O Creep Factor: 2.0 Max TC CSI: 0.931 Max BC CSI: 0.771 Max Web CSI: 0.571 VIEW Ver: 17.02.02A.1213.21 t1ji I It III If fft .,�� Q AW Ak `oe, No. 86367 ® W 13'8" 8 1� 39'8" ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 774 / 354 / 508 / - / 317 / 8.0 U 1323 / 588 / 635 / - / - / 8.0 R 711 / 237 / 257 / - / - / 8.0 M 531 1246 / 381 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 U Min Brg Width Req = 1.8 R Min Brg Width Req = 1.5 M Min Brg Width Req = 1.5 Bearings B, U, R, & M are a rigid surface. Bearings B, U. R. & M 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 1167 -1151 F-G 823 -821 C - D 1085 - 960 G - H 834 - 831 D - E 849 - 722 K - L 728 - 548 E - F 823 - 821 L - M 667 - 571 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - Y 978 - 866 T - S 662 - 551 Y - X 627 - 443 S - R 661 - 551 X - W 462 - 353 R - Q 424 - 375 W - V 462 - 353 Q - P 424 - 375 V - U 462 - 353 P - 0 424 - 377 U - T 663 - 550 O - M 445 - 407 — Maximum Web Forces Per Ply (Ibs) r.� ® 6 rLm Webs Tens.Comp. Webs Tens. Comp. i STATE "Fo'(�, C-Y 407 -257 U-AB 548 -605 �, a Y - D 453 - 347 AB- H 472 - 522 ® p 1 ve m ��'° C. Z 1577 -1447 R -AE 959 - B47 A V ®a Z - U 1591 -1466 AE- K 943 - 826 NA s ae FL REG# 278, Yoonhwak Kim, FL PE 486367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached ri id ceilin Locations shown fortpermanent lateral restraint of webs shall have'bracinqq installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face o truss and position as -shown above and on the Joint -Details, unless noted otherwise. Refer to' drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildinq 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, . I for the de Sec shown. The s.T.Pability ALPINE ANMCOMPAW 13723 Riverport Drive Suite 200 - Maryland Heights, MO 63043 ivi J,ortor r acceptance any structure more information see Job Number: N334501 Ply: 1 SEQN: 7620 / T3 / GABL l Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qly: 1 FROM: HMT DrwNo: 224.20.1538.22891 Truss Label: B1GE FV / WHK 08/11/2020 10.8" 21'4" 10,8" 10'8" 4-8-- '}"— 2' —' (rYP) =4X4 F Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 - Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for able wind bracin and other re uirements 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)/10(0) Plate Type(s): WAVE 21'4" 21'4" 21'4" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.005 R 999 360 VERT(TL): 0.017 R 999 240 HORZ(LL): 0.004 L - - HORZ(TL): 0.006 R Creep Factor: 2.0 Max TC CSI: 0.323 Max BC CSI: 0.211 Max Web CSI: 0.092 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (Ibs), or *=PLF Loc R /U /Rw /Rh /RL /W B* 125 / 48 / 39 /- / 11 1256 Wind reactions based on MWFRS B Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# •� Q R jV rev C • / •0p8 m 0NA 1� e FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS russes require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building ;omponent Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary >racing per BCSI. Unless noted othenaise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly rttached ri id ceilingg Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, Is applrcab�e. Apply plates to each face of truss and position as shown above and on the Joint -Details, unless noted otherwise. F�efer to lAlpine, 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 pa e , listing this drawing,indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The suigability and use of this awing for any structure is fhe responsibility of the building Designer per ANSI/TPI 1 Sec.2. LA-EMN13723 Riverport Drive Suite 200 Maryland Heights, MO 6304 Job Number: N334501 Ply: 1 SEQN: 7621 / T1 / GABL Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 1 FROM: RWM DrwNo: 224.20.1538.22890 Truss Label: C1GE FV / WHK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 7' ' 7' i' 5' 1 2' (TYP) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Special Loads ------(Lumber Dur.Fac.=1.26 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for able wind bracin and other re uirements 14' 7' =4X4 D Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE 14' 14' 14' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 J 999 360 VERT(TL): 0.021 J 999 240 HORZ(LL): -0.004 H - - HORZ(TL): 0.009 H Creep Factor: 2.0 Max TC CSI: 0.392 Max BC CSI: 0.256 Max Web CS 1: 0.135 VIEW Ver: 17.02.02A.1213.21 N_ in O ♦ Maximum Reactions (lbs), or'=PLF Loc R /U /Rw /Rh /RL /W B` 129 / 50 / 40 /- / 12 / 168 Wind reactions based on MWFRS B Min Brg Width Req = - Bearing B is a rigid surface, Members not listed have forces less than 375# Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 461 - 403 H - E 461 - 403 9 9 q ,rdo Rr eb FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinQ Installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face. oftrussand position as shown above and on the JoinrDetails, unless noted otherwise. kefer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANmvcoArANv truss in conformance with ANSI/TPI 1, or for handling, shipping, Installation and bracing of.trussesA seal on this drawing or cover page .. 13723 Riverport Drive listing this drawing indicates acceptance of ro esslona engineering responsibility solely for the design shown. The suitability Suite 200 and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. -or more information see this job's general notes page and these web sites: ALPINE: www.4!neitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com;_ICC: ww Jccsafe.org Maryland Heights, MO 6304" SEQN: 101778 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1 VVXQ89750101 T13 / FROM: JRH city: 1 7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 224.20.1538.26227 Truss Label: D1 / YK 08/11/2020 c+� o_ N 4;3 Loading Criteria (psn TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: - 0.00 Load Duration: 1.25 Spacing: 24.0 " 5' 5' =4X4 C 10, 5' 12 6 M B D 4 E 88 F 2X4(A1) 1112X4 = 2X4(A1) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set " 1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 10' 5' 5' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pt. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 5' 10, Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 F 999 360 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F Creep Factor: 2.0 Max TC CSI: 0.250 Max BC CSI: 0.264 Max Web CSI: 0.081 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ , / R- / Rh / Rw / U / RL B 434 /- /- /287 /202 /134 D 434 /- /- /287 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 358 - 494 C - D 359 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 -183 F - D 396 -183 oWill1111/f/f WAk ®on® a�aj ti Y s N®, 86367 0 r s s e a STATE OF • Av�AL � �Allid#a!1!0 FL REG# 278, Yoonhwak Kim, FL PE 486367 08/11/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a properly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracinginsTalled per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face ofptruss and position as shown above and on the JoiniDetails, unless noted otherwise. kefer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ANR CQWAW truss in conformance with ANSI TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover page , , 6750 Forum Drive listing this drawing,indicates acceptance of ppro essiona engineering responsibility solely for the design shown. The suitability and use of this dawing for any structure is [he responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org: SBCA: vww.sbdndustry.com_ICC:_ www.iccsafe.org__ _ Orlando FL, 32821 SEQN: 101775 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:lWXQ89750101 T14 / FROM: JRH Qty: 1 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 224.20.1538.25962 Truss Label: D2 / YK 08/11/2020 c� 0 N 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 " 5' 5' =4X4 C 10, 5' 12 6 �n IM B D E 88 F 2X4(A1) 1112X4 = 2X4(A1) Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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: 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 SIP #2 N Webs 2x4 SIP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 10, 5' 5' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): WAVE 5' 10, Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.007 F 999 360 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F Creep Factor: 2.0 Max TC CSI: 0.250 Max BC CSI: 0.264 Max Web CSI: 0.081 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /287 1202 /134 D 434 /- /- /287 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 358 -494 C - D 359 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 -183 F - D 396 -183 `�`1tj9ItIIIYf1ffP ,�``�Q��W Ak °0'B� ® � d S. ffi No.86367 s °® S ATE OF w NAL rll(od1001�0 FL REG# 278, Yoonhwak Kim, FL PE 486367 08/11/2020 "WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing, and bracing.. Refer to and follow the latest edition of BCSI (Building quire Information, by TPI anc7 SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted oytherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly aid ceiling Locations shown for ermanent lateral restraint of webs shall have bracingA ins�alled per BCSI sections B3, B7 or 910 ale. AppTy plates to each face ofptruss and position as shown above and on the Joint Details, unless noted otherwise. kefer to' 60A-Z for standard plate positions. a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the conformance with ANSI TPI 1, or for handling, shipping, Installation and bracing oftrussesA seal on this drawing or cover page , this drawing indicates acceptance of pro- essiona engineering responsibility solely for the design shown. The suifablhty e of this yawing for any structure is the responsibility of the building Desigrfer per ANSI/TPI 1 Sec.2. information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: wwwApinst.org; SBCA: www.sbcindustry_com; ICC: www.iccsaf ALPINE AN MCOMPANY 6750 Forum Drive Suite 305 Oriando FL, 32821 SEQN: 101787 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1 WXQ89750101 T17 / FROM: JRH Qty: 1 ,7A,' 320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 224.20.1538.25963 Truss Label: D3G / YK 08/11/2020 T 0 "3 4"3 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 " l 3' 7' 10, I` 3' 4' T 3' '1 4X6 ; 4X6 12 C D 6o T B E M Li H G 2X4(A1) 1112X4 1112X4=2X4(A1) 1 + 3'1"12 3'1"12 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 pif at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 129 lb Conc. Load at 3.03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc. Load at 3.03, 6.97 BC: 52 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information im 3'8"8 3'1"1 2 1 6' 10"4 10, Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in Joe L/deft U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.022 H 999 360 Loc R+ / R- / Rh / Rw / U / RL B 625 /- /- /- /312 /- Lu: NA Cs: NA VERT(CL): 0.044 H 999 240 Snow Duration: NA HORZ(LL): 0.008 C - - E 625 /- /- /- /312 P HORZ(TL): 0.016 C Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Code / Misc Criteria Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.288 E Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.379 Bearings B & E are a rigid surface. Rep Fac: No Max Web CSI: 0.059 Bearings B & E require a seat plate. FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 18.02.01A.0205.19 WAVE B - C 456 - 963 D - E 456 - 963 C - D 381 - 842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 - 384 G - E 829 - 384 H - G 842 - 381 � r A A t p��SA 6�•ea v,�'o a • No. 86367 o � STATE OF a OR it S' ••e®Q® y E,®''d +ION+Aj FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, byy TPI and SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly id ceiling. Locations shown for ermanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or B10, e. AppTy lates to each face ofptruss and position as shown above and on the Joint Details, unless noted otherwise. kefer to 60A-Z for s�andard plate positions., a division of FI PI 1, or for handling, shipping, installatidr acceptance of professionalengineeni any structure is the responsibility of the ral notes page and these web sites: ALPINE: www.a from this drawing,auV failure to build the 1 seal on this drawl g or cover page, r for the design shown. The S.,Pabdlty ANSI/TPI 1 Sec.2. - AL E AN m'PWANY I 6750 Forum Drive J Suite 305 -- Orlando FL, 32821 SEQN: 28501 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef: 1WXQ89750101 T33 / FROM: RWM ply: 1 , A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 224.20.1538.25854 Truss Label: V8 �YK / WHK 08/11/2020 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 " 12 6 ---04(D1/ Wind Criteria - Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 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 SIP #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 Refer to General Notes for additional information See DWG VAL160101014 for valley details. Valley truss connection to truss below shall be designed and furnished by others . 3' 11 "8 3' 11 "8 4X4 B 7-11" 7'11" 7'11" 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 Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 7-11" 3' 11 "8 4(D1)C Defl/CSI Criteria PP Deflection in loc L/deft L/# VERT(LL): 0.028 999 360 VERT(CL): 0.051 999 240 HORZ(LL): -0.010 - - HORZ(TL): 0.019 Creep Factor: 2.0 Max TC CSI: 0.312 Max BC CSI: 0.381 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 0 1 IVIIIf90r,p/ � 9 0 4 a NO.86367ar o ar • a .�. • • 2. o. STATE OF �9'6"3 D ♦ Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /34 /28 /8 Wind reactions based on MWFRS D Brg Width = 95.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 399 - 366 B - C 399 - 366 %0 010 FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary EkeUnless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly d rigqid ceiling Locations shown for ermanent lateral restraint of webs shall have biotin installed per BCSI sections 63, B7 or 610, is ke. Apply plates to each face ofPtruss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to Is 160A-Z for standard plate positions. a division of ITW BuilclMcLComponents Group Inc. shall not be responsible for any deviation from this drawing,anvV failure to build the conformance with ANSIITPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawl g or cover pa e, this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suit9ability ;e of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 more information see ALPINE: www.alpineitw.com; TPI: SEQN: 28502 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1VVXQ89750101 T16 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 224.20.1538.25807 Truss Label: V4 YK / WHK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria - Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA 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 SIP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information See DWG VAL160101014 for valley details. Valley truss connection to truss below shall be designed and furnished by others . 111"8 3111" I 111"8 1 1'11"8 12 6 =4X4 B A4X4(D1)=4X4(D1) C 10'6"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 /22 /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# A WAk � N0.86367 tl i STATE 4E tl�ti b q w FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin 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 Joint9Detalls, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin$gComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the MMCOMPAW truss in conformance with ANSIffPI 1, or for handli4 shlppinq, installation and bracing of trussesA seal on.this drawing or cover page .. 6750 Forum Drive listing this drawing indicates acceptance of proTesstonaf engineering responsibility solely for the design shown. The suifabllity and use of this yawing for any structure is fhe responsibility of the building Designer per ANSI/TPI 1 Sec.2. _ Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SGCA: www.sbcindustry.com: ICC: www.iccsafe.org Orlando FL, 32821 Job Number: N334501 Ply: 1 SEQN: 101767 / T15 ! EJAC Cust: R8975 JRef: 1 WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 8 FROM: JRH DrwNo: 224.20.1538.25542 Truss Label: EJ7 KID / WHK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber C 127 11 12 6 M _O Lo co C j B E A D Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 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 Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)110(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.713 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver: 17.02.02C.0211.16 �01;a QN WA A' `r�0 p1a � rtl +� fA�® STATE v g a * g 0 Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 331 / 117 / 259 / - / 173 / 8.0 D 127 /20 1101 /- /- /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# Irop ®�� ®C QR10P ®.b"' ��/i®NAL g�eoiliijili1,19��, FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for saty 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 progerly aaid ceiling Locations shown for permanent lateral restraint of webs shall have bracinnn installed per BCSI sections B3, 67 or 810, He. Apply plates to each face of truss and position as shown above and on the Join i Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. of any structure is the respon ral notes page and these web sites: from this drawing,any failure to build the 1 seal on this drawing or cover paqe. r for the design shown. The s iMability ANSI/TPI 1 Sec.2. org; SBCA. www.sbcindustry_com; ]CC: www.iccsaf ALPINE M MCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 Job Number: N334501 Ply: 1 SEQN: 11111701 T11 / EJAC Cust: R8975 JRef: 1 WXQ89750101 ,7A5/320 ,162EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 6 FROM: JRH DrwNo: 224.20.1538.25543 Truss Label: EJ7A I KM / OF 08/11/2020 T3 2X4(A1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II 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 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: 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: No FT/RT:20(0)/l 0(0) Plate Type(s): WAVE B Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL): 0.018 C HORZ(TL): 0.033 C Creep Factor: 2.0 Max TC CSI: 0.725 Max BC CSI: 0.533 Max Web CSI: 0.000 VIEW Ver: 17.02.02C.0211.16 A 270 /79 /188 /- /151 /8.0 C 128 /21 /104 /- /- /1.5 B 174 1 135 / 95 / - J - / 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# III III? pr?p pt .1 0o etl �11° �\CENS" 0 a o No, 86367 a o� STATE OF 4.u77- FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an fabricating, 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 aaid ceilin Locations shown for _permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, le. AppTy plates to each face otrussand position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. of any structure is the respon ral notes page and these web sites: failure to build the I or cover pa e n. The suitability ry.com; ICC: www.iccsaf ALPINE AN COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101539 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1 WXQ89750101 T28 / FROM: JRH Qty: 3 7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 224.20.1538.2590' Truss Label: EJ3 / YK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T Wind Criteria - Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 3' 3' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE If M O Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.216 Max BC CSI: 0.123 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 LID CV 10'2"11 Me ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 188 /- /- /162 /76 /86 D 52 /- /- /41 /6 !- C 65 /- /- /31 /51 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ��jIIIII III;/f/oj SAC` r .'�e a No. 86367 e � STATE AF��©��v� FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) 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 sheathin and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin insRalled per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, of ttruss and position as shown above and on the acnf9Detaiis, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Bu ildingg Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN mvco�VArry truss in conformance with ANSI PI 1, or for handli4 shipping, installation and bracing of trussesA seal on this drawing or cover pa e, , 6750 Forum Drive listing this drawing indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The suitability and use of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org _ Orlando FL, 32821 Job Number: N334501 Ply: 1 SEQN: 7622 / T35 JACK Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 4 FROM: RWM DrwNo: 224.20.1538.23045 Truss Label: CJ5 KD / WHK 08/11/2020 C 12 6 M N M B M A D 1, + 4'11"4 4'.11 "4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l36" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. more Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Loc R / U / Rw / Rh / RL / W B 256 / 95 / 207 / - / 128 18.0 Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA D 89 / 13 / 68 / - / - / 1.5 Snow Duration: NA HORZ(LL): 0.005 D C 118 / 92 / 61 / - / - / 1.5 HORZ(TL): 0.010 D Wind reactions based on MWFRS Code / Misc Criteria Creep Factor: 2.0 B Min Big Width Req = 1.5 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.411 D Min Brg Width Req = - TPI Std: 2014 Max BC CSI: 0.254 C Min Brg Width Req = - Rep Factors Used: Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Bearing B requires a seat plate. FT/RT:20(0)/10(0) Plate Type(s): Members not listed have forces less than 375# VIEW Ver: 17.02.02A.1213.21 WAVE ��:rtrrrfrrr>•er r®0- Q�jW 'Qk pe i® N0. 86367 ® A o STATE OFr o i�w a �0PIa�o pi' � Ss/OtV A L �- °°�ei�oatbau�9a, FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a propperly per BCSI sections B3, B7 or B10, finless noted otherwise. kefer to ion of rim 1, or tor acceptance any structure not be responsible for any deviation from this drawing,any failure to build the installation and bracing of trussesA seal on this drawing or cover pacle engineering responsibility solely for the design shown. The suitability responsibility of the Building Designer per ANSI/TPI 1 Sec.2. web sites: ALPINE: Icc: ALPINE AN M COWANY 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304' Job Number: N334501 Ply: 1 SEQN: 7623 / T34 / JACK Cust: R8975 JRef: 1WXQ89750101 ,7A5/320 ,182EC,E ,02G ,RHO1 / 1828/CALI/4EBB ELEV.C,E Qly: 4 FROM: RWM DrwNo: 224.20.1538.23201 Truss Label: CJ3 FV / WHK 08/11/2020 C C— `' CV A D �— 1' Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Alpine, a truss in c listing tt and use * For more in 2' 11 "4 2i11"4 Snow Criteria (Pg,Pt in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(TL): NA Snow Duration: NA HORZ(LL): 0.001 D HORZ(TL): 0.001 D Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.206 TPI Sid: 2014 Max BC CSI: 0.115 Rep Factors Used: Yes Max Web CSI: 0.000 FT/RT:20(0)/l 0(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 185 / 75 / 160 / - / 84 / 8.0 D 50 /6 /41 /- /- /1.5 C 63 /50 /29 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,�jjIi1I11Ifjiff tP ,�`` AWAS `, 2 •��0��'� No. 86367 r c► a- �+ STATE OFF �cu �''o'�' �':�� O R14��•�� aiilr9�t�o►�o FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING quire extreme care in fabricating, handling, shippinq, installing and bracing. Refer to ant of s arawing for any structure ! see this job's general notes page and as snown aoove ana on not be responsible for a 1, installation and bracin engmeerm respons bility of the Building -Di LPINE: www.alpineitw.com; 7 INSTALLERS )w the latest edition of BCSI (Building is. Installers shall provide temporary nd bottom chord shall have a propperly ed per BCSI sections B3, B7 or B10, unless noted otherwise. f�efer to his drawing,any failure to build the on this drawing or cover page ie design shown. The suit-abillty SBCA: ALPINE ANMCOWAW 13723 Riverport Drive Suite 200 Maryland Heights, MO 6304 SEQN: 101784 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1WXQ89750101 T32 / FROM: RWM Qty: 4 7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 224.20.1538.25915 Truss Label: CA / YK 08/11/2020 43 T 0 12 6 C 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 Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set " 13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Mi Up] 1, 11114 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): WAVE Deft/CSI' Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL):-0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /148 /79 /41 D 11 /-2 /- /18 /12 /- C - /-15 /- /27 /32 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Reg = - C Brg Width = 1.5 Min Reg = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �i AA- Nod 86367 d 0 ®� STATE OFdr OR r�oNI ONAD it� e FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building - Component Safety Information, by TPI and SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attacheU ri id ceilin Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, _ as applicable. Apply Oates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE� drawings 160A-Z for standard plate positions. ANne, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANMCOWAW truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 6750 Forum Drive listing this drawingg indicates acceptance of rolesslonar engineering responsibility solely for the design shown. The suifabillty and use of this 1-awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.alpinei,w.com; TPI: www.tpinst.org; SBCA: www.sbcindystry.com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN: 101781 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef: 1WXQ89750101 T27 / FROM: RWM Qty: 4 ,7A5/320 ,182EC,E ,0213 ,RH01 / 1828/CALI/4EBB ELEV.C,E DurwNo: 224.20.1538.26149 Truss Label: CAA / YK 08/11/2020 4"3 T E 12 6 � C Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 11114 a� 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 Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 9'2"5 • No ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /148 /79 /41 D 11 /-2 !- /18 /12 !- C - /-15 /- /27 /32 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,1t�tgA WA Q�V1P1liPpPA 8 Pa0.86367 ® SPATE OF�Z �0N+aL FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11 /2020 **WARNING** READ AND FOLLOW ALL NOTES ON. THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly ) id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or 910, e. Apply plates to each face ofptruss and position as shown above and on the Joint -Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. tine, a division of ITW Buildip,$cLComponents Group Inc. shall not be responsible for any deviation from this drawing,an failure to build the ss in conformance with ANSI/TPI 1, or for handli4 shipping, installation and bracing of.trussesA seal on this drawl or cover pa e . . ling this drawingg indicates acceptance of rolessionar engmeerinq responsibility solely for the design shown. The s .Pability d use of this d"awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.lpinst.org; SBCA: www.sbcinduslr mom; ICC: www.iccsaf ALPINE AN IrW COMVANY 6750 Forum Drive Suite 306 Orlando FL, 32821 Job Number: N334501 Ply: 1 SEQN: 7626 / T26 / HIP_ Cust: R8975 JRef: 1 WX1189750101 ,7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E Qty: 2 FROM: RWM DrwNo: 224.20.1538.22873 Truss Label: HJ7 TCE / WHK 08/11/2020 T 4"3 1 VY 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: 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.OE Webs 2x4 SP #3 Lumber value set "13B" 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. lAloine. a 5'3"5 9110"1 5'3"5 4'6"11 922 9'2"2 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: 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 {q{{{{{t1PolP®lipp �AWAA' f'�<, % gme•e p a ® No. 86367 ® � b STATE ATE 4F C 9'10'1 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 326 /154 /- /- /- /10.6 E 364 /84 /- /0 /0 /1.5 D 214 /177 /- /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 E Min Brg Width Req = - D Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 4 ONAL ��J�etiii FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI an fabricating, 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 pro erly id ceiling Locations shown for ppermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or 910 e. AppTy plates to each face oftruss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to' 60A-Z for standard plate positions. more information see this �Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the PI 1, or for handlin, shipping, installation and bracing oftrussesA seal on this drawing or cover pa e acceptance of pro essiona engineering responsibility solely for the design shown. The suitability any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ICc: ALPINE ANMCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 SEQN: 101537 / HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1 WXQ89750101 T29 / FROM: JRH Qty: 2 7A5/320 ,182EC,E ,02G ,RH01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 224.20.1538.25947 Truss Label: HJ3 / YK 08/11/2020 C 12 4.24 10'2"6 B N �J V 11 D Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 1'5" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. it pm 4'2"3 Snow Criteria (PO,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- /- /- /45 /- D 28 /- /- /7 A /- C 64 /- /- /- 148 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,�tttttit�ttrto�t�r o N0. 86367 ® 6 r 0 a � • ®1 STATE QE � 4,, or ®QR1a�'`� 4 a�r�iafe►►►bee FL REG# 278, Yoonhwak Kim, FL PE #86367 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a pro erly per BCSI sections B3, B7 or 910, Jnless noted otherwise. Refer to Alpine, a division of ITW BuildincL Components Group Inc. shall not be responsible for any deviation from this truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing oftrussesA seal on listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the t and use of this [pawing for any structure is the responsibility of the Building Designer per ANSI/TPI failure to build the I or cover pa e n. The sui ability ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 Gable Stud Reinforcement Detail ASCE 7-10: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 Mph Wind Speed, 15' Mean Height, PartlaRy Enclosed, Exposure C, Kzt = 1.00 ❑r, 140 Mph Wind Speed, 15' Mean Height, Enclosed, Exposure D. Kzt - 1.00 Orr 120 moh Wind Sneed. 15' Mean HPinht. Pnrtinllv Fnrincod_ Fvn P n ih+ = 1 nn 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) ix4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xw (1) 2x6 'L' Brace w (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B �.� p #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U S f F #3 3' 8' 5' 9' 6' 2' 7' 6' 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' p Standard 3' 8' 4' 11' 5' 3' 6' 7' 1 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' Q1 #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J :1 S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' 1 P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' l' 14' 0' U [- #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10, 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P r #3 4' 2' 7' l' 7' 9' 8' 9' 9' 1' 10' 5' 1 10' 10' 13' 9' 1 14' 0' 14' 0' 14' 0' U LJ P Stud 4' 2' 7' l' 7' 6' 8' 9' 9' 1' 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' QJ O I� Standard 4' 2' 6' l' 6' S' 8' 8' 8' 10' 5' 10, 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 0 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' D' S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' I1' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' 0J D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10111, 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10' 10' 11' 10, 12' 7' 14' 0' 14, 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0 14' 0' d S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' �f U LEI— Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I I f Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 6' 10' 1' 1 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 1 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 1 11' 6' 12' 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 dingonal at midocint of vertical web. AN ITW C0 11 514% Earth\ City\ Expressway 1I Suite%242 \ \ Earth\ City,\ MO\ 63046 2x6 DF-L 112 or better dingonal brace) single or double cut (as shown) at upper end. �ymm About) T 18' -ace L 31E 31E T 1 14` 1411, Refer to chart abo&e —VARNBN(iww READ AND FO LDW ALL NOTES ON THIS DRAWING] op "lNpDRTAN.h— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 01 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bradng per BCSL Unless noted otherwise, top chord shall have properly attached structural she. hing and bottom choi shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of web! shall have bracing Installed per BCSL sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and an the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, nstallatlon B bracing of trusses. A seal on tKs drawing or cover page Listing this drawing, Wx1licates acceptance of professional engineering responsibility solely for the design shown. The sWtabAlty nrd use of this drawng For any structure Is the responsibAlty of the BuMd4g Designer per ANSL�TPI t Sec.?_ For more Information see this Job's general notes page and these web sL117117f] ALPINE, w—alpineltw.conl TPD www,tpinst.orgi SBCA, www.sbcindustry.orgi ICC, ww,' ff��,CCAAYYFX'"77 ,�i N �re►vo� 0 e 63 h7 �r,a��g�lt�v�ftiCa : Z ORlO� Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hero -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Stnndnrd Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Stnndnrd Standard Group BI Hen-Flr #I & Btr #I Dou ins Fir -Larch Southern Plnewww #1 #1 #2 #2 Ed ix4 Braces shall be SRB (Stress -Rated Hoard), wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these rndes. bable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 ptf 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. )KE For, (1) 'L' brace, space nulls at 2' o.c, In 18' end zones and 4' o.c. between zones. )KFor (2) 'L' braces, space nails at 3' o.c. In 18' end zones and 6' o.c. between zones, 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but Less than 11 6' 3X4 Greater than 11' 6' 4X4 II+ Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detall, REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 AX, TOT, LD, 60 PSF MAX. SPACING 24,0' Gable Stud Reinf orcement Detail ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Uri 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Uri 140 moh Wind Soeed. 15' Mean Heloht. Partially Fnrinspd. Fxnnaurp n. icy+ = inn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) 1x4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace w (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 6' 6' 0' 6' 3' 7' 1' 7' 4' 8' 5' 8' 9' 11' 1' 11' 7' 13' 3' 13' 9' U Sp i F #3 3' 4' 5' 1' 5' 5' 6' 9' 7' 3' 8' 4' 8' 8' 10' 7' 11' 4' 13' 1' 13' 7' Stud 3' 4' 5' 0' 5' 4' 6' 9' 7' 2' 8' 4' 8' 8' 10' 6' 11' 3' 13' 1' 13' 7' o Standard 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' S' 9' 1' 9' 8' 13' 2' + #1 3' 8' 6' 1' 6' 4' 7' 2' 7' 5' 8' 6' 8' 10' 11' 3' 11' 8' 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, 9' #3 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' B' 2' 8' 9' 9' 6' 10' 2' R12'11' 13' 8' oi P Stud 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 13' 8' d Standard 3' 1' 4' 0' 4' 3' 5' 4' 5' 9' 7'3' 7' 9' 8' 5' 9' 0' 12' 3' U [#1 / #2 4' 0' 6' 10' 7' 2' 8' 1'8' 5' 9'B' 10, 1' 12' 9' 13' 3'14' 0' SPr#3 3' 10, 6' 2' 7' 2' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' 1' 14' 0' U H 6' 2' 6' 7' 8' 0' 8' 4' 9' 7" 9' 11' 12' 7' 13' 1' 14' 0' 14' 0' CutO I� Standard 3' 10' 5' 4' 5' 8' 7' 1' 7' 7' 9' 7' 91 11' 11' 1' ill 11' 14' 0' 14' 0' #1 4' 3' 7' 0' 7' 3' 8' 3' 8' 6' 9' 9' 10, 2' 12' 11' 13' 5' 14' 0' 14' 0' S P #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12' 9' 13' 3' 14' 0' 14' 0' #3 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' 11' B' 12' 6' 14' 0' 14' 0' D P L Stud 3' 11' S' 7' S' 11' 7' 5' 7' 11' 9' 7' 10' 0' 1 11' 8' 12' 6' 14' 0' 14' 0' Standard 3' 9' 4' 11' 5' 3' 6' 7' 7' 0' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 / #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 9'. 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' �( lJ S P P #3 4' 3' 7' 2' 7' 7' 8' 10' 9' 2' 10' 6' 10, 11' 13' 10' 14' 0' 14' 0' 14' 0' L� 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 I� Standard 4' 3' 6' 2' 6' 6' 8' 2' 8' 9' 10' 6' 10' 11' 12' 10' 13' 9' 14' 0' 14' 0' X . #1 4' 8' 7' 8' 7' 11' 9' 0' 9' 5' 10' 9' 11' 2' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 5' T 7' 7' 7' 10' 8' 11' 9' 3' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' D F Stud 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' Standard 4' 3' 5' 8' 6' 1' 7' 7' 1 8' 1' 1 10' 3' 1 10' 11' 11' 11' 12' 9' 14' 0' 14' 0' �ymm Aboutl able Truss Diagonal brace options vertical length may be T doubled when diagonal 18' )E brace Is used. Connect brace for 775# .L. L diagonal at each end. Max web Brace d: ®T A total length Is 14'. Zi 2x6 DF-L )KjK I /1 ®® 42 9 0 A W� #2 or better diagonal ,� * p � # Vertical length shown j bracel single or double cut r 18' ek t0 "� iro 7 In table above. 45' L 1 119' (as shown) at '! rl upper end. n y AConnect 6 diagonal at ls®Bearing & , � midpoint of vertical web. Refer to chart Wo or ma �y ICa —vARNINGt" READ AND FOLLIIV ALL NOTES [IN TKS DRAWING v� ■xIMPEIRTANTRE FURNISH THIS DRAWING TO ALL COMACTORS INCLUDING THE INSTALLERS S # ) Q r'� Z i@ Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and �R1�(4 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. d 1i�, .� !/ A I �g� Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom cho shard hall have n properly attached rigid telling. Locations shorn for permanent lateral restraint of webs 4� ` +� shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face epi of truss and position as shorn above and on the Joint Details, unless noted otherwise.. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation 6 bracing of trusses. A seal on this drawing or cover page Usting this drawing, Indicates acceptance of professional 11514\ Earth\ City\ Expressway engineering re=,bIUty solely far the design shorn. The suitability and use of this drawing \ \ Suite\ 242 for any structu-e Is the respans60.1ty of the Building Designer per ANSI/TPI I Sect \\Earth\CilyA MO\63045 For more Information see this Job's general notes page and these web sdEiblj p ALPINEi www.atpineltw.com) TPL www.tpinst.orgi SBCAi www.sbcindustry.orgi ICC. www,l Z78 Yoonhwak Kim FL PE #863f Bracing Group Species and Gradesi Group At S ruce-Pine-Fir Hem -Fir #1 / #2 istando.rd #2 Stud #3 Stud #3 Standard Dou las Fir -Larch Southern Plnexww #3 #3 Stud Stud Stnndnrd Stnndnrd, Group BI Hem -Fir #1 L Btr #1 Dou Las Fir -Larch Southern Plnewwx #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). xwFor 1x4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grodes. Gable Truss Detail Notesi Wind Load deflection criterion Is L/240. Provide uplift connections for 100 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' m1n) nalls. )K For (1) 'L' brace- space nails at 2' o.c. In 18' end zones and 4' o.c, between zones. )K*EFor (2) 'L' braces, space nalls at 3' o.c. In 18' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 807 of web member length. Gable Vertical Plate Sizes Vertical Length No Splice Less than 4' 0' 2X3 Greater than 4' 0', but 4X4 less than 10' 0' + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. X. TOT, LD. 60 PSF X, SPACING 24,0' F ASCE7-10-GAB18015 TE 10/01/14 WG A18015ENC101014 'T Relnfo Memk Go Tr Gabe Detail For Let -in Verticals Gable Truss Plate Sizes pproprlate Alpine gable detail for :e sizes for vertical studs. Engineered truss design for peak, rb, and heel plates. vertical plates overlap, use a ate that covers the total area of lapped plates to span the web, e, 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nailsi 10d Common (0,148'x 3,',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords. Toenalled Nalls- 10d Common (0.148'x3',m1n) Toenails at 4' o,c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 8 ASCE 7-16 Gable Detail Drawings ppyy r` A11515ENC100118, A12015ENC100118, A14015ENC100118, A18015ENC100118, A20015ENC100118, A20015END1001 A11530ENC100118, A12030ENC100119, A14030ENC1 $ witcloud % A18030ENC100118, A20030ENC100118, A20030EN 1�Q S11515ENC100118, S12015ENC100118, S14015EN 011816 0 3 OP1F 4: S18015ENC100118, S20015ENC100118 S20015Ep 110011% S 0 15P 1 8 ' 511530ENC100118, S12030ENC100118, S140306�C1001M, S 7 la ,w S18030ENC100118, S20030ENC100118, S20031.,NJ]LO11118, S20030PED100118 0 ap See appropriate Alpine gable detail for maximal unfpinforced"ja vertical long h2 -VARNING w READ AND FULLDV ALL NOTES w THIS DRAVM ww334PoRTANTww FTIRFHSH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTAL 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 SHCA) 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 Cho shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of web rIL shall have brndng Installed per BCSI sections H3, H7 or BIG, as applicable. Apply plates to each fnc of truss and position as shown above and on the Joint Detalls, unless noted otherwise. P' Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc, shall not be responsible for any deviation fr this drawing, any foilure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY lInstattation 6 bracing of trusses. A seal on this drawing or cover page Ustig this drawing, hdcates acceptance of Professional 11514%Earth%City%Expressway engineering responsfMty solely for the design shown. The suitability and use of this drawig II suite%242 for my structure Is the responsibility of the Building Designer per ANSI/TPI I Sect. \\Earth\City,\MO%63045 For more Information see this Job's general notes page and these web ALPINE ww►.alpineitw.comi TPIt www,tpinst.orgl SBCAt wwwsbcindustry.orgi ICG wv n e .06 ® STATE OF., ORI �yesae®{' f� L s d f(��®4J�'R i 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detall). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. ✓eb Length Increase w/ 'T' Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 Q) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7'= 11' 2' TOT. LD. 60 PSF FAC. ANY SPACING 24,0' REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 ' 4 ) 'T' Reinforcing Member Gable Truss Gabe Detail F'nr I Pt -in VPrtirnlcz Gable Truss Plate Sizes ppropriate Alpine gable detall for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a to that covers the total area of lapped plates to span the web, 2*2X4 2X8 Hrovide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nnllsi 10d Common (0.148'x 3,',min) Nails at 4' o,c, plus (4) nails In the top and bottom chords, Toenalled Nnilsr 10d Common (0.148'x3',min) Toenalls 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 88 A11515ENC101014, A12015ENC101014, A14015ENC101014, �� C� 1 Pfff A18015ENC101014, A20015ENC101014, A20015END1010 �� 441.1 �'/� A11530ENC101014, A12030ENC101014, A14030ENC1 Y l /OS®la, � P� A18030ENC101014, A20030ENC101014, A20030EN)1�,�� a /✓�t 511515ENC100815, 512015ENC100815, S14015Et400815Qa$i1003 ��a S18015ENC100815, S20015ENC100815, S20015E3D1008h5, 015i&7 S11530ENC100815, S12030ENC100815, S14030ZIC100@15, 0 p S18030ENC100815, S20030ENC100815, S2003MM01815, SP-0030PED100815 P Seeappropriate Al ine L p gable detall for maxim® unrWInforced-6e vertical q ATE ®F -WARNING" READ AND FDLLOV ALL KITES DN THIS BRAWM f'' "D(PORTANT" Fl1RlIISH TNIS BRAVING TO ALL CWRACTORS INCLUDING THE INSTALLERS. 1 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and 6 V pallor the latest edition mi HCSI (Buftellthese g functions. Int Safety Information, a or and racing for safety practices prior to performing these functions. Installers shall provide temporary bracing per HCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor n shall have a properly attached rlgid ceiling. Locations shown for permanent lateral restraint of webs �l"-1� j� jj shall have ndbracingposition Installed per BCSI sections the J or Beg, as applicable. Apply plates to each Face d It L�J�J �\\vl I of truss and position ns shown above and on the Joint DetnRs, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. AN IfWCOMPANY Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc this drawing, any fafture to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation 6 bracing of trusses. A seal on this drawing ar cover page Bsthg this drawing, indicates, acceptance of professbrwl 11 13723\ Riverpon\ Drive engineering respons6Alty solely for the design shown. The suitabAlty and use of this drawing IISuite%200 for Any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. 1\Maryland\Heights,\MO\63043 For more Information see this Job's general notes page and these web sl#yE/L1W�,�E ALPINE, wv.alpineitw.coni TPIi www,tpinst.orgi SBCAi www.sbcindustry.orgi ICG uN PS/�OP 0N) ►,Oe g 0 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - 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' Reinf, Mbr. Size 'T' Increase 2x4 30 X 2x6 20 X Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o,c, SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30X = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1,30 x 8' 7' = 11' 2' AX. TOT, LD, 60 PSF UR, FAC, ANY AX, SPACING 24,0° REF LET -IN VERT DATE 10/01/14 DRWG GBLLETIN1014 v Valley Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. �O� Attach each valley to every supporting truss with( (2) 16d box (0,135' x 3,5') naits toe -nailed for ASCE 7-10 160 mph. 30' Mean Height, Enclosed Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-10 140 mph, 30' Mean Height, Enclosed Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2xG, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members. All plates shown are ITW BCG Wave Plates. Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0.128' x 3,0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with( properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', 4X4 3X4 2X4 12 Valle 12 Max.I Spacing 2X4 X4 Pitched Cut 8-0-0 max Bottom Chord Square Cut Stubbed Valley ❑ptional Hip Bottom Chord End Detail Joint Detail Valley Valle y 4X4 Toe -nailed / 12 z or m n T u sses 12 Max. � t 2 ' o, , t9@IPP !! JJ X3 q 1�� w % ll S t iX3 -0-0�� ®'� ° ° a 4 Spacing) 2X4 � 1X3 5X4 SPLtivia;6 a.Q 4' oL��AA��°`C'pE 1X3 IVY. 86 ° o CO)m Trusses Partial Framing 20-0-0 <++)� ° a 2 ' o,c. Plan Supporting trusses at 24' o,c, maximum spacing, v STATE Q PLP VR.MUSH TMS MALL GV CCNM SCTMS CItMING '"op a� p C LL 30 30 40PSF REF VALLEY DETAIL TVDQ TK nuTALURS. NAWC2TANTo DRAvRM Trusses In fabricating, handling, Installing bracing. a 0R1'��Q �r®�' require extreme care shipping, and Refer to and/ follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. '/'®` n �J C1/ 00 .� ® ! A t I DL 20 15 7 PSF DATE 10/01/2014 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord have Locations ` P �++ tf 1+ A r��tt BC DL 10 10 10 PSF DRWG VAL160101014 shall a properly attached rigid celling. shown for permanent lateral restraint of webs shall have bracing Installed BCSI sections BE, B7 or BIO, as applicable. Apply to each face 4 m i k (td��, �' per plates of truss and position as shown above and an the Joint DetaRs, unless noted otherwise. Refer to drawings ion as for standard plate poe o in LL 0 PIT. 0 0 PSF Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from LD, 60 55 57PSF AN ITW COMPANY this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation L bracing of trusses. A seat an\ coverthis he mates acceptance professional respons6Ris w ty \ 514%Earth\ Ci \ Expressway ry p y 11Suite\242 engineering solely for q� design shown. Tsuitability and use of this dra.Y,g t for any structure Is the responsibility of the BuRdtrg Designer per ANSI/TPI L Sec2. DUR.FAC,1.25/1.33 1.15 1,15 \\ Earth\ City.\ MO\63045 For more Information see this Job's general notes page and these web k j�a78 ALPIND www.alpineltw.coml TPIi www.tpinst,orgi SBCAi www.sbclndustryorgi ICCj www G oonhwak Kim, FL PE #86367 SPACING 24.0' ♦ ' r 1 I VALLEY FRAMING & BRACING DETAIL I R BC 4/2 of Lumber Size and Grade-Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gored between rows. ITY0 innection Requirement Notes 2x6 rafters to ridge 4 16d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails ('•) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails . Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NO Cold(0.16lar mto5")C 416dtge-nails NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10%0" Ion nailed w/ 2 -10d (0.148'W") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of c2ple with 10d J0.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripp es over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS requiremen ayf Nails are common wire nails unless noted otherwise. �/{�i� H• p ••No•••e 4i (A) (B) (**) —VARNDNG10w WAD Arm nXiBV ALL raTES 1H THIS WAVING • ' LL 20 30 40 54 REF VALLEY FRAMING MIHFMTAHTrr• FUF$ N I= BRAVING M ALL COMACTTRS DO I IW TIE UISTALLM 3 Trusses requl-e extreme care h fabek tkV MnAlrq, sNPPFq, Instatft and broc4g Refer to 91• i faloe the latest •dti— of BCSI ®+NdFq Ca4m t Safety Inforrotion, by TPI and sew for =fay • e ` DL 10 20 7 7 DATE 10/01/14 proetices prior to perfornft these functlons. Installers shall provide tegparory brodnp per B • • _ Uri— noted oti—else, tap chord shalt have property attadwd structural eheothln0 and qlt : STATE OF attached' �(C DL 0 0 0 0 DRWG VACNV1801015 shall have a properly attached rlpd eelYpervgnen . Locations shown for pt lateral restraint of • e Q r7 PO �I� stall have bracky Installed per BCSI scctl n B3, 87 or B30, as applkohle. llpply plates to eadh I a . - d I(i� O )(lam\VII of truss and pasrtlon as sham above and on the Joint DetaRs, wiess rated atheretu. 333 a /� �► . �/- BC LL 0 0 0 0 Refer to dawkVs 16OA-Z for standord plate positlonr. �� ' • 't R p •e•• •�•`ov� Alpine, a dMsIm of ITV Butdln0 Co porx is Croup Inc. shad not be respansble for any devlatlon frog ��•Ara„ee••• AN iTW CIOMPANY this d-awlrw, any failure to build the truss in conformance with ANSI/TPI 1, w for handkq, shlppUrB, �i s v TOT. LD.30 50 47 61 Fst s atbn t bracing of trusses. A/ A semi on ttds drn.ine ur cover pnee llrtwrp this d-nwFrp, lrwloates ameptonct of professlornl 'wy-eA_'ry 'Yf1L e"°`"eerr ,,,��fer r,mut e`ale`y s'a.' me Zoc" °"d a" of this d1rQ utt7"` DUR. FAC. 1.25/1.15 133B9 Lake(mnl Drrve for oruy Ie resporrcbltty of drip D•s4errr per ArtSI ,;; ! Ser2. Earth City, MO 63045 For w•e lnfornotlon see this .lob's SBCA, ,aces pace and these web AXNA C lO 2d(.� SPACING SEE ABOVE AL.PBFa eeealpivelte.eaey TPL eee.tp4tst.orpl SBUu m ndustryaret ICG nn,kciafeore