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HomeMy WebLinkAboutTruss39'-8• ■Y. '1 11 ` _1■ '1 II■ ■1 II■ f� WWI P co Total Truss Quantity = 57 I 00 N DO NOT CUf OR ALTER TRUSSES WRHOIff CONSENT OF THIS OFFICE. BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRffTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9487 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. RUM TO EN L PACK FOR GMECTM. TYPICAL 7' SETBACK CORNERSET LABELIN i AND SPACING Labeled End Mark General Notes 1) N pwdd dyad bmsm tld ho3m w Ilot O*m h" tM top dad Pat* Pdntrd Vssn to bs k*WW 9'm dds ,p 2) mtsd _ to bs Y p m M!^a!6 mko otMrta 3) � W n9 Es 2e O.C. w6m ot. 4) Ptr Ttr, Plat n,6b& BM -al ao. —&Sm P.mmnt X bmb stw,Jd bs P.W of a mmino yo&q f5 O.C. aoor 8m ym, to bs Ispsobd. d a Inmdmin A 2Y bobs/ rode X-t aa. ttr, ,t IM reamm Rbeass'td� fo BL9�1 tar o 7 oddl8asf tmdp ROOF LOADING SCHEDULE, CD = 70 PSF BCDL = 10 PSF DURATION - 1 26 X F W9ND SPD/TYPL= 100 ENCLOSED BLDG EXPOSURE — C USAGE a RESIDENTIAL CAT R WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA, FBC 2017 TPI 2014 T,assm<mbcrBairn&ma '"plates J.,��m d fur ASCE 7—lO:md macimmn fmccs fiom both conrtpun.... and cladJing. and saafa _d fo srsisaogs)3trms. •'f 6ese wsses h—been —io d m tarty as odditioaal 10." psfooa<oa.a tboaemchmdhs.e Imd. FLOOR LOADING SCHEDULE TCLL = PSF TCOL = PSF BCDL a PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AIL RSAClY0N8 AND UPL]FTS ARE BHOIIN ON ENG[NEEWc; l WALL KEY '1000 0EMCRPTION Mr. DATE va ry .m ,nw vws w ,.ss s.m s.r 1 &TA, Itwpmc , •AAs oWvm•"totnm = nsua � Is. snsn, Y1 � rrni/Y str Imosea.surre .s varo OAD/ DFSCPoPHON mr. DATE _ an 11s� ..1 vriu I sen rv, rot ,terra +. vans I I CARPENTER CONTRACTORS OF AMERICA 39(30 AVENUE G N, Y. WINTER HAVEN FL13RIDA 33880 PHI1tFa (800) 959INS FAX, (863) 294-2488 BUILDER D.R. HORTON STATEME PROJECTCREEI=E MODEL 1828/CAId/4EBB CCA PROJ/MODEL/ALT 7A6/ 182EC,E ALT DESC OTC 3230 TRINITY CIRCLE LOT 43 BLOCK rLIGNER PAGE R��FS17 1 i 334496R Si LAN 7 44 "=1' iC'—R" Go I cH U3 14'-0" 4'-4" 21'-4" 39'-8" THIS IS A TR16S PLACEMENT PLMI ITS iMEN➢ED M AID DI THE DW&LATIM W TRUSSES E16DEDEED TRUSS DRIW➢GS AND M�OTECTURA S SrPER= THUS ➢OLUIENT. ESTE ES HR PLAN DE Cd.OTACION TRUSS ESTA DISEMM PARA ATUDAR EN LA DWALAM15N DE TRUSSES. L.DS BIBUJ13S r MOIIITECRRAS DE IHCi7161tlA DE D187�R/A SUPERAN ESTE DOgAEM6 N�initr � mwxrs ALL RIFs 9WL E EASSOO NiT1R!• m15. IMIi NB Ot SQSVD m Hor ar Q r.Tv Tersaz vmorr mHmN s Ms OMRir VDL IGf E AGRPI® HDINf RD6t VRDTd AM'd71lAL ]A : AmwTaT avam m a®r M tam �® D6T �IOIIE NIP tIIA� AE AIrLI[l PERM AT tliRRPPIm mPl@ALTms E AAFN4 Dc 1➢�® 1D M TAYSS a 106>3i. NY N6T E IIHIAI AIm IM p� M TNISES Ns ST d � ID AV® RBARi ImA A IpfA iL Dolmm m�H E v1fA 16lotEi T®AS LAS G1AA2 TDI4 RfAIDAt JMPAt awvN r (aflE K N.r[E lID: tA� m EL m@MD�NID E ESTA E A�fARAI WG� ANIp✓� m AFgMWM 1 POiEVp M 6IItP0 lm�s RAH: PMAt= E ImwmnR I®1 m /Og11NNM2 A>ELTMDAIINIC IAM LL AR LAS CARM D"MAS KR Um V D Tm6TES r ENAI 16Y t ���SDMD MVfIIR OMLYAEN CAVA 17)R LAi IAQ � SAV®4 GRiiME• 001RKfDAS Q ISM CVpIfM�IAS �1VA� Nrt6 E 0E tD5 TOAfQ E REFER M PAO( FOR CONNECTION. 0 fi PLUA r-Hr TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING SHINGLE ROOF -fU 0 Reviewed for Code Compliance D-1Universa{ efices edn9 °i - Seances Total Truss Quantity = 60 Labeled End Mark 0� REFER TO 1TI:SI�B1 T� wst r rt DN i!L A'iAtt ywtr� ��s�EN q ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLU?TS ARE SHOWN ON ENGINEERING WAIL KEY ® 0 r �> 0 S � t♦ � V �� CARPENTER �' j� CONTRACTORS L0 OF AMERICA 3%0 AVENUE 0. N. W. WINTER HAVEN FL1RIDA 33880 PHONE,(800) 959-8806 FAX, (863) 294-2488 BUILDER D.R. HORTON STATEI/IDE PROJECT CREEKSIDE MODEL 1B28/CAIJ/4EBB CCA PROJ/MODEL/ALT 7AB/ 320/1 %.F ALT DESC OTC 3318 TRINITY CIRCLE LOT 43 BLOCK DESIGNER �� CARPENTER �' j� CONTRACTORS L0 OF AMERICA 3%0 AVENUE 0. N. W. WINTER HAVEN FL1RIDA 33880 PHONE,(800) 959-8806 FAX, (863) 294-2488 BUILDER D.R. HORTON STATEI/IDE PROJECT CREEKSIDE MODEL 1B28/CAIJ/4EBB CCA PROJ/MODEL/ALT 7AB/ 320/1 %.F ALT DESC OTC 3318 TRINITY CIRCLE LOT 43 BLOCK DESIGNER PAGE RFS 1 DATE 33117IN k334502R 1A4 "=1' Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE DR HORTON / STATEWIDE 7A5/320 CREEKS IDE 1182ED,F -Lot: 4 3 ....�.�.�.�� Block: _____�_� F Address: 3318 TRINITY CIRCLE ............._........... .................... ............................ . _.. ........................................ JobNumber: N334502 _......__....__........................................................................................................ Revision Date: Unit: New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 FRI-101 R� ed /or Univec,�,� S ALPINMarch 13,1010 R rWCOMMAEM Mt. Bob: Michaelis Carpenter C0htrAct6t8 of Ambriba,lrid.; QQ Avenue, q-,,N.orihw,esf. Winter Hdven,: FL 33.880-6201 'Re: Alternative Ihst6llatiofisJora single ply carried truss with a width Je4s; than the hanger width, and' Wood blocking lo: achievo full designJoad 0WO fg'ce-nio.untod.'heirig6r'.;�tttibh- 6' ... I . � I ... ; . d ... � I ... . . M 0 - he ply .suipportino girder (Reference detail 111/M7=02)... Dear Bob,: For a single ply carried truss with avidth 16§s than the hanger "width you c:;aP..instcjj);a prefabricated ated Jack. scab truss: for wood.filler bl66kihg.:. The chord sizep,:chWd..grqOes, and:Al . ke(s to pinOtonnej connector b .be the-. same e as the single ply carried d truss. The prefabricated Jack scab truss have a. minimum jepgfh, of 4W.pnd will have a. minimum pitch. of 5112, The single. ply :carried 'truss shall have .a reaction of 3,500# or"Iest, Aftach.prefgbn'c8ted,jack,*sr-.ab:trussv4tti two (2) rows 'of,,0_128"x3.O"'GUn Nailga,t..2' t red V (Sed.'Fid'ure:I'b6I6 .-.PI6' .refer to Simpson Strong. Catalog C-C ...perrowmagde ase 2019, page 216 Flgurg:�Jpr more information: Fora single p1y,gltder,.that requireswoodblockth9 to,adhI6V6-fUll desigh load value for f4qp-Poun(ed hangers. attach one wood. bloqk (*)to the back face of the s'9I.jy girder rpin le:-p with the: size and - grade as the' bottom: chord Qf ttie srrgle ply girder. The. wood block length to tie such that the'W66d blocking -extends to each a'djace.nt 1p.ahol Odi'hts (Webs and bottom chord intersections),; Atachwood block . I'with .two'(2)'rows: of 0.120x3.UG"is atE�OO.Perrow,staggeted3.0":apphed to. the 676q Forum [).nye Suite 305.. Orlando; FL 4 - 821 _ (8061,621-9190 -.(863)_4422-,685 vwmalpineft.com ALPINE .ANOWC%- single. pjy, .9.iro er face, with an qd0itiprial 8 . t _(29) 0J*2.F*,3 0' OwN Nails, ateac -panel point applied 4othe, Wood: blo&fade (See 17110.00t Z . Well . Ow. Please refer to the -Si , rbpt6h.StrohOwT1e-C'ataIo0 C�G'201'9' -page 216, Fij�ure. 1 for more ii-firmaition. Figure 2'.: ... ..... .... ... ------ . .. . ........ ......... . . . ................. . .. . .... ... ... . ... ........... - .. ... ... ........... . .. . ... ..... -..: ... . The application of prefabricated jack scab truss for'W6od filler blockifig.br wood.blocking to; achieve full Oesigp load, vpjue;forface=mo.unted h.angers_ must beapprovedby the: hardware.m.anufac"Wrer.. All 6dbib.-and end distdrices, and spacingfor all nail bbnnebt.ibns must. be sufficient to Or6V6ht1-§pIifting of Wood. If I can.be of any fOrth.er assistance.or if vou have any.qu stiom please7g* me a -call. q .. . .. . .. . tye - . S E. TAT William H. Kr1cK:.VJ--. Chief Engineer. Alpinean I. ITIVV CompanyEngineering Pe .partm * ent, QdaPoo-' Fl- 6750 FOfUtb DOV& Sdite:'306;:O"riand6.,.FL.32821 - (800)*:521-.979Q - (863) 422-8685 ALPINE M 7w COW~ April 26',.2019- Mr. Bob Michaelis Carpenter Contract6rig -of America, Inc. 30.00 Avenue *G, Northwest Winter Haven, FL L 33860-6201 Dear Bob. Rdt Strdnoba"ck bridgirig..6h tb6f trusses. I understand there is some concern over our teiddmim'endatidns f6r.str6bg back bridging on*: tdoftrutses.. Stron g- back bridging for roof trusses is not, a-reqqirp.ment of ANSkTPI 2014 nor is � ita reqdiremant:ofthe . .. BLiildihq Component Safety: Information- (5CS.1).. But sirorigback budging ;t on roof trusses is recommended by -Carpenter Contractors. of America' ' Str6hgba''ck bridging. -serves the, following two. functions:. - On aligns the- bottom chords zfter they are. setso, the are uniformalong the ceiling One, alig. . . .... ­ . p y line and .h6lps.,with'-c'eiling'�service . a i ity'' Two; 'bridging reducete6ititive'deflection :ofadjaid6ht,teussds. Strq.ngbqqkbridding".doesnot: prevent or reduce overall indiViddal d0flecti6h, especially any roof trusses. -d than 1/4!! inch ... ... . ..... .. .... . . . . ............. I ........ ...... -- -- -- ---- - ----------- St trusses does not serve 6 1 :temporary..6r'p6t.m 66ht bracing �pngbpqX- bridging in roof. t s rve s a and is, not intended to . dist;buie. or share design. ibads.'' between truss..es. Consequently, no design. loads have been accounted -forWith this detail and dontinUbUs- stroii§back'bddgihd'should notbe:attachdd between: common and ;girder 'trusses. The usa!of strongback bridging: shall not..interfere with designer oth. . considerations as specified :t yINe Ehgihoer.�Qf Record 6rthe Building besigner. The outer ends of the stron4back- bridgingshall . . be. attached. . to. awall or another secure end. restrain . t. or asspecified'.by.-thb Engineer of Redofdbr. the Building .Designer. Strorigback bridging; shall be a% r7ii'nimu'm.0f 2X6 nominal lUmbdr oriented with. the depth vertical'. Attach i member.. When extending the - with .co nails (Oi 162N3.5") nails at. each intersecting riiern 'bat bridging stron I f* .g k bridging overlap: by at a minimum of twotpusses. The location of he. strongbac.. ri gIng A maybe: specified'by .. the Truss Manufacturer,. Ehoifie6f 6f Record, or Building Desigjier. Please refer to BGS . I "St - r6ngb.4ckiogPr.pVisions"'ortoApin' 8T ­ 9ROA1.014 detail Alpine::. R I for more. information, The graphic. 8hoWh (Figure- 1) is for generic illustrative 'purpose 6760 Forum DdveSuite'8051 OrlMdo, FL.82821- (800) 5214790..- (863) 422-8685. ALPINE Figure I If Lcan'. be of any further orifyou have: any questions, please;;give. me kcall. .4 -L Ll Williat: H,:Kndk 'STATE -0, Chief 'Engipepr Alpine an IIW..Company A - '' '-ttmen D Enginngepa Oflanda, FL.32821 IN AV 676.0 Forum -Drive Sulie.3.05, O'd6n*d6, FL 3282'1 (800).521-9.790'- (863).422-8685 www.a aTRONGRACK, 3RIDGING­RE.C11MMENDATIDNS BUTT.STRONGBACK lo-A(l sc b7-on blocks shall. be :a. mlnimum,.�i�x4� a 'stress BRIDGING TOGETHER gradedf 'bs-Atl s:trongback bridging and bracing shall :be 'a minimum 2x6 'stress graded, lumbor. The p'urp.ose of stronbb.ack:.br1C1d1hq Is -.to ATTACH SCAB WITH" 10d:BDX�GUN . load sha -develop'ti d -r1nq betweenl 'IndividCOA trusses,: 04! --0' P�6. (0.128'X3.0. RAILS-IN':R ROWS' AV D.C. r?SL;ttlng In an �o6rai.C.1kcr4 1* "th' ...ras? n". f? SCAB NOTE, :IN LIEUXF SPLICING AS SHOWN, st[fPneigs­of--the. floor systepi. .2k6 LAF17$TRDNGBACK'9RIDGING MEMBERS FDR-,AT'LtAST ONE .TRUSS strongbac''k brad in Oosttlondd- dL shiowh In . .. I . S'.. STRONGBACK BRIDGING 'SPLICE DETAIL details, 'Is' recommended at 101 "0' o.c. tmax,). *_The tkerms:­b"HbU Ind' and :'be- cin ` g .,pre. som et1mes . . .N0.TD -Details I and .2..­qre the attachpieht meithods -ATTACH STRDNGBACK TO *WEB mistakenly' usedInterchange;abty. "Bracing', Is pLn 1//'(3) 10d COMMON 0.148?x3')- NAILS'DR 1'mpb�­tant' :structural t,�eqUlrement of an floor y . .(4)104 IdVGUN O 285x3,0'X NAILS or roof . system. Refer to the Truss lesigh -Drawing MP fot�-- the.,bradno* req `L . . r the:.,bracing . 'ule �merit's •f6t each IndIVIdUal truss component, I'Brlolglngt' s ar a. p ticuLar-�ly, "stroqgbac!k--".bp�idgln*g'.1' i recoM On for truss: system to help �.q .4at!qn control Vibration. In: addition -to: alcling.-.1n the. C11stribut1an of pdnt loads bdt*4&6 adjacent �truss, strongback ]bridging. serves_ to reduce (6 iOd COMMON:(0149fx3.01) OR BOX/GUN (0128'ic3.0'),NAILS. AT 713P-AND.1137713M�rDF 2X4 _,r.'A11-nN*1d:r1r.1r._ -ATIrArw 9TRO y. AN FiWCDMWW 0MVV8qxAD&a Sulla 2N Meryland Haighf5jM0 R043 ww STRONGBACK BRID GING. 'SPACD G' REQUIREMENTS L100AW None' rigub-ed 1 yuynLt.- or rusiauaL vior .3jon- resurving: from moving point -:;�;Uch as footsteps, TRO 51 ) :� : NTACK, U NCHEND. 10' iD M I M (d wrkr of $DO V to 0 3 rm 0 d wh Dwr,401* Ualva at.T of MZ THe Performance of all *floor -sysiems -are enhanced by. the. installation bf. dtr . o . ng6ack bridging - and 'th&,?^. f ori� : ls.� strongly recommended ER by Alpine. For a6Ickion&L - In - fOWma:tioh VebqrCift stro6gbqqk bridging, ref6r to BCS1 :Building Component Safety Information). -2 VI— ...jjF -t* k-' LL:' 'PSF F N6..70861 T 1) L P9F .1 C SiDL KI PSF ILL- T Az. 19 LD. PSF -PSF S 'FI Q�FiAC[i: 13't14,':�}1J. Td1�:13PP`�%' :. cdlt,airurrrr 7i,GE�YkL ._ f-AR QM. A6 ! 7 CL SZE -APPROPRTATR,, P l :':1� TNi Fan, �..F,��ov, PLATES AND.: irildSrr r� tt• L�. N :.: S tl 1 R, IAL A A —a Lwt: ii T t-STJI-LL. het 0 _` O. VC THIS astirtEEB �tN 13ha1 a'. At ji �. mum � • .. .. �.1�-' gip,-�-, ., 751 �^��P� ..,IS• , �.i i'1t.i xxt R. AXA2A .:i'ALA.Sr-AN C'E � NONE''.. 'w:.+ :�r� i �o . t� • r� .,fit : .. � , � .. . XP6 Orm n.; dr--. i! :-,..LP Taus ` Cracked or Broken This drawing speclfles repairs for a truss with broken chord or web member, This design Is valid onlyy for sin le ply trusses with 2x4 or 2x6 broken members. No more tan 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 detall, (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, some size, grade, and species as damaged member. Applyy one scab per face. Minimum side member length(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 4' o.c., rows staggered. Nall using 10d box or gun nails (0.12810', min) Into each side member, The maximum permitted lumber grade for •use with this detall Is limited to Visual grade #1 and MSR grade 1650f. This repair detall may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie -In loads. L we L 41 � O.0 Typicai + O + -O + O +O O + O + O + .O + Stagg21 er + = Back Face 10d Box (0,128' x 3', min) Nails, 0 = Front Face 2x4 Member - Double Row Staggere 2x6 Member - Triple Row Staggerec Member- Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force . Member; Size L SPF-C HF DF-L SYP Web Only 2x4 12'' 620# 635# 730# B004 Web Only 2x4 18' 975# 1055# 1295# 14150 Web or Chord 2x4 24 975# 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 Web or Cord 2x4 2x6 42 29754 3045# 3505# 38354 439541 4500# 5225# 5725# Web or Chord 2x4 '48' 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 1 6660# Nall Spacing Detail ssVARHINW+s READ AND F0.LGY ALL NGTES Gil THIS DWIVINGI WIVORTANT: FURNISH THIS DRAVW TO ALL CCNTRACTCRS 14CLUDIM TIE INSTALLERS, Trusses re4u4•r extrmr care In PabrleatlnG, handlho, shlppku, Installei and bracho. Refer to an foUaw the latest edition or ICSI mdt.p uoComponent Safety In/ornotbn, y TPI and SDCN for safrt owetkac prior to perfardnl those funcilonc Installers shell provide isnpornryy ��braeN per If= unless noted otherwho, top chord shall haw property attached structural sheathlrp onbotton ch .,,, shall have a properly oitaclkel ripId cr}IDn,pp,, Laeatlans Shawn far permanent lateral rastrotlt of wrl ALS�A shall have braehp hstalled per 13I Etct(afNt 13. 17 or 330. " oppllcablr, Apply plates to each Fac of truss and positlan as shorn aboveand an the Joint Detalw, Wess noted otherrlse, Rehr to droelnos 160MT for standard plate pasitlanc Alpha a dNblon of ITV Buodlno Components Group Inc, shall got b rrsponalble for a devlatlon I AN IT1N COMPANY ter drawlnp, any Failure to build tlwr truss In confDenance with MS�/TPI I, or for harA 9, ahlppYd, hsiallmip= A •braetna of trusNs, A aal'sn 4hls drowho ar cover page Ustlnp thlc Ameba, hdcates accepianca of proPaasfend .nohrr.ir,o raepane1A ,, so I Ior iM clesyle�nr been. TN s+dtahGty and use of iHa drashg 133a0 Lekeryvnl Drive far any strl+.0 Is ilw rnpans�RFky of `._ Wtaafp Dastpner per ANSIRPI 1 Sect. Esdh La . to 63➢45 Pop flora Infornailon see this Job's penaral notes p000Dr and these web sltes. Y ALPIN6 e-Adnelt—on, TPIi wwr.tollrt.oral SIrA, rww,sbclndustrvcral IC7 wwwkcsafmara WAIMUfl L Dlstance 8 L S HY lnun D p`C\ L ;Distance �/ � L Nlnlnufl 8 L Distance SPACING 24.0' L REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 11�s VALLE. F I N ZA C I R G- 'DETAIL. f e- Qeye and IM;rada-Mintimm Renuimingnts 1i if 1. 11 11 11 If . 11 11 11 H -t ;,!V'jjVog;-00�2:�r fittar #` * Fp. #i . . Afarbatter purlr*l"t yA&W_ 1APJ%F#4'I4F#Z;Dk•V.'4V4ttPr FPCOE OqUARSEAK-EVERY MRO, BOARD PXG) PAIWOF RAFTERS ft 0i vogwby�l` B�OGKING NOTE 4!-.V'.MAXSPACINQ TYPICAL 4W Irf *4-0 *PfCAL TYPfCAL 4ryPicAQ*c.ommoHs 4.Ppril.-24-d.11 likrI N.,:( ,e;� gX4st ?ppl6j " In Absa4W tru*ses-%4ihaui s6uthlng.applje,4mu$1,be •hilW i0i 1-4J)u-(0:48" COOP ez.&Af, Jb In:casv ft� mlifiratim or nA4VVkr". AteopHifi rrll91m Cfs "01 pp ;�06nq i6i . thapropermi Ett4 e ..:. ". I - ** , " *. tmn ,ova In under :'CI -A" 'lj itil"Aalliri$f. d a&b 30-feet ys1�s die �bfnmon wire" ..p A-. -afASCF7-10, X-80. friph;9ndloted'Up Di Kzt,-I.B .. ..Mq)�Tur� NF4ers) are -TRUSS TOU4% UNDER VALLEY FRAMING VAL4KY RAFTER.OR RIDGE +Crfp0Ieb*-41-01!'1dr-3d psf(,TO a' jid '20' Pof (TP) Mjjx, Spaao3Re-cdPpdf.:fLr mloh rowstair4nd frdm tht valleys br-sloopers irfalwarkje�g:Ui' idfiPl 'ridijol6aid i�c.ihat cri;igita locations are sksq'§GrO'bqtwe�qn rq%ys.. & b" 0-c:(Typ) Ooyfi4i- 66n R-'6c[Lilrament-t (qtn A 16d*tdZH ailu. red , t Cjlpole.tdl,&64. '416due,nallt sheatltltlg (*4) a 16d.fate-nails 4. 5-i6dtoe-nalls Mft6r1t&.TW0-2X6 Sleepers.' 426dtve-nfalli 5. "51deodi td-trxws, 416d tdi-ftft 3 -160 tb4Aa9Us-.eajch slaeper-P.Truas .6. RIdga:bohrd.,ia-r.00f bltJck 4 16d toe -Mils rAORVTM -7. -Widje..bq2frd tcjrjuts- 41.fjd.t6gai4JL:s S. .-Pudirf to (TY0). B. Triu£tp'Fil'ocking 4*160.toa-6*bIl$ am A 410410 C-."dM USED) .13. C411gruarn tbjwft6t 4 iuTtct-nalls. NOTE :16d•(0.162NEt3 MAILS r -30 46 54 W NkLftY 'I ftA3�iTNC> WAVD4 Ta." CO rm.mmk -*�rl 1 No., -08.61 Yruxsei Ban' ''t TC DL- 1 7 7 DATZ 10/qljl'4 A .0 ZO .Fk V. Mmp. ft . * y Odt' kk id w wow ,,,rs& Irm.4 ifo.4 orgh y ti. Pei f 44.('r R i , died "rk,. Y! -0 0 0 DRW.G V-Aq -1801015 Fzi- 4-0j"401w-ff -,8TAfe: 0 m t Wt�rral W O..q. hwe wo 114d Pier, sltcii�EF �y. .4. cr.Qr/ Bc- U, 0 .0 0 0 Refer UZZ.- lag W7 34.1.i-d Xte•• 16T. LD.-3705b 47 61 any f"wN1k=tw=-w,' =41k.4, U w-vre, roap. Ire- 3*14u. wt. be rc*pma-te, t— L vr Yid(AVA" A cro tssiwoL ­44),fir Not-buty 4s* �&C- VU. dm i tU �1* c JA's sp AB20VE Simpson Strong-TieO Wood Construction Connectors SIMPSON • • - •Mare� R i h 741 u 1= ................. -- --- ._.....__...----.._.._.-_.._........................ ................ __......... .................... ....__._...------ --- --.._...._.._.._.._._.__..__......__ These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. Actual Joist Model"", Size No, (in.) IUS2.56/16 21hx16 MIU2.56/16 U314 HU316 / HUC316 nu3io>i-�u�310 21h x 20 MIU2.56/20 2'hx'22 to26 MI1.12.56/20, 29Ar x 91/4 to 26 3 r, 9'h MIU3.12/9. ' HU210-21 HUC210-2 3 x 111A MIU3.12/11 HU212-2 / HUC212-2 HU325112/ HUC3.25i HU3.25/16 / Carried l Member. - 2% 16 1 2 - 29Ar I 15N 21, ✓ 2% 10% 2 ✓ 2Q/,6 141/a 21, till./ Face Joist (14)0.148x3 - (16)0.148x3 - (24) 0.162 x 31h (2) 0.148 x 1112 (16) 0.162 x 31/z" (6) 0.148 x 11h" (20) 0.162 x 31/z (8) 0.148 x 1112 Allowable Loads' Roof I (125) IBC, FL, LA ,- •1 -Z1`16 '4'A Z%z --- T (ZUJ'U:.1bZX3Yz"_: (b)U.IiSX1Y2' .101b. leHWO 0,dbUTAbIU-[Z.5b5 I Z,tf`J)]60IU. • - 29A6 197f6 21h - (28) 0.162 x 31h (2) 0.148 x 11/2 230 4,030 4,060 4,060 3,465 3,495 3,495 • ✓ 21 % 19346 21h- = . 8 {28) 0.162 x 3'h' (2) 0.1,48 x 11/z '230 4 030 �.. 4 060` 4 O60 ; 3,465 3,495 3,495 29A6' wide joists use the same hangers as 21h" wide joists and have the same loads. - • - 31/s 9%6 21h - `�(16).0.162 x 31h (2) 0.148 x 11i2 ^230 2 305 2 fi15 2 820 1,980 2,245 2,425 • ✓ ;31/a 8135e ;: 2'h Max. • (18p0.162 x 31/z:- . (10) 0.148 x 2 179a 2,666 3,020 '3 250 2,305 2,605 2,600 IBC, • - 3% 111/a 21h - (20) 0.162 x 31/z (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, • ✓ 31/a 109A6 21h Max. (22) 0.162 x 31h (10)0.148x3 1,79 5 3,275 3,695 3,970 2,820 3,180 3,425 LA in t°n yan.. o,r_:'. f iirn ir,rno".,o ` :?i.ma. `0 r7f) A non as oor; O nay � ern o.�oc HUC3 25/16 . .Max. (26) 0.162 x 31h (12)�0.)48X311, ;1 E35. 3,870 4,365 4,695 3,3r40 3;755: 4,040 3Jagiul2m, HUCO2102SDS--SDS­ •' 3'/4 i -9: 3 "- (12)°'/4"x211z"SDS (6)'14"z`2%WSDS '2 �1.•.'4<31" 4,373 4,a15 3,600 3?.0 3,710 FL HGUS3.25110 - r 31/4 8% 4 , = (46) 0.162 x31h (16) 0.162,x 31h - ;4,095. 9,10.0 9,101) !91Qp. 7,825 7825 7,825 IBC, HGUS3.25/12 •� 3'/a lO le_ : 4 �'- (56) 0.162 z 3'h (20) 0.162 x 3'h �5,040' 9,400 9'400 `9,400 8,085 8,085' 8 085 FL LGU3.25 SDS .': • - i 3Y4 8 to'30 Al (16):1/4" x 2'/z" SDS (12)1/a' x 21/z' SDS 5 555 6;720 7 310 7,310 4;840 5,265` 5;265 HHUS46 - 35/8 51/a 3 - (14) 0.162 x 3'h (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 2,715 2,930 31/2 x 51/4 HGUS46 - 35A 06 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 HUS48, • - 3A6 - 61A4 . " 2., :- (6) 0.162 X 'h (6) 0.162 x 31/z , , ':.,20. 1 595 1;815''1,968 1;365 1,5551,680' 31h x 71/4 - ,HHUS48 '- -- . - • �` ° -'' 35/6 ; 71/6 ... 3 .E = - (22)0.162 x 3Yz . `(8)9162X 31/z' 780 4,210 4770' ;5140. ;3,615 4,095+ 4,415 .HGUS48 . ; = = •_ -' Bh 71hs 4 (36)0.162x31h (12)0d62x31h -3,235. 7,460 -7,460 :7,460 6,415 6,415 6,415 IUS3.56/9.5 MIU3.56/9 U410 HUS410 HHUS410 3'/2 x 91/2 HU410/HUC410 HUC0410-SDS HGUS410 LGU3.63-SDS MGU3.63-SDS 31h x 117A • - 3% 91h. 2 i -- (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 • - 39ti6 873/i6 21/z - (16) 0.162 x 31/z (2) 0.148 x 11/z 210 2,305 2,615 2,820 1,980 2,245 2,425 • ✓ 39ti6 1 8% 2 1 - 1 (14) 0.162 x 31/2 (6) 0.148 x 3 970 12,015 2,285 2,465 1,735 1,965 2,120 • - 39ti6 8"A6 2 - (8) 0.162 x 31h (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 21070 2,240 • • - 3% 9 3 - (30) 0.162 x 31h (10) 0.162 x 31/z 3,565 5,635 16,380 6,445 4,845 5,486 5,545 • ✓ 39/16 8% 21/z - (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 6.415 6,415 6,415 • - 39A6 9 3 - (12)1/4" x 21/z" SDS (6)144" x 21h" SDS 2.265 4,500 4,500 4.500 3,240 3,240 3,240 • - 3% 9'1A6 4 - (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, • - 3% 8 to 30 41/z - (16)1/4" x 2'h" SDS (12) 1/4" x 21h" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA •I - 35% 91/4 to 30 41/z - (24)1/4" x 2'h" SDS (16)1/4" x 2'h" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 - • - 35/e "1? ., ,`2 r = 1,, (12) 0148,x,3°_ = . Lim] �'p .,1,420 1 615, 1745 1220 1,390 1,485 • °+I - 39ti6' 101h 2 = " (10) 0.162 x,3'lh I (10) 0.162 x 31h' /HUG412 •: • - 39/6 10�4e 21h -, - Min., (16)0.162x3'h °� v)j0.148,0 Max., (22) 0.162 x3'/z (10) 0.148x3 12 S_DS= . ' • •,� - 39ii6 . 11 - (14)'/4" x 21h"SDS (6)1/4"'x,21h" SDS 12 • -,` .3 %, _,10 `tie - , '4 " = (56) 0.162 x'31h (20) 0.162 x'31f 1 3-SDS "" •"•' - 35/e- 8 t6:30 414 -�- (16)?/.i',x 2'h'SDS (12)1/1' xV/i'-SDS SDS 3 9/-/a x21h"SDS(16)1/<x2i3 16 D$ 3 SDS . "- " • �. - "15/e 01 to 30 W7h° I (3%'/4" x 21h" SDS (24)'A<' x'21/i'.SD: 146 See footnotes on p.150. THA/THAC Adjustable Truss Hangers 9� e This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 112" 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 3-1/e" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 1 "/l for THAC422 for 122-2 126-2 THAC422 Face nails Top nails per table per table typical for THA422-2 THA426.2 THA418 Double 42 — 2 face nails Use full table value (total) Single 4x2— 4 top nails See (total) 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 head m Double -Shear i Double Nailing Dome Double -Shear Shear Side View: Nailing Side View Nailing Do not (Available on f Top View bend tabs some models) 'Aa,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 lyplcai I nn.a Top Flange Installation 'er to tnote 5 p.187 186 SIMPSON THA/THAC ......................................... _.... ...... _.......... .......................................................................................................... ......................................................................................... Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. 0 11/2 — (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 4750 11,750 1 1.750 450 11,3130 1:330 1,330 THA29 18 15/a 911tia 5118 27A6 — (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 5'lz 2 " "'t (4) 0148 x 3 ; (2) 0148" 3 (4) 0.148 x Ph 1450 19 1r0 THA218 18 1 % 173A6 51h 2 — (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 1'/2 — 1 480 1,460 1 `6() 1.110 i,110 1110 IBC, THA218 2� 16 _ : 3Ys` 17 1ha� r8 2 . - (4) 0162 x 31/z (2) 0.162,x 3I, �. � .(6) 0.748 x 3 — 1 °�ti y a , ,40 515 1,515 . FL, THA222-2 1 16 31/a 22,M61 8 2 — (4) 0.162 x 31/z (2) 0.162 x 31/2 1 (6) 0.148 x 3 — 1.960 1,9C51 1,995 1— 1,490 1,515 i,511 LA THA418 116 1 3% 1171/z 1 77/a 1 2 1 — 1(4) 0.162 x 31/z1 (2) 0.162 x 31/2 1 (6) 0.148x3 I — 1 1:06011,9951 1,995 1 — 1 ' ,4901 1,515 1 1,515 1 THA426 114 1 3% 1 26 1 77/a 1 2 1 — 1(4) 0.162 x 31/2I (4) 0.162 x 31/2 1(6) 0.162 x 31/21 — 12,435 12,435 1 2,435 1 — 12,095 12,095 1 2,095 FL I THA426-2 114 1 71/4 1 261/�si 93/4 1 2 1 — 1(4) 0.162 x 31hl (4) 0.162 x 31/z 1(6) 0.162 x 31/21 — 13,330 13,330 1 3,330 1 — 12,865 12,865 1 2,865 THA29 118 1 1 % 1 911/61 51/a 1 — 1911/ie I — I (16)0.148x3 I (4)0.148x3 1 525 12126512,2651 2,265 1 450 11950 11950 1 1950 THA218 18 1 % 1173/i6I 51/2 I — I17'A6'1 1 (18) 0.148 x 3 (4) 0.148 x 3 1 855 121450 12,450 1 2,450 1 735 12105 12105 1 2105 THA218 2 16 (31/s 1 PM61 ' 8 41ti6 = ; (22) 0.162 x 311z (610.162 x 31/z 1;`;855 K � >1 C1 37�i 1595 2 9 o t n4 h < 2 A,4 IBC, - 1 �. ,. FL THA222-2 16 1 31/e 122�Ys 8 1 1141116 1— (22) 0.162 x 31/2I(6) 0.162 x 31h 1,855 3,310 3,31D 310 1,595 2,845 2,845 2,8145 LA THA418 116 1 3% 1171/21 77/a 1 — I 141ti6 I — 1(22) 0.162 x 31/z1(6) 0.162 31/z1 1,85513,31013,3101 3,310 1 ?595 12,84512,8451 2,845 1 THA426 114 1 3% 1 26 ( 77/a I — 1 161ti6 1 — 1(30) 0.162 x 31/z1(6) 0.162 x 31hl 1,85514,415 14,4801 4,480 1 1,595 13,79513,8551 3,855 THA426-2 114 171/4 I261/s1 93/4 I — I 18 I — I(38) 0.162 x 31hl(6) 0.162 x 31/211,855 15,520 15,520 I 5,520 11,595 14,745 14:745 I 4,745 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1 W min. top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed 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 toads. 6. Refer to installation instructions regarding fastener installation into carried (joist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. FL I LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost or a combination of these features. The double -shear hanger series, ranging frorn the light -capacity LUS hangers to the highest -capacity HOUS hangers, feature innovative dcuble-shear nailing that ois": butes the load through two points on oach joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15, Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1' for 2xs 1'/s"for 4x's� �aa T W �/ B LUS28 HHUS210-2 MUS28 Wo � a c ; 0 0 a o a d; 8 HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 4 193 LUS/M US/H US/HHUS/HGUS Face -Mount Joist Hangers (cont.) d 1. See table below for allowable bads. Model Nd " Min ,Heel Height Ga. Dirtiensions (in',) fasteners. W ", H BGarrymg ;- Member :" ' Carried "Member Single 2x Sizes LUS24 ' LUS2& _ 25Ia 4?/a 18= 1 9/6 43/4"; ,1.13� 14); 0148 z 3"' O=0148 x 3_'= " `(2)"0. I'48 z 3 _ (A) 0.748 x3 , s MUS26 4'146 18 1 9/16 51i6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 41A6 16 1 % 53/a 3 (14) 0.162 x 31/2 (6) 0.162 x 31h HGUS26,',49fs _ = t2, ";.,y6/a. (20)0,762x31/a „(8)0.1E2"x3'/z' WS28 � , !3/fi....` 18'-_ ' "" 1 ais : 6% 1 4 (6p.'! 48 x 3 ' ..:(4) 0.148 x 3 MUS28 66/16 I 18 19/16r'7141k 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 1 % 3 (22) 0.162 x 31/z (8) 0.162 x 3'h HGUS28 61A6 12 1 % 5 (36) 0.162 x 3'/2 (12) 0.162 x 31/2 L'U8210 " '"4l/4. ` . 18'""; : 19' 3i __) 4; ( 8)0.148x3" :." 4:6148x - ( ) HUS210_ 83/a m 16- _ i 6ls) _ ;3 ' "(30)0.162 x 31/z ; ,(10) D.1$2 x 31/z89A6 °I` 12 1%� : 5' (46)p,162x31i1;`":(16)0.1�62x3'h=; Single 2x Sizes 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 8 with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. e 1,165 865 1 990 1,070 1 1,355 1,165 935 1,070 1 1,150 1,475 865 635 725 1 785 1,000 IBC, FL, 3 t, �1,295 1,48(1 , ,,,1 ra60i ,,,(, hF" 9�0 ' 7405_. ` },560 Y�,5fi1i 1C.. .:$1P , 955' 1;090; " 1180 < LA 1,32t} 1 2,735 1 3,095 1 3,235 3,235 12320 2,960 3,280 3,280 1 3,2r0 1,150 2,350 1 2.660 2;7$0 "2.780 5390 fro:.="4,690-=5,220 (5390 `5;390 �.'80 3,225., ;3,610, 3870? ,3,985i' IBC, FL 1:725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 MUS28 zG 173(1" " i,9"75 2125"" , 2 2u5 3rti:';';, 1875 ; 2135_. r2,255 _ _2 _", _17 C `, " 1,270 1,455`, , 1;575'-E ,965 IB L� L' HUS28 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 -HGU828 1 f50 >�,? z,. 7275 •7,275":. "7,275. 601. " 7,r?;i 7,27„" :,. Z275 -,7275. "_1,,325.. 3..>7U: 3,824 .3,915-. 4,250" IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 11,120 1,215 1,500 IBC, FL, HUS210. .,r $.... ' 50._.. „r98. :,3,:?8 �;530" .?,b3 : 5?5 u,t80,. 58 3 �;+33 2;220; ' 2,33J ? 55", ?,5ss `' ,825":'+ LA I"GtJS210 > J90 9,100 9,100 9,100 9,100 2090 1 9100 1 9,100 1 9,100 1 9.1011 1 1,545 1 6,3?(} 6,730 6.730 E;,7's:l 113C, 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 450 • 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 nairing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table bad 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 anyie Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 194 'Simpson Strong -Ties Wood Construction'Connectors These products are available with For stainless Many of these products are approved for installation 19 additional corrosion protection. ED steel fasteners, with Strong -Drive° SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. SS' l 9 is Double 2x Sizes LUS26-2 . 4si6 ` 1& :31/s 4?/e _ 2 -l(4) 0:162 x 31h (4) 0.162jX 31h ,',1 ;1;030 1,170•�� 1;265 ,1,595`` 910 . 885 .. '1,005 1,090, 7,370 HHUS26-2 4�ie 14 3% 53/a 3 (14) 0.162 x 31h (6) 0.162 x Th 1,320 2,830 1 3,190 13,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 I 06 12 35A6 5 tie 4 (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,340 14,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 IBC, FL, LA LUS210-2 ' 6'/a 18 31A 9 2 (8)'0.162 x 31/2 (6) 0.162 x 31/z 11,445 11,830 12,075 12,245 12,830 1.245 11,575 11,785 11,930 12,435 HHUS210-2 PA 14 31A. 87/a 1 3 (30) 0.162 x 31/z (10) 0.162 x 31/2 3,550 151705 6,435 6,485 6 485 3,335 1 4,905 15,340 1 5.060 15,190 HGUS210-2 89116 12 3N6 9%1 4 (46) 0.162 x 31h (16) 0'62 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 1 7,825 7,825 Triple 2x Sizes :YbUAGb=3 'i 4,';18° IL R'�'7s D%2 R--.(LUJ�1dL X.i%2 (fSfV.IgLX'J.%2, L, kJ9 4,34V 4,23D1i L�;I /U; .D,9/� 1;2S0,D>3}I3U 4,L/;U 4,{48-4,1`JJ.. IBC, FL, "HGUS28-3 6t3he 12 41.a '71✓a 4 � (36) 0162 x3Yz (12) 0.162.x 3'/z 3,235 7460 •7460 7,460, 7,460 2,780 6,415 6'415 6,'415'' 6,415' LA HHUS210-3 8311 14 411fa 87/a 3 130) 0.162 x 3Y2 (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 1814ia 12 4t55e 91/a 4 (46) 0162 x 31.1 (16) 0.162 x 31h 095 9100 9100 9100 9,100 3,520 7,825 7825 7,825 7,825 HGUS212-3 l0%/ ' 12' 4? s 104'4 - 4 :(56) 0162 x 31/2 (20) 0.162x 31/z .,E=9 z, � O f n 9,ti4 ..9,t?4.6 � 9. `0 � ,78 T'?H T780; ?,780 IBC FL, LA Quadruple 2x Sizes HGUS26:4-,;51/2_ .12']'80A6"-57tia; ; I (2b)Or 2x31/z` 8�D.162X31I 2;{55 4340 4850:,5170;"5,575 1,855 3,730-'4,170 4,445 `4,195 IBC,FL, HGUS28-4 71/4 12 6ana 7 na 1 4 (36) 0.162 x 3% (12) 0.162 x 31fl 3,235 1 7,460 17,460 7,460 17,460 1 2,780 1 6,415 1 6,415 16,415 1 6,415 1 LA HHUS210-4 I 83/e 14 6'/a 87/e 1 3 (30) 0.162 x 31/2 1 (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL 4x Sizes IBC, FL, LA IBC, FL'', LUS48 43/a 18 31A6 63/4 2 (6) 0.162 x 31/2 (4) 0.162 x 31/z 1,060 11,315 11,490 11,610 12,030 1 910 1,130 1,280 11,385 11,745 1 IBC, FL, HUS48 61A 14 3-A, 7 2 (6) 0.162 x 31/2 (6) 0.162 x 3Yz 1,320 1 1,580 11,790 11,930 12,415 11,135 1,360 1,540 11,660 12,075 1 LA HHUS48 61h 14 35A 7% 3 (22) 0.162 x 31/x (8) 0.162 x 316 11760 4,265 4,810 5,155 1 5,980 1,515 3,670 4,135 4,435 15,145 HGUS48 634e 12 35/a 71ti6 4 (36) 0.162 x 31/z (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 17,460 2,780 6,415 6,415 6,415 6,415 HGUS412 107/ia 1 12 3'% 11061 4 1 (56) 0.162 x 3Yi (20) 0.162 x 31h 15,695 19,045 1 9,045 19,045 1 9,045 1 4.900 T780 7,780 7,78() 17,780 HGUS414 117r16 1 12 1 35/a 127/�a 4 1 (66) 0.162 x 31/2 (22) 0.162 x 31h 15,695 10,125 10,125 10,125 10,125 4,900 1 8,190 1 8,190 18,190 18,190 Double 4x Sizes FL, LA FL 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. 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 ANSVTPI 1-2014. Simpson Strong -Tee Connector Selector@ software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/2' nails in the header and 0.162" x 31/2" in the joist, with no load 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. HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/6". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to'/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/6" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge W Finish: Galvanized i Installation: V C• Use all specified fasteners; see General Notes G• Can be installed filling round holes only, or filling V round and triangle holes for maximum values N • See afternate installation for applications using the HTU26 on a 2x4 carrying member or It: HTU28 or HTU210 on a 2x6 carrying member 'a for additional uplift capacity ROptions: O. HTU may be skewed up to 671/20. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong-Driv& SD fasteners. Codes: See p.12 for Code Reference Key Chart 196 Min. heel height per table Many of these products are approved for installation with Strong-Dr'iveO I SD Connector screws. See pp. 335-337 for more information. Typical HTU26 Minimum Nailing Installation HTU26 "-% max. gap between end of truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) Model No. Min -Heel Height Dimensions (in.)' z W " .'H B Fasten ers{m) Carrying Carried Member , _ < Member; DF/SP Allowable Loads ..; Upldt Floor ;Snow ,Roof �Wirrl;: 1(160), „(100)„ ;{115) ;i(125) ;j160)' SPF/HF,Allowable Loads - . Uplift Floor "� Snow, Roof Wind (160)_ (100) (115) (125) :.(160) Code Ref.. Single 2x Sizes HTU26 31h 1 sle. `5t/e 31/2 (20) 0.162 x 31/2, (11) 0.148 x,1'h 640 "' 2,nT,u'2;'0 ,C7.. 50-: 11630 ' -,003 10 1,680 ' HTU26 (Min.), 3?%-. 11/8 -5'!e 31h '' (20) 0.162 x 31/2 (14) 0.148 x 1;1/z -1.25b: ,2,940" ' 3 200 3,200 3;200: 1,075 1,852 2,015 .i :2;015 2,015 HTU26 (Max.), ,� • Thl, ,.1 % "57/1a 3112." (20) 0162 x 31h (2d)=0.148 x 1'l2 -1,555- .2A40 -4;01'0 ; 1,335 2,530 2,855 1 3;080 3,450 . IBC, HTU28 (Min.) 31/s 1 % 71A6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 1 % 7'A6 31h (26) 0.162 x 31/2 (26) 0.148 x 11h 2,020 3,820 4,315 41655 5,435 1,735 3,285 3,710 4,005 4,675 LA HT0210 (Min.) 37A A %-, 191A6• 31/2 ' (32) 0.162.x 31/2 '(14) 0148 x 11h 1;330 X800 '-'4,300. . 30011 1,145 3,225 3;220 33,225 3,225 HTU21�0(Max.), 91/4°� [l%,-91/16 3'h .(32) 0.162 x 31h ;(32OJ48xi 1h ;3;315: 4,705_ ' 5;995" ,2,850 4,o45 �5,65 j'4,00=� 5,�155, Double 2x Sizes HTU26-2 . 5 7A z� 4.8x 13 71,M6+ 2,940' ' �, 2ut_v® �_,.3,910'. 1;305. 1850; 2,090= 256;,2485 HTU26-2 (Max.) - as1h s 13�i6: z57A6F 31h (20) 0.162 x.Th -:(20) 0148-x 3 ,...2;175`• ;2,940 'i , �?! _, ws;�_60 d;480- 1,870," 2,530 2,8 , 7 ° 3°080• 3,655 HTU28-2 (Min.) 37/e 3-1Ae 71/16 31/2 (26) 0162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3.235 3,235 3,235 1BL, HTU28-2 (Max.) 71/4 35A6 71/16 31h (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 3.710 4;005 . 5,010 Lq HT1.1210-2 (Min) , - 37, ' `9'Ae 3.1h, (32) 0.162 01.1 ;(14)-0.148 x-8. 1,755, 4,705 4 815 ..43815 ° 1,510 3,530 :; 3,610 3;610 ; 3610" HTU210-2,(Max) , 9114 " 35 '.91,4e 31h (32) 0.162 x31h :(32) 0.148 x13 .4,116 4,705s''a s10, 73u , 6,5'1' 5 3,535 4,045 4 585 4 930 , 5,,6t 5 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 'A' and ih", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie" Connector Selectorm 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 uprift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. ;. pson.Strong-Tie'5 Wood Construction Connectors 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 Lx4 ana Zxb Varrying Member SIMPSON { !Minimum Fasteners (in:) DFISP Allowable Loads SPF/HF Allowable'Loads Model Heel CarMember" 'HoofFloor Code H(m)t CarNo Floor, W� Snow-,".'(125)" Wind., Ref.: Member" Member (1610) i {100) (115) (125)' (160) (160)"' "'.(100) "', (115) 60� HTU26 (Min,) 37/a (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/2 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1.540 1,615 HTU26 (Max.) 51h (2) 2x4 (10) 0.162 x 31/2 (20) 0.148 x 11/2 1,240 1,470 1,660 1,790 2,220 1065 1,265 .,430 1,540 1,910 IBC, HTfMax.l ` { .=7Jn (212x6 �:12010.162 z 31h �26P0148 x 1"1h' ` 1.970,` - 2.940 '"9 ?%0 3 5 3i905� 1.695 ' 2:530 2.85 "::80 '3,360 FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is'W'. 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 (jap) Mm Dimensions (n j Fasteners 60 DF/SP Allowable Loads SPF/HF Allowable Loads Model Heel No n" Carrying Carried Uplift Floor SnoW Roof Wmd, Uplift Floor Snow "Roof " `Wind Single 2x Sizes HTU26'(Min.) , 37/s 15/e 5tie. ^ 31h' (20) 6.162x31z (14).0.148 x 11/2 s 1175 2 040 3� 3100,;� 3100, 10 10 1;955 1,955 1,955 �`1,955 -� IBC, HTU28 (Min.) 37/a 1 1 M. 71/i6 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 71'A 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11h 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 HTU210 (Min.) ..37h,`: 1 5/8 9148: " Th (32) 0.162,x 31r2 (14) 0.148 x 11h" 1250 3 800 3,600, 3 600 3 600`. i1,075 " 2,700 2,700 2,700 2,700 HTU210 (Max.) , 91/4 :'15/e 9l6 `" 31h .(32) 0162 x 31/z • (32)0148 x.11h 3 255 4 705 5 020 3 020 ` 5 020' `2,800 3;630 3,765 3,765 3,765 Double 2x Sizes AT (Max.) 51/z 3-4s 57A6 : " 31h` '(20) 0.162 x31/z ' (20) 0.148 x3 1 910 2 940 S 2s1 3 b00; 3 50W a1;645 2,205 2205 ' 2,205 2,205 HTU28-2 (Min.) ( 37A 3316 71/16 31h (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HTU28-2 (Max.) 71/4 31A6 71'As 31h (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 1 3,820 1 4,315 4,655 5:52.0 2,610 2,865 31235 3.490 4,140 LA Y ui o` 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between I/V and IV% use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h' nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 4,855 Simpson Strong -Tie° Wood Construction Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUG products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUG is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 2e/e" or greater, at 100% of the table load. Specify HUG. • 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 HUG shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" TitenO 2 screws (Model TTN2-25134H) for concrete and'/ " x 23/," Tten 2 screws (Model 1TN2-25234H) fcr GFCMU. Follow all installation instructions and use the loads from the savvn lumber or E NP 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 3/6"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/16"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3/16" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16 x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11h" and minimum end distance of 37/a" is required as shown in Figure 1 for full uplift load. • tAlhere no uplift load is required, a minimum end distance of 1112" is penritted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 1 ile edge'"". end in . di HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall T 2 237 HU/HUC/HSUR/L ............ . ... . . . .................... . ................. . ................... ......................... ......................................................... .... .................................................... ................................................ _.­ ... . ................ Medium -Duty Face -Mount Hangers (cont.) M These products are available with additional corrosion protection. For more information, see p. 15. No" Mode F 0.. Fasteners Allql�yabl ... ... ... . . .... ...... r e Concrete Standard ' Concealed TitenO 2� TRW 2' Joist .... l �;(16 . ....... �c(10011Z HU26 HU26X (4) 1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 kun ,kd2 8X, '�6j'1/4 x,23 .,(6),1/4 x4r3/4,,., (4) 0.148 0,1�2, 0 2 OS HU24-2 HUC24-2 (4) 1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 bU262 (Min..) 'HUC26 2­' (8) f 1/4 x 23/4 (8),1/4 X-1 31i, _ (4 4ix )9.1 i�"'; '4 60 ","7,60 "HI.126-2 j!Vlax. :"-H'UC26'4',' (12)1/4'x ?Y4� 1 •(0 0.148�x HU26-3 (Min.) HUC26-3 (Min.) (8) 1/4 x 23/4 (8) 1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) 1/4 x 23/4 (12) 114 x 11/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 M n 'HUC28-2 (Nfim) 10) iWx 2�4 !,0) '14 X,1 '14, , 4 8 ON i3 Cl X_ U-0 Iw_ HU210 HU21OX (8) 1/4 x 23/4 (8) 1/4 x I Y4 (4) 0.148 x 11/2 545 2,000 760 2,415 FIU210-2,(Mln.)'.'I' I 'HUC21 0-2 (Min 14) 1�4 x 8/4 W�W'11 (6) 0.148 x 3 Awl,�� ��,� 3 500: HU210-2 (Max.) HUC216-2'(Maix.), Y4 (18 x 2?/4('1'8) 1/4 11 '14, (10) 0.1 -4'8 0 5;085`'- HU210-3 (Min.) HUC210-3 (Min.) (14) 1/4 x 23/4 (14) 1/4 x 1 (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) 114 x 13/4 (10) 0.148 x 3 1,800 1 4,500 1,800 5,085 HU212 '"I" HU212X J10) 1/4 x 2 3/4 V4 X 13)41 (6) 0.148 x1 "1,135 HU212-2 (Min.) HUC212-2 (Min.) (16) 114 x 23/4 (16) 114 X 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (2 2) 1/4 x 23/4 (2 2) 1/4 x 11/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 'PIU212_3 (Min.) HUC212-3'(%,firf.). 6) 1�4 x 2 Yi 16) 114 x 1 (6) 0.148 k 3, .. ............ H 12-3 (Max;). 4', 42 HUC212- 3,(Max.1, 1 1 7)1/4 (? 'x ?3� 2 �/4: _(2, )114 X (10)�O 1,48 x 3 0 1,8 0,- 50 5 HU214 HU214X (12) 1/4 x 2% (12) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 I HU2.14-2 (Min.) HUG214-2 (Min.) (18) 1/4 x 2 3/4 (18) 1/4 x 13/ 4,, .(8)0.1'48x3 L�11 5' :'A 00:�:: 1515: HU214-2, (Max.), HUC2142.(Max.) 4 X 2�W -1'/4 13/4. x 1 (24)1 (12)0 (12) X3 . .... ..... '�K .... ....... ... ... .. ... . HU214-3 (Min.) HUG214-3 (Min.) (18)1/4 x 2% (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 2% (2 4) 1/4 x 11/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 (18 1/4 X 2:P/4 �A X 13/4 (8) 0.14 k 11,� ... . .......... 6k� � i!: � � � �, � �,� f, 6 15 :-2920_�,'i HU216-2 (Min.) HUC216-2 (Min.) (2 0) 114 x 23/4 (2 0) 114 x 13/4 (8) 0.148 x 3 1,515 4:920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (2 6) 1/4 x 23/4 (2 6) 114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216-3,(MIn.)­I, HUC216-3 (Min.) (2 0) 1/4 x'2 -3/4 (2 0) 114 x I 3/i (8) 0,148 X 1 .... 515 .. .. .. .......... 4 920 i:,11;5 ............ 4,920 HU216-3 (Max.,)-", �HUU4-3(Max:) (26)�1/4 x12-/, 13 /4 1 01 5 ';085:�';: Of 5 HU7 (Min.) (Not available) (12) 1/4 x 23/4 (12) 1/4 x 1 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16) % x 23/4 (16) 1/4 x 11/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 (Not available) 9:1/' (10 AX23/4'' 8),1/4 x 13/4', 1 @) 0.148,,k 1/2 1 1 35'­'��:,` 1 I HU9 Max.) (Not available), (24) 114 x-12�Yv 1/4x 13/4- (10) 0A48 x! Ih 1445, HUIII (Min.) (Not available) (2 2) 1/4 x 2,3/4 (2 2) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU1 I (Max.) (Not available) (3 0) 1/4 x 23/4 (3 0) 1/4 x 13/4 (10) 0.148 x 1112 1,445 3,735 1,445 3,735 H614 (Min.) available) (2 8)'1/4 x 2 3/1 -,,/ (28)14 x,I 3/4, :1, P 0.148 xli/2 :3,485 ��"IY.,(Not,ava 0,14 (Max) la- (3"6) x 2*4'_",- @ 1/4 X 1 6) ��4 --.(14) 0:1 5 ;ode Ref; 238 STAGGER JOINTS - UPLIFT/SHEAR ANCHOR`S q EACH TRUSS - SEE B/SKI PLAN NOTE: ADD'L FRAMING NOT SHOUN FOR CLARITY RAISED HEEL TRUSS BEARING(A SC&E, NTe SKI r:D HEEL ROOF TRUSSES ROOF SHEATHING- SEE F PLAN SOFFIT)FASCIA- SEE ARCH: RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING t RIBBON BOARD- SEE FASTENING TO N Lu SCHEDULE FOR SPACING t TRUSSES FASTENING TO TRUSSES WALL SHEATHING -SEE PLAN -= MIN. 15/32' CDX PLYWOOD OR l/I6' 055 WITH 8d GUN NAILS MA50NRY WALL- (0.131' X 2 1/2') B 6' O.G. TO UPLIFT/5HEAR GYP. CEILING- SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN 1 TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL. TRUSS BEARING E3 BCXE:NTB SKI R1650N SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT WIt=165 MPH (2)12d GUN (0.131' X 3') (vaed=128 MPH) 2X4 SPF'2 24' TO EACH TRUSS, (4) Exp. B, NAILS AT JOINTS ENCLOSED wit-180 MPH (2) 12d GUN (0.131' x 3'1 (Vaed-139 MPH) 2X4 SFF02 16, TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED E o o SNEETTIttE: WdeOry oflul FOR cMFD MFfL VODP IPUSdFS SNEEf INFORMATION: x,Ild DdIERSYEP. ,IDd.ld EPV EWEDBY: S K.1 ALPINE AN[TIJCCMP W ;January 10; 2020. Carpenter Contractors of America, Inc. '3900 Avenue G, NW Winter -Haven, FL 33,880-6201 Dear Matt: 1t has come to my attention that some questions were raised concerning 5/8" diameter holes.drilled thru the chords (wide face) of sys42 gable end trusses to allow for threaded rods used for "tiedowns." If these gable ends are over continuous support with one face,fully.sheathed and the holes are drilled about the centerline of the wide face no close than.4' O.0 without darnaging any connector plates or verticalwebs then no repair is required. The truss only supports 2 feet of floor loads and no additional load. If you have.any questions, please give me a call. Sincerely, `g{t{{IIIi11Rtlt/j No. 86367 fir. _*' •,##' �'. STATE OF ORVV'' ii�'�rsso ,t, RjQ �L`►` Yoonhwakir 6750 Forum Drive, Suite 305, Orlando, FL 32821 - (800) 521-9790 - (863) 422-8685 www:alpineitw.com tx No. 863 7 • �* • s •� STATE OF �7 20 •` � 0- Thus docwnert has bean •isv vd,;* signed and ve&W using a Dig W S€gnaduis. print" copies wilhotden origret signet"mustbe veditd using tics ori*W etedrordcversion. I ALPINE an r-W X +.Pan' FL REG# 278, Yoonhwak Kim, FL PE 986367 Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com SIte,l formation: po a 1: . Customer Carpenter Contractors of America I Job Number: N334502 Job Description: 7A5/320 ,1,82ED,F' ;RH01 / 1828/CALI/4EBB ELEV.D/F Address: J©b En ineerkn Criteria., Design Code.: FBC 2017 RES lnteiiiVlEW Version: 18.02.01 through 18.02.01A JRef #: 1 WXd89750091 Wind Standard:: ASCE 7-10 tend Speed (mph): 160 Roof Load (pst): 20.00- 7.00- 0.00-10.00 Building Type. Closed Floor Load s : None This package contains general notes pages, 21 truss drawing(s) and 2 detail(s). Item Thawing Number Truss'' 1 211.20.1438.19563 Al 3 211.20.1438.19968 A2 5 211_20.1438..20655 A4 7 211,20.1438.20155 A6 9 211.20.1438.20935 A1.0 11 211,20.1438.21029 Al4G 13 211.20.1438.21216 B2GE 1:5' 211.20A438.21169 C2GE, 17 211.20,1438.20453 EJ2 19 211.20.1438.20031 CJ3 21 211.20.1438>21.091' HJ7 23 GBLLETIN0118 item , " ®rawrrig t�urrih�r , T'rtass ; 2 211:20.1438.21138 A1A 4 211.20.1438.20811 A3 6 211.20.1,438.20062 A5GE 8 211.20.1438.20717 A8 10 211.20.1438.19578 Al2 12 211.20.143821326 81 14 21120.1438.19750 C1 16 211.20.1438.20452 EJ7 18 211.20.1438,19921 CJ5 2Q 211;20.1438.20344 CJ1 22 A16015ENC101014 Florida Certificate of Product, Approval #FL1999 Printed 7/29/2020 2:44:06 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 131, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 101714 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRefA WXd89750091 T10 FROM: RWM Qiy: 16 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19563 Truss Label: A7 KD / YK 07/29/2021 6'1"7 12'11"15 19'10" 26'8"1 33'6"9 39'8" 6'1"7 6'10"8 6101 6'10"1 6'10"8 6'1"7 t� 0 73 L,1 10' f T 10� Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.11Tx2.5",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. 5X5 E 39'8" 91101, 9101, 19,10" 29'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.222 K 999 240 Lu: NA Cs: NA VERT(CL): 0.385 K 999 240 Snow Duration: NA HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.616 TPI Std: 2014 Max BC CSI: 0.982 Rep Fac: Yes Max Web CSI: 0.527 FT/RT:20(0)/l 0(0) Plate Type(s): VIEW Ver: 18.02.01A.0205.19 WAVE Q, iA� WA,k 4�'0 50 � � •f 1 +! p w 9 B w STATE OFF® cug Zo 0 10, 1' 39'B"� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1709 /- /- /961 /308 /445 H 1710 /- A /961 /308 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Reg = 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 Wind r�V i a �(,f�! Wind loads based on MWFRS with additional C&C °' ��ha1®o < <✓RIV Ta I,- member design. °i S 6 0 40 ale ® p Additional Notes 0"odui/SON ` ( 0� Refer to General Notes for additional information FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING*' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly attached, rapid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or 910, as applicable. Apply pIates to each face otptruss and position as shown above and on the JoiniDetails, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinhQComponents 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 drawinq or cover pa e n. The suitability ALPINE M nW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 if use of this drawing for any structure is the re: more information see this job's general notes page and these web SEQN: 101705 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXd89750091 T25 / FROM: RWM Qty: 1 ,7A51320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21138 Truss Label: A1A KID / WHK 07/29/2020 13' -�' 1711"22T19''' 2308" F 38144 I 39'8" "+7'111122 14 28T11"2 =—SXS F 39'8" 9 4'10'7 1'11"141'11"14 6'8" 8'0"11 9 13'1417' FTF 31'8"11 4 5'0"2 Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.304 P 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.568 P 831 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.131 K - - Des Ld: 37.00 XP: C Kzt: NA E HORZ(TL): 0.244 K - - Code / Misc Criteria NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.790 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.979 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.988 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 18.02.01A.0205.19 Wind Duration: 1.60 WAVE, HS Lumber Top chord 2x4 SP #2 N :T1 2x4 SP #1: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W6, W8, W9, W11 2x4 SP #2 N 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. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information ** BC TO BE REMOVED IN FIELD AFTER TRUSS INSTALLATION IN AREA SHOWN. 7'11"5 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /308 /445 1 1556 /- /- /961 /308 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1431 - 2748 F - G 1352 - 2068 C - D 1829 - 3524 G - H 1201 - 2104 D - E 1428 - 2553 H - 1 1445 - 2776 E - F 1514 - 2530 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2376 -1108 L - K 2402 -1133 Q - M 3085 -1311 K - I 2405 -1134 ,ii, Q/ 111lIt*/i r t Maximum Web Forces Per Ply (Ibs)/ Webs Tens.Comp.eComp. 0 CS 512993 MF 1687881 +A�V p 7 C - Q 0 1 � 0 G7 � � J s S - Q 771 - 228 M - L 1746 - 618 2594 -1210 F - L 520 - 425 ® e ® o Q - D 1079 - 502 L - H 458 - 686 646-1221 e ®wD-M o a P� STATE OF 00 y(� 4 j< i� t 90®6�� O �ON1 fie, , 1. �ll(1iIlsk%0 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bra installed per BCSI sections 63, 67 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the J0 nt9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the MnWCOMPAW truss in conformance with ANSIfI PI 1, or for handlin shlppinq, installation and bracing of,trussesA seal on this drawing or cover page , , 6750 Forum Drive listing this drawing indicates acceptance of pro esstona engineering responsibility solely for the design shown. The suiTablllty Suite 305 and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpireitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .corn; ]CC: www.icrsafe.org Orlando FL, 32821 SEQN:101706/ HIPS Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXd89750091T9 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19968 Truss Label: A2 / YK 07/29/2020 6'1"7 12'6"15 19, 6'17 6'S"8 6'5"1 ;5X5=5X5 E F 39'8" 27'1"1 336"9 39'8" 6'5"1 6'S"8 6'1"7 110' 0' 9'10" 19+ '10" 29'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.172 L 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.321 L 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 K - - Des Ld: 37.00 XP: C Kzt: NA E HORZ(fL): 0.123 K - - Code / Misc Criteria NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.480 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.856 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.669 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 18.02.01A.0205.19 Wind Duration: 1.60 WAVE Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N 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. Additional Notes Refer to General Notes for additional information o N0, 86367 .a �® STATE OF 0 e��9 10, 399''88" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /964 /309 /428 1 1556 /- A /964 1309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 I Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1511 - 2800 F - G 1123 -1779 C - D 1415 - 2521 G - H 1415 - 2521 D - E 1123 ' 1779 H - 1 1511 - 2800 E - F 1093 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1206 L - K 2030 - 941 M - L 2030 - 911 K - I 2444 -1216 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -192 L - F 548 - 381 D - L 482 - 683 L - G 482 - 683 E - L 548 - 381 G - K 508 -192 ZeORIQ • FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care Component Safety Informatior bracing per BCSI. Unless note attached rigid cei!my. Locatiol as applicable. Apply plates tc drawings 160A-Z for standard more information see this in hQComponents Group Inc., shall not be responsible for any deviation from this drawing,anv failure to build the 31 PI 1, or for handlin j shipping, Installation and bracing of.trussesA seal on this drawilig or cover pa e . . s acceptance of pro- essiona engineering responsibility solely for the design shown. The su dbility r any structure is he responsibility of the Building Designer per ANSI/TPI 1 Sec.2. neral notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org• SBCA: www.sbcindustry.com; ICC: www.iccsaf AL NE u+mvcoMpmy 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN:101707/ COMN Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXd89750091 T2 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20811 Truss Label: A3 / YK 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 6'17 12'11"15 19'10" 24'4" 6'1"7 5'10"8 B'10"1 4'6" =5X5 E B3 1114X4 33'6"9 39'8" 979 20'8" 5'8" 10' 4 + 10' 19'10" 24'4" Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.042 M 999 240 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.082 M 999 240 Risk Category: II Show Duration: NA HORZ(LL): 0.013 J - - EXP: C Kzt: NA HORZ(TL): 0.024 C Code / Misc Criteria Mean Height: 15.00 ft Creep Factor: 2.0 TCDL: 4.2 psf BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.968 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.797 C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.550 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 18.02.01A.0205.19 Wind Duration: 1.60 WAVE Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 :133, B4 2x4 SP #2 N: Webs 2x4 SP #3 :W3, W4, W5, W7 2x4 SP #2 N: 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. Additional Notes Refer to General Notes for additional information WARNING! This truss is not symmetric, but its exterior geometry makes erection error more probable. It is imperative that this truss be installed properly. ,'>ty11jOf0lrjFFfPl a A-CEN P No. �6367 o e o P.13 Vm STATE OF m ic,� l® p ®'C1� �►t 13'4" 10, 1' 39'8"� ♦Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 871 /- /- /627 /188 /445 N* 323 /- /- /150 /67 /- H 508 /- /- /445 /164 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 68.0 Min Req = - H Brg Width = 8.0 Min Req = 1.5 Bearings B, N, & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 636 -1330 G - H 255 - 579 C - D 532 -1037 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 554 K - J 847 - 668 M - L 743 - 371 J - H 484 -153 L - K 861 - 695 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 558 - 225 K - F 861 -1602 D - L 512 - 723 F - J 573 - 306 L - F 785 - 304 J- G 408 - 484 ���aiall�ltieu�+h� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly Id ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910 e. AppTy plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. f7efer to' 60A-Z for standard plate positions. of rl NI 1, or for handling shipping, inst,, acceptance of roTesstonar engl any structure is the responsibility :ral notes page and these web sites: ALPINE: from this drawing,any failure to build the seal on this drawing or cover pa e , for the design shown. The suit9ablllty ALPINE M m COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101708 / HIPS Ply: 1 Job Number: N334502 Cust: R8975 JRef: 1WXd89750091 T8 ! FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20655 Truss Label: A4 / YK 07/29/2021 m 0 m 73 7'10"14 17' 22'8" 7'10"14 9' 1 "2 5'8" 5�5X5 =5X5 D E 39'8" 31'9"2 39'8" 9' 1 "2 7'10"14 10' 9'10" 9'10" + + 10' 19,101, 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 Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.149 J 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.279 J 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.060 1 - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.112 1 Code / Misc Criteria NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf CreepFactor: 2.0 Soffit: 0.00 BCDL: 5.psf Bldg Code: FBC 2017 RES Max TC CSI: 0.760 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.863 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.629 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 18.02.01A.0205.19 Wind Duration: 1.60 WAVE Lumber Top chord 2x4 SP #2 N :T2, T4 2x4 SP 240017-2.0E Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1. W6 2x4 SP #3: Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.11Tx2.5",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. Additional Notes Refer to General Notes for additional information fees 010, M1 i '9^- STATE OF vQ a 10' 1' 39'8"�� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /387 G 1552 /- /- /965 /318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min 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 - I 770 - 462 D - J 388 - 234 1 - F 403 - 448 Os S 00.0 ONAI- FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building t Safety Information, byy TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted dtherwise,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 bracingq installed per BCSI sections 63, B7 or 810 e. AfpTy plates to each face ofptruss and position as shown above and on the Joint Details, unless noted otherwise. f7efer to 60A-Z for standard plate positions. of -1 PI 1, or for handling, shippintq, inst acceptance of pro�fesslona engi any structure is fhe responsibility ral notes page and these web sites: ALPINE: this drawing,auV failure to build the on this draw! g or cover paqe he design shown. The suitability AL NE AN IIw compA Y 6750 Forum Drive Suite 305 Orlando FL, 32821 TPI: SEQN: 101607! COMN Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXd89750091 T11 / FROM: RDP Qty: 1 ,7A5l320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20062 Truss Label: A5GE / YK 07/29/2020 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 1711'15 11'4 ' 73'15 '4 6'17 9'10' 1q'8' 19'10' 21'1� ' 23'1 260'K7 33,'19 39'8' F-rr� =5K A 21' i5 i 13'8' -� F7'i 10' } tr + s' } 37e' + 3• + r +1•_i 10' 21' 2fi' 29'8° 32'8° 39'8" 1 21'11'12 1 310-8-1 139'12 -{ Wind Criteria Wind Sid: 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 to 2h C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N :131 2x4 SP #1: Webs 2x4 SP #3 :W7, W14, W15, W16 2x4 SP #2 N: Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 10.67 TC: From 96 plf at 10.67 to 96 plf at 32.67 TC: From 56 plf at 32.67 to 56 plf at 40.67 BC: From 20 plf at 0.00 to 20 plf at 39.67 BC: 128 lb Conc. Load at 23.21,23.79 PL: 136 lb Conc. Load at (23.27, 9.98), (23.80.9.98) Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.115 AE 999 2� VERT(CL): 0.228 AE 999 2� HORZ(LL): 0.049 1 HORZ(TL): 0.097 1 Creep Factor: 2.0 Max TC CSI: 0.870 Max BC CSI: 0.902 Max Web CSI: 0.970 VIEW Ver: 18.02.01A.0205.19 Additional Notes Refer to General Notes for additional information Im Rc ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL B 768 !- /- /510 /331 /445 AB 2344 !- A /923 /1010 /- Z 1089 A A /506 /358 /- T 516 A A /407 /224 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 3.3 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z. & T are a rigid surface. Bearings B, AB, Z. & T require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 476 -1085 I - J 395 - 201 C - D 373 - 809 J - K 395 - 206 D - E 413 - 753 K - L 551 - 272 E - F 427 -751 L - M 613 -304 F - G 417 - 669 M - N 511 - 252 H - 1 377 -189 S - T 254 - 600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-AH 918 -486 AD -AC 528 -304 AH-AG 528 -304 AC -AB 404 - 327 AG-AF 528 -304 X - W 483 -157 AF-AE 528 -304 W - V 483 -157 AE-AD 528 -304 V - T 483 -157 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. I,� % � i bNAH-AI 519 -280 AB -AR 283 -523 r•�t�� �. I-AJ 557 -300 AR -AS 380 -561 •01 N, B , 1�- GJ-AL 492 -941 AW- N 241 683 (Aj t AL -AN 474 -922 N-AX 678 -347 AN -AP 494 - 960 AX- X 687 - 342 AP -AC 518 -995 X-AZ 291 -477 AC- K 794 -491 AZ -BB 277 -470 K -AB 570 -1384 BB- S 305 -454 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 e���sr��i�nrrrr►Po !j o J, No, 86367 STATE OFF �� *"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, installingand 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 bra n installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the Join�Detalls, unless noted otherwise. f7efer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,� �M,F,,,. truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of•trussesA seal on this drawing or cover pa e , . 6750 Forum Drive listing this drawing indicates acceptance of proTesstonar engineering responsibility solely for the design shown. The suii�ablltty and use of this "awing for any structure is the responsibility of the Building Designer per ANSIffPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitmcom; TPI: www.t inst.org; SBCA: www.sbcindustry.com; ICC: www.imsafe.org Orlando FL, 32821 SEQN: 101710 / HIPS Ply: 1 Job Number: N334502 Cust: R 8976 JRef:1 WXd89750091 T7 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20155 Truss Label: A6 / YK 07129/2( �1 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T10"14 T10"14 10, 10' 15, T1"2 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 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 Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.0E: Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 24'8" 98" 31'9"2 39,8" 71"2 T1014 6X6 =6X6 D T3 E 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pt. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes ,FT/RT:20(0)/10(0) Plate Type(s): WAVE 9' 10" 29'8" Defl/CSI Criteria PP Deflection in lob L/defl U# VERT(LL): 0.159 J 999 240 VERT(CL): 0.298 J 999 240 HORZ(LL): 0.061 1 - - HORZ(TL): 0.115 1 Creep Factor: 2.0 Max TC CSI: 0.913 Max BC CSI: 0.867 Max Web CS 1: 0.572 VIEW Ver: 18.02.01A.0205.19 �t��t����rrrrrrr�o iQ 4�4 WAk Pop r No.86367 • s • o STATE 4F io m 10, 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /962 /328 /346 G 1552 1- /- /962 /328 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min 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 - I 628 - 363 ®'��NAI. ;t !!!!l1111119 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! '•IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable. Apply plates to each face o?iruss and position as shown above and on the JoinCDetails, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Alpine. a division of ITW Buildino Comoonents Groun Inc. shall not be resnonsible for anv deviation from this drawing an failure to build the on this drawirfg or cover pa e Le design shown. The suit9ability AL NE AN IiW COMDANV 6750 Forum Drive Suite 305 Orlando FL, 32821 s arawmg for any structure is the respon see this job's general notes page and these web sites: SEQN: 101711 / HIPS Ply: 1 Job Number: N334502 Cust: R8975 JRef:1WXd89750091 T6 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20717 Truss Label: A8 / YK 07/29/2020 6'9"4 13' 19,10" 26'8" 32'10"12 39'8" 6Z'4 6'2"12 6'10" 6.10" 6'2"12 6'9"4 5X5 III 2X4 = 5X5 D E F 12 6 k2X4 W 2X4 C o G `2 to W3 B H A I s a �8'8" 4X6(A2) -5X5 =5X8 =5X5=4X6(A2) 39'8" 9'10.. 9.10" 10, 1' 10' T 19,10" 2918„ r 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# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 /716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 !- /- /953 7716 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 J - - Wind reactions based on MWFRS Mean H eight: 15.00 ft t: Code / Misc Criteria Creep Factor: 2.0 NCBCLL: 10.00 TCDL: Height: p B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.502 H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.864 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.431 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: 18.02.01A.0205.19 Lumber B - C 1617 -2780 E - F 1504 -2289 C - D 1545 - 2523 F - G 1544 - 2523 Top chord 2x4 SP #2 N D - E 1504 - 2289 G - H 1616 - 2780 Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens: Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1306 K - J 1982 -1003 member design. L - K 1982 -973 J - H 2421 -1335 Additional Notes Refer to General Notes for additional information Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. wA>�,�- d•,, L D 535 a e`W' - -255 K - F 425 -251 F - J 535 255 so 4 E K 306 391 t) A� - - r va STATE OF p%p• F� OR10� � .ems® s S+ • o Bee rye, S,/ ®01111A FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face oftrussand position as shown above and on the Join "Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. 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 ANMCOMPAW truss in ANSLO1 1, conformance with or for handlin4, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e.. 6750 Forum Drive listing this drawing indicates acceptance of pro) essiona. engineering responsibility solely for the design shown. The s illPability and use of this gnawing 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 ineiNv.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN:101712/ HIPS Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXd89750091 T5 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EB8 ELEV.D/F DrwN 211.20.1438.20935 Truss Label: A10 KD ! WHK 07/29/2020 "__ 28'8" 33'10"12 39'8" '{' 4 5'2"12 8' 9'8" 5'2"12 5'9"4 5X5 - 5X5 a 5X5 D T2 E T3 F 12 6 • 2X4 W 2X4 T C G o n W3 to B H A J_0,8'8" 4X6(A2) -5X5 -5X8 -5X5=4X6(A2) I- 39'8" �1. 10' 9'10" 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in Ioc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /940 /718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 A EXP: C Kzt: NA 0.127 J - - Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Code TCDL: 4.2 psf H Br Width = 8.0 Min Re Soffit: 0.00 Bldg Code: FBC 2017 RES Max TC CSI: 0.628 9 q = 1.8 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.864 Bearings B & H are a rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.975 Members not listed have forces less than 375# FT/RT:20 0 /10 0 Loc. from endwall: not in 9.00 ft () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Lumber B - C 1669 -2804 E - F 1722 -2695 C - D 1547 - 2533 F - G 1552 - 2539 Top chord 2x4 SP #2 N :T2 2x4 SP #1: D - E 1785 -2775 G - H 1663 -2797 :T3 2x4 SP 2400f-2.0E: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind B - L 2449 -1362 K - J 2163 -1133 Wind loads based on MWFRS with additional C&C L - K 2146 -1090 J - H 2440 -1384 member design. Additional Notes Maximum Web Forces Per Ply (Ibs) �t111f1o)�� �lWebs Tens.Comp. Webs Tens. Comp. Refer to General Notes for additional information W ti ,00, � ' � h�•L - D 470 -163 K - F 628 - 373 � A -465 F-J 466 151 �:j G+`d44, E-K 4 -538 9* No.86367 P� m® STATE OF o g °tea Iro '10d44d111111111ek� 1 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety to these functions. Installers practices prior performing shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached riqid ceilin Locations shown forfpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. App y plates to each face as unless noted otherwise. f7efer to o truss and position as shown above and on the J., • drawings 16OA-Z for standard plate positions. ALPINE Alpine, a division of ITW Build in Components Group Inc., shall not be responsible for any deviation from this drawing,anZ failure to build the ,s, ti�o,� k,, truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of•trussesA seal on this drawl g or cover pa e , , 675o Forum Drive listing this drawing, indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability and this drawing for is the Designer Suite 305 use of any structure the responsibility of Building per ANSIlTPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .com; ICC: vAVWAccsafe.org Orlando FL, 32821 SEQN:101713/ HIPS Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXd89750091T4 / FROM: RWM Qty: 1 7A51320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DnwNo: 211.20,1438.19578 Truss Label: Al2 / YK 07/29/2020 9' 17' 22'8" 30'8" 39'8" 9' 8' S'e" 8' 9' ,5X5 -5X5 =4X4 =5X5 C T2 D E T3 F T 12 6 o (a) W (a) W5 B G n 1 A 3 4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2) l 39'8" 10' 9'10" 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 /720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /- EXP: C • Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.150 I - - Wind reactions based on MWFRS NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.939 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.897 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac:'Yes Max Web CSI: 0.306 Members not listed have forces less than 375# FT/RT:20 0 0 Loc. from endwall: not in 9.00 It()/10 () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Lumber B - C 1595 -2705 E - F 1607 -2478 C - D 1608 - 2478 F - G 1595 - 2704 Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: D - E 2001 - 3233 Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint B - K 2330 -1246 J - 1 3176 -1733 to be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -1732 1 - G 2329 -1275 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at bath ends to a suitable support by erection contractor. rj �Q It It I t ortt Maximum Web Forces Per Ply (Ibs) restor lieu CLR yllA k �riWebs Tens.Comp. Webs Tens. Comp. f be used in raint substitute (1) scab snide ��aQN�.{ scabs for (2) CLR'S where shown. Scab �� 0 off! s o �� ��e C - K 718 -313 E - I 529 834 0 i K - D 527 - 832 1 - F 718 - 314 reinforcement to be same size, species, grade, and a� ® `CrE+ Y S 4 ,i 80% length of web member. Attach with 0.128x3" gun s i nails @ 6" oc. ® A to 8 36 7 ` Wind 7�' w Wind loads based.on MWFRS with additional C&C ► o �° o member design. a .� a e 4 o STATE 4F a .1 Additional Notes90 Refer to General Notes for additional information 119, ` e. a• �O av�s0/0- IfJNAb 1� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 '"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI anSBCA) 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 propperly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin insjailed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face ortruss 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 Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,apy failure to build the a+m co�r�wv truss in conformance with ANSI 1, or for handlinT shlppinq, installation and bracing of,trussesA seal on this drawing or cover page, , 6750 Forum Drive listing this drawing, indicates acceptance of pro) esstonar engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the the Building Designer ANSIfTPI 1 Sec.2. Suite 305 responsibility of per For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: wvm.tpinst.org• SBCA: www sbcindustrycom• IC6 v✓ww iccsa`e org Orlando FL, 32821 SEQN: 101725 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1VVXd89750Q91 T31 / FROM: LPM Qty: 1 7A51320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211 20. 1438.21029 Truss Label: A14G KD / WHK 07/29/2020 7' 13' 19' 28'4" 32"" 39'8" 9,4,E 44" 7' i %6X6 =4X4 =8X10 =H1014 'z6X6 12 C D T2 E T3 F T4 G T 6� T o (a) W m (a) �n r B H ;it A a SX5(A2) =H0510 =4X4 =6X8 1115X5K B3 -4X6 =3X6(A1) 1 28'4" 11'4" 1010"4 5'1"12 44 44 7 + + +1� 8' 18'10"4 24' 28'4" 32'11 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udef! U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 240 Loc R+ / R- / Rh / Rw / U / RL SCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240 B 1922 /- /- /- /884 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 P P /- /1911 P FJ(P: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.091 L - - H 80 /- /- /- /60 /- Mean Height: 15.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.846 B Brg Width = 8.0 Min Req = 1.6 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.844 K Brg Width = 8.0 Min Req = 5.9H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819 Bearings B, K, & H are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, K, & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS VIEW Ver: 18.02. 01 A. 0205 -19 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP #2 N :T2, T3 2x6 SP #2 N: B - C 1596 - 3565 E - F 169 - 505 :T4 2x6 SP SS: C - D 1465 -3467 F - G 400 -180 Bot chord 2x4 SP 2400f-2.OE :63 2x4 SP #2 N: Webs 2x4 SP #3 :W6 2x4 SP #2 N: D - E 1332 -3056 G - H 538 -269 Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint Chords Tens.Comp. Chords Tens..Comp. to be equally spaced. Attach with (2) 8d Box or Gun B - N 3126 -1377 L - K 786 -1874 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable (�l1�;� N - M 3815 -1821 K - J 786 -1874 ���f1491 support by erection contractor. L ! W /t Off, M - L 2986 -1327 J - H 179 - 399 (a) or scab reinforcement may be used in lieu of CLR • s • • • lp0 restraint. substitute scab for CLR +�©• • ®/ pi'j Maximum Web Forces Per Ply (Ibs) (1) (1) and (2) ��� r+ E S •• � scabs for (2) CLR'S where shown. Scab ,�® o �, F Webs Tens.Comp. Webs Tens. Comp. reinforcement to be same size, species, grade, and ® ® i 80% length of web member. Attach with 0.128xY gun • No, 8636` C - N 1089 -274 L - F 3047 -1224 nails @ 6" oc. % N - D 440 -430 F = K 2007 -4053 • p '0 D - M 568 - 883 F - J 1889 - 778 .. Loading ® •� © „ M - E 834 67 G - J 344 528 #1 hip supports 7-0-0 jacks with no webs. :'C1 • • o E - L 1423 - 3051 m STATE 4F cv �V A• Wind �j h�,, 1 Wind loads and reactions based on MWFRS. "o� •! CQi��Q�v C art' •0rtOE• 1.e SZ�o �`,P4 tes Addtional Refer to Gene al Notes for additional information WARNING! This truss is not symmetric, but its exterior geometry makes erection error more probable. It is imperative that this truss be installed properly. FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for 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 of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to drawings 160A-Z far standard plate positions. ALPINE Alpine, a division of ITW Building Components Group Inc, shall not be responsible for any deviation from this drawing,an failure to build the �, �,,,�,,. truss in conformance with ANSIrI PI 1, or for handlin shippinq, installation and bracing of.trussesA seal on this drawing or cover e, pa . 6750 Forum Drive listing this drawing indicates acceptance of ro) esstonaQ engineering responsibility solely for the design shown. The suitabdlty and use of this drawing, for any structure is the the Building Designer ANSI/TPI 1 Sec.2. Suite 305 responsibility of per For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org: SBCA: www.sbcindus .com; ICC: www.icrsafe.org Orlando FL, 32821 SEQN: 101715! COMN Ply: 1 Job Number: N334502 Cust: R8975 JRef:1WXd89750091 T20 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21326 Truss Label: Bt KD / WHK 07/2912020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 57A 5'7"4 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 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 10'8" 5.0"12 168"12 21'4" 6012 57"4 =4X4 D 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 54" 13'4" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.047 H 999 240 VERT(CL): 0.088 H 999 240 HORZ(LL): 0.020 G - - HORZ(TL): 0.037 G Creep Factor: 2.0 Max TC CSI: 0.433 Max BC CSI: 0.617 Max Web CSI: 0.260 VIEW Ver: 18.02.01A.0205.19 11/ jj1114i/!/r %NOA46 a No.86367 0 STATE DE 8' 21'4" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 864 /- /- /529 /397 /229 F 805 /- A /396 /360 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1226 -1344 D - E 1201 -1152 C - D 1152 -1146 E - F 1286 -1351 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1152 - 995 G - F 1161 - 996 H - G 795 - 554 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 428 - 284 D - G 394 - 374 H - D 383 - 355 G - E 433 - 289 1-4 of OR FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have brac.'In installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face ofPtruss and position as shown above and on the Join Details, unless noted otherwise. f�efer to' drawings 160A-Z for standard plate positions. ss In comormance wlm ANN/ I M 1, or Tor m ing this drawingq indicates acceptance c d use of this drawing for any structure i more information see this job's general notes page and from this drawing,any failure to build the 1 seal on this drawing or cover page r for the design shown. The suifabillty ANSI/TPI 1 Sec.2. ALPINE AN RW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101716 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef: 1WXd89750091 T3 / FROM: RWM City: 1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: •211.20.1438.21216 Truss Label: 132GE KD / WHK 07/29/2020 10,8" } 21'4" r 10.81. (TYP) =4X4 F Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 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 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information See DWGS At6015ENC101014 & GBLLETIN0118 for gable wind bracing and other requirements. bXb 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 R 999 240 VERT(CL): 0.007 R 999 240 HORZ(LL): 0.005 L - - HORZ(TL): 0.005 L Creep Factor: 2.0 Max TC CSI: 0.228 Max BC CSI: 0.176 Max Web CSI: 0.086 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 245 /- /- /137 /106 /244 J* 72 /- !- /35 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 248 Min Req = - Bearings B & B are a rigid surface. Bearings B & B require a seat plate. Members not listed have forces less than 375# i��ii11f1111/t�rP AHWA �l o �•, ®o va� r Ys� +� �i No, 86387all a . to 01� STATE OF A " �b Of, S 00isaa V FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an fabricating, for sa ety 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 ,jid ceilingq Locations shown for permanent lateral restraint of webs shall have brac!n installed per BCSI sections B3, B7 or B10 e._ AppTy plates to each face_ oftrussand position as shown above and on the Join�Details. unless noted otherwise. kefer to' Alpine?a division of truss in conformance listing this drawingq and use of this d * For more information see I rl 1, or tor r acceptance any structure n this drawing,any failure to build the al on this drawing or cover pa e r the design shown. The PuiPabillty 51/TPI 1 Sec.2. SBCA: www.sbcindustry.com:ICC: www.iccsaf ALPINE MI Compmy 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101717 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef: 1WXd89750091 T19 / FROM: RWM Qly: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19750 ' Truss Label: C1 / YK 07/29/2020 fo 0 C, a3 7' 14' 7' 7' 11146 14' 1 71 7' i 7' 14' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 1.60 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA D Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES 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): 0.014 E 999 240 VERT(CL): 0.025 E 999 240 HORZ(LL): 0.009 E - - HORZ(TL): 0.013 E Creep Factor: 2.0 Max TC CSI: 0.761 Max BC CSI: 0.542 Max Web CSI: 0.119 VIEW Ver: 18.02.01A.0205.19 M ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 588 !- /- /371 /272 /158 D 527 /- /- /304 /234 /- 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 777 - 740 C - D - 809 - 739 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 598 - 536 E - D 598 - 536 ♦��`aMMaAll lIIIII M/fett 1 a e NO. 86367 r o s STATE OF SOON A'L l f 1 f 1111 0% FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly aaId ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10 le. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. (refer to' 60A-Z for standard plate positions. of truss In conTormance wrin HNJI/ I YI 1, or Tor nanaiing, snipp listing this drawing indicates acceptance of ro essror and use of this grawing for any structure is the respon For more information see this job's general notes page and these web sites: any deviation from this drawing,any failure to build the ig of,trussesA seal on this drawing or cover paqe sibillty solely for the design shown. The suifabillty )esigner per ANSI/TPI 1 Sec.2. TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE M fIW COMFAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101718 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXdB9750091 T1 / FROM: RWM Qty.. 1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21169 Truss Label: C2GE KD / WHK 07/29/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 ` 5' ')' 2' (n'P) 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 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information See DWGS Al6015ENC101014 & GBLLETIN0118 for gable wind bracing and other requirements. 4X4 D 14' 14' 14' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 14' 7' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.005 J 999 240 VERT(CL): 0.008 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.277 Max BC CSI: 0.196 Max Web CSI: 0.137 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Lac R+ / R- / Rh / Rw / U / RL B* 68 /- /- /38 /30 113 F 268 /- /- /205 /134 /- Wind reactions based on MWFRS B Brg Width = 159 Min Req = - F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C -J I I lliryr/�f i%NaNH Ak r'`% me No. $6367100 a� Q STATE 4F e� r O J�Ae►1b'�� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 461 -238 H - E 461 -238 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly id ceiling Locations shown for ermanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or 810 e. App7y plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. of any structure is the responsibility of the !ral notes page and these web sites: ALPINE: www.a his drawing,any failure to build the on this drawing or cover page Le d, esign shown. The suifablllty ALPINE AN rTW CCMPAW 6750 Forum Drive Suite 305 Odando FL, 32821 TPI: SEQN: 101723 / EJAC Ply: 1 Job Number: N334502 Cust: R 8975 JRO:IMC189750091 T15 / FROM: HMT Qty: 14 ,7A5/320 ,,82ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20452 Truss Label: EJ7 / YK 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N T �— 1' 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 4.50 ft GCpi: 0.18 Wind Duration: 1.60 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. 7' 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): 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: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- A /259 /117 /173 D 127 A A 1101 /20 /- C 171 A A /91 /133 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# `a,��ot��rtrir►�►,�i W �GElY �;�"i�°f� a d s i No.86367 � C r s STATE OF ��r�s�a•�pgQ®A b� �' d�®Ofd�C+�aA+dA� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of. BCSI (Building it Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly ae ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, fle. AppTy plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. n of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,an failure to build the ance with ANSI PI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pa e , ?ring indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The suicabllity israwing for any structure is the responsibility of the building Designer per ANSIrrPI 1 Sec.2. ALPINE AN RW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.or9: SBCA: www.sbcindustry.com: ICC: www SEQN: 101729 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXdB9750091 T23 / FROM: RWM Qty: 2 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20453 Truss Label: EJ2 / YK 07/29/2020 Loading Criteria (psq TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 12 C T 918"4 _T_ rn 4"3 8'8�� A D Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C K7t: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 21) C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 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. 2X4(A1) Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.114 Max BC CSI: 0.029 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 No.86367Or a e STATE OF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 157 !- /- /144 /58 /< D 32 /- /- /29 /5 /- C 34 /- /- /12 /17 /- 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. Bearings B, D. & C require a seat plate. Members not listed have forces less than 375# °�FS1 ®scow v FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly )id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 e. AppTy plates to each face oftrussand position as shown above and on the Joini Details, unless noted otherwise. (Refer to 60A-Z for standard plate positions. of -1 PI 1; or for handlin shippin ; installatidr acceptance of ro�'essionalq engineerh any structure is the responsibility of the ral notes page and these web sites: ALPINE: www.a from this drawing,anyy failure to build the 1 seal on this draw! g or cover page. r forthe design shown. The suitability ANSI/TPI 1 Sec.2. AL NE AN MCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101719 / JACK Ply: 1 Job Number: N334502 Cust: R8975 JRef1WXd89750091 T18 / FROM: Qty: 4 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19921 Truss Label: CJ5 KID / YK 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N N V 11'2"5 12 6 Cl) CV M co B A 8'8" ' D 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 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. 4' 11 "4 4' 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 2017 RES 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): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.411 Max BC CSI: 0.254 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 `4�o`��rtrr►Pr����, a m NO. 86367 9 m w 0 ®� STATE OF ®�vg ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /207 /95 /128 D 89 /- /- /68 /13 /- C 118 /- /- /61 /92 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# v�'� ® 6C�Rt�Ta `�1 sd o �p0 S o O a 0,009 NAL 1�i� FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly �id ceiling Locations shown for ermanent lateral restraint of webs shall have bracinginstalled per BCSI sections 63, 67 or B10, r e._ AppTy plates to each face. otptruss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to of I rI r, or Tor nanounq, snlppir acceptance of proressionz any structure is the respons his drawing,any failure to build the on this drawing or cover page. ie design shown. The suifability TPI 1 Sec.2. CA: www.sbcindustry.com; ICC: v w JccsaM1 ALPINE AN rrw COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101720 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 J Ref: 1 WXdB9750091 T21 1 FROM: Qty: 4 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F Dnallo: 211.20.1438.20031 Truss Label: CJ3 / YK 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 10, 12 10'2"5 6 cM t0) 0) B co CV Oipn A OU D 1' Wind Criteria Wind Sid: 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 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. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES 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): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.206 Max BC CSI: 0.115 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /160 /75 /84 D 50 /- /- /41 /6 /- C 63 /- /- /29 /50 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# 1�><ii494f 41111fot/ o`°q�p�� WAk '®'�s rENg No. 86367 Y A ®® STATE OFOR 1 F �f0 S �erp®° `� 000 4 jd Niii+A; `C +� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI and'SBCA) toy satPSty practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly Kc44id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10 ._ Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to of ITW Build ingp�Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the nce with ANSI/TPI 1, or for handl% shipping, installation and bracing of.trussesA seal on this drawing or cover pa�e , inq indicates acceptance of pro) essionar engineering responsibility, solely for the design shown. The sui ability yawing for any structure is the responsibility of the uilding Designer per ANSUTPI 1 Sec.2. ALPINE ANIrwcouvury 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 1017211 JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXd89750091 T22 / FROM: Qty: 4 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20344 Truss Label: CA / YK 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 43 V 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 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131 "x3.0", min, toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 1, 11"4 11114 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES 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): 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 Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# q,`�111141fIP)/���,r F E NSA •,, No. 86367 a � a STATE OF .0hui �0o °° o® 11041 atll(411111tb FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care Component Safety Informatior bracing per BCSI. Unless note attached r! id ceiling Locatiol as applicable. Apply plates tc drawings 160A-Z for standard Alpine. a division of ITW Buildin ccL Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the rfPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e, acceptance of iro esstona engineering responsibility solely for the desi n shown. The suit9ability any structure is he responsibility of the Building Designer per ANSI/TPI 1 Sec.2. !ral notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org• Sack www.sbcindustry.com; ICC: www.iccsaf ALPINE AN aW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 . SEQN: 101724 / HIP_ Ply: 1 Job Number: N334502 Cust: R 8975 JRef: 1 WXd89750091 T27 I FROM: RWM Qty: 2 , A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21091 Truss Label: HJ7 KD / YK 07/29/20, 5'3"5 5'3"5 9'10"1 4'6"11 u 12'2"3 12 4.24 2X4 C v 9 M M v B T 4 3 A t 8'8" FE 2X4(A1) =4X4 Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 1'5" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Top chord 2x4 SP #2 N Bot chord 2x4 SP 2400f-2.OE Webs 2x4 SP #3 Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (3) 16d common 0.162"x3.5", toe -nails at TC. Provide (3) 16d common 0.162"x3.5", toe -nails at BC. 9'2"2 7"1 9'2"2 9'11 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.040 F 999 240 Lu: NA Cs: NA VERT(CL): 0.076 F 999 240 Snow Duration: NA HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.546 TPI Std: 2014 Max BC CSI: 0.416 Rep Fac: No Max Web CSI: 0.260 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 18.02.01A.0205.19 WAVE of ' 1 JIj11tII1►fIftpr a No. 86367 s�p „�•m, ��� v'� a STATE 4F tcf� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 A E 364 /- /0 /- 184 /0 D 214 /- /- /- /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D 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# 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 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "`IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building rt Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted o"therwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly 11id cei!inpp Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 >l-e._ Appty plates to each face. oftrussand position as shown above and on the Joint -Details, unless noted otherwise. Defer to a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,an failure to build the conformance with ANSI/ PI 1, or for handling, shipping, fnstallatidn and bracing of.trussesA seal on this drawing or cover page . . this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suitability ae of this yawing for any structure is the responsibility of the Building Designer per`ANSUTPI 1 Sec.2. information see this job's general notes page and these web sites: ALPINE: www.alpineltw.com; TPI: www.tpinst.org; SBCA: www.sbclndus"=Ln; ]CC: www.iccsaf ALPINE M ITWCOuvnrry 6750 Forum Drive Suite 305 Orlando FL, 32821 c Gable Stud Reinforcement Detail ASCE 7-10i 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orr 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 nr, 1an .,.,1, xii-4 z—A ra• tie..., u-,-,. o.....+,..r,.. _..___..__ r — _ . — S 2x4 Brace Gable Vertical Spacing Species I Grade No Braces (1) Ix4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace ■ Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, 8' 14' 0' 14' 0' U S P P #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' o Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 111 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10, 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' 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' e' 14' 0' 14' 0' d Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, I1' 11' a, 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13, 1' 14' 0' U _ #1 / #2 4' 5' 7' G' 7' 9' 1 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _P _ S P P #3 4' 2' 7' 1' 7' 9' 1 8' 9' 9' 1' 10' 5' 10, 10, 13, 9' 14' 0' 14' 0' 14' 0' U I_ I [ Stud 4' 2' 7' V 7' 6' 8' 9' 9' 1' 10' 5' 10' 10' 13, 9' 14' 0' 14, 0' 14' 0' o.1 o f�l I Standard 4' 2' 6' V 6' 5' 8' V 8' 8' 10' 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' \ #1 4' 7' 7' 7' 7' 11' 91_ 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' D P L Stud 4' 4' 6' 5' 1 6' 10' 8' 6' 9' 1' 10' 6' 10, I1' 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 Sr P r #3 4' 7' 8' 2' 8' 5' 9' 8' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U I_ I I— Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O f� r Standard 4' 7' 7' 0' 7' S' 9' 4' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' V 8' 5' 8' 8' 9' ill 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' N D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 1 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 1 13' 7' 1 14' 0' 14' 0' 14' 0' Aboutj� able Truss Diagonal brace option, vertical length may be T doubled when diagonal 18• X 8' brace Is used. Connect diagonal brace for 600# •L• at each end. Max web Brace total length Is 14'. SEX WAi� 2x6 DF-L 92 al better diagonal 0 //� 177�•► Vertical length shown bracer single , ` 8 In table above. 45' or double cut (as shown) at XI Q L l e e upper end. 0 ,o, . Connect dln9 onuC midpoint of vertical web. Refer to chart abcV wwWARNING" READ AND FIILLaV ALL NOTES 13N THIS DRAWING! ­WGRTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS OICJ_UDING THE INSTALLERS. A e /^\\ Trusses (.test extreme care In fabricating, handing, shipping, Installing and bracing. Refer to and V follow the (.test t edition performing g t (BuRtllnp Component Safety art provide a TPI and bracing for safety practices prior a wise, top these functions. Installers shall provide temporary brndng per BCSL Unless noted otherwise, top chard shall have properly attached structural sheatNrg and bottom Choi shall have n properly attached rigid cefto. Locations shown for permanent lateral restraint of web! ^�shall have bracing Installed per BCSI sections the J or Det as applicable. Apply plates to end, face 'L1D I�I�\`V'll of truss and position as shown above and an the Joint Details, ,mess noted otherwise. V Refer to drawings 160A-2 for standard plate positions. Alpine, a division of ITV BindingInc shalt Components Group Ishall not be responsible for any deviation fr RW COMPANY this drawing, any failure to bulld the truss In conformance with ANSI/TPI 1, or for handing, shipping, Installotion 6 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional 1113723/ Riverponl Drive erglneerkg responsibElty sdely for the design sham TM sultobNty and use of thlc drawing 1\Soilel 200 for any any structure Is the responsIbUty of the Bu4diDesigner per ANSLTPI L See2 11 Maryland\ Heights,\MO%63043 For more Information see this Job's general notes page and these web sites ALPM www.atolneitwcomi TPD www.tdnsUmi SBCA- www.sbdndustrvnro, Icr, ...r... Fs.oro ��flrJ/S 4�N M_ ,ull 6 Bracing Group Species and Grades, Group AI S ruce-Pine-Fir Hen -Fir #I / #2 Standard 1 #2 Stud #3 Stud 1 #3 IStandard Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group Bi Hen -Fir #1 & Btr #1 Do las Flr-Larch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group 1-11 values may be used with these grades. Gable Truss Detail Notesi Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d <0.128'x3.0' min) nalls. ME For Q) 'L' bracer space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. )K)Wor, (2) 'L' braces, space nails at 3' o,c. In IS' 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 + Refer to common truss design for peak, splice, and heel plates. Refer to the Bullding Designer for conditions not addressed by this detail. REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 No Slice Less than 4' 0' 2X3 Greater than 4' 0', but less than It' 6' 3X4 Greater than 11' 6' TOT, LD. 60 PSF SPACING 24,0' Yoonhwak Kim. FL PE #86367 G 'T' Reinforcing Member Gable Truss Golo�e Detodi Fnr I Pt -in \/Prtlrn I c Gable Truss Plate Sizes pproprlate Alpine gable detall for e sizes for vertical studs. Engineered truss design for peak, rb, and heel plates. vertical plates overlap, use a Ae that covers the total area of lapped plates to span the web, e, 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven NaUss 10d Common (0.148'x 3,',min) Nails at 4' o.c, plus (4) nails In the top and bottom chords, Toenalled Na1lsl 10d Common (0.148'x3',min) Toenails at 4' o.c, plus (4) toenails In the top and bottom chords. This detall to be used with the appropriate Alpine gable detall for ASCE wind load. ASCE 7-05 Gable Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detall Drawings AS1515ENC100118, A12015ENC100118, A14015ENC100118, �� �# d �>4►h� A18015ENC100118, A20015ENC100118, A20015END100^�1>�, I� I�P� A11530ENC100118, A12030ENC100118, A14030ENC1 , IIEWCo ti /4`� f� A18030ENC100118, A20030ENC100118, A20030ENP03�SQIi�,AGS11515ENC100118, S12015ENC100118, S14015EN 0118,16 `4S18015ENC100118, S20015ENC100118, S20015EII&II0011% S 1 8 S11530ENC100118, S12030ENC100118, S140305MC1001M, AtEiZilpDy�J 7 8 S18030ENC100118, S20030ENC100118, S20030�N0i18, SP-0030PED100118 a See appropriate Alpine gable detall for maximum unnglnforced 6WO-vertical is sTATIr oP o �. 'T' Reinforcement Attachment Detall 'T' Relnforcing 'T' Reinforcing Member Member Toe -mall - Or - End -mall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. /eb Length Increase w/ °T° Brace 'T' Relnf, Mbr. Size 'T' Increase 2x4 30 X 2x6 20 X Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1,30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7'= 11' 2' �b /j jI �,� i� Il� /Q I I II U) l�l�\\v III A �.I vDFMTAlT" FLOUSH THIS DRAVANWi Tin°uLlmRaORRSS DICLUD cVTTHHE nuTALLERs "o� Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. 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 temporaryy bradng per HCSL Unless noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs as applicable. Apply plates to each Face shall have bracing Installed per abo sections 'the J or Details, of truss rid poslilon as shown above and on the Joint Details, unless nosed otherwise. Refer to drawings I60A-Z far standard plate positions. sC` s `0 �'� �rae� p f� `V Jnar�� �, 11Yj v / A 1 /,�I�lit� Epp, REF LET -IN VERT DATE O1/02/2018 DRWG GBLLETIN0118 AN 1TWCOMPANY \\ 13723% Riverport\Drive 111 Suite%200 Alpine, n division of ITV Building Components Group Inc shall not be responsible for any devintlon from this drawing, any failure to build the truss N conformance with ANSI/TPI 1, or for handling, shipping, Installation 6 bracing of trusses. A seal on this drawing or cover page Usting this drawing, MBcntes acceptance of professional eng4leeNng responsbllity safely for the design shown. The sultobllty aM use of this drow4g for any stnxture is the respons6lllty of the Bulldfng Designer per ANSI/TPI 1 Sec2. )AX. TOT, LD, 60 PSF DUR, FAC, ANY s MAX, SPACING 24,0 \1 Maryland\ Heights,\ M0163043 For more Information see this Job's general notes page and these web s ALPIND www.alpineitmcomi TPA www.tpinstorgi SBCAI www.sbcindustry,orgi ICG wwwJ=QQWg7R nnnhwak Kim FT PP ARAU7 VALLEY FRAMING & BRACING DETAIL Lumber Size and Grade Minumum Requirements Ridge board... 2x6 (min) 42 Southern Pine or better,' 2x4 B CKIN 5 TRUSS Rafter spans 20'-D" or less... (A) 2x6 SP 112, SPF xl/A2, OF 02 or better (Ell 2x6SPg2,SPF n1/R2,DFN2orbetter TRUSS UNDER VALLEY FRAMING Purlins/Lateral bracing... 2x6SPFk2,HFp2,DFN2orbetter , VALLEY RAFTER OR RIDGE Sleepers... 2x(width of rafter seat cut) SPF g3 or better ® CRIPPLE ' 2 parallel 2x6 SPF 03 ® +Cripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. Cripples and blocking... 2x6 SPF N3 or better Space the crippes for each row starting from the valleys or sleepers Truss Below... See design - Southern Pine Material and working inward to the ridge board so that cripple locations are 1 • staggered between rows. 2, 0" O.C. (TYP) SECTION CUT PARALLEL TO VALLEY RAFTER ® (A),(B) RAFTER m 3 (••) +4' MAX + 4' TYP _1__1/ RIDGE 7 F BOARD COLLAR BEAM, EVERY THIRD (2x6) PAIR OF RAFTERS VALLE ROOF PLAN Connection Requirement Notes 3 1. 2x6 rafters to ridge 416d toe -nails k—SEE CRIPPLE, BRAC N 12 ` Attachment can be made directly 2. Cripple to ridge 416d toe -nails & BLOCKING NOTE 3 TO B or through plywood sheathing 3. Cripple to rafter 416d toe -nails 1/2 Height CRIPPLES + + + by cutting a 2"x6" notch in sheathing (**) 816d face -nails of Valley 4'-0" MAX SPACING 4'-0" TYPICAL 4'-0" TYPICAL 4'-0" TYPICAL 4. Rafter to sleeper or blocking 5 16d toe -nails 3 („) Rafter to two 2x6 sleepers 416d toe -nails S. Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss e z = z 6. Ridge board to roof block 416d toe -nails e t 9 F 9 F BEVEL RAFTER CUT AS REQ'D FOR PITCH 7, Ridge board to truss 416d toe -nails F F 0 0 0 0 4 5 8. Purlin to (Typ) 3 16d toe -nails 9. Truss to blocking 416d toe -nails 10. Truss to cripple 416d toe -nails 11. Truss to cripple 416d toe -nails TYPICAL COMMONS-- 2x4 BLOCKING 2x4 Pudin 24" SPACED 24" O.C. (Where no sheathing GENERAL NOTES Purlins required 2'-D" 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 II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 1/2" SHEATHIN (designed by others) 2X4 BLOCKING 12. Cripple to purlin 3 16d toe -nails ,plied) (NOT REQUIRED IF SLEEPERS ARE USED) 13. & BLOCKING NOTES Collar beam to rafter 416d toe -nails NO CRIPPLE, BRACING, NOTE: 16d (0.162"x3.5")COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10' -0" Iong nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 'IT" or scab reinforcement nailed to flat edge of criple with 10d 40.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cr(ppfes over 10'-0' long require 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 requirements. Nails are common wire nails unless noted otherwise. '..' I h wa V&%1 NQ- READ MO) FUUMV ALL NOTES ON TNIS DRAVDGI aM'ORTMRa FU RMSH THIS DRAVI G TD ALL CONTRACTORS D CLuDrNO THE D42TALLEMZ Trusses MgLk^ extreme core InfabrkatIrV, horwAlrg, shippkng, Installing and bmckg Referti fdloe th. latest adltlon of BCSI (&dotlq Co.N—t Scfety Infornation, by TPI and SXA) fo_-a practices prior to perfaming these functions. Installers shall provide tenporary bracing per. 9 bless rator ed otherwise, top chd stall have properly attached ztruct r t sheathing and botga shall tave a property attached rVd cetknp. Locations shown for perrume it lateral restrnknt9l Q 4 n� shall have and post ion ased per BCSabove on, the 97 or 910, as appticunless e.no dot plates to eaQn I� lu�\vll oft hav and position tl d per above aM m the Joint 31, l unless noted ply pate, Ref— to dmwknps 16OA-Z for standard plat. p-rdans. Alpine, a cUslon of ITV &doing Components Group Inc shalt not be responsible for any drvloti NPI ITWOOMPANY this drawing, any faln to build the truss In conformance with ANSVTPI 1, or for handlkng, ship) hsstallatkm L bmdng of trusses. A seat — this drowk,g or cover poor Ostkip this drawing, I dcates acceptorce �for •^Y Is sor4.tcpy vfrcor6ltthtye oeal odv �dp h4 a.nyA6/urIoS-2 11399 Lakelronl Drive City, hl0 63045 For more kfomation see this JobsEartgenrrnl .rotes page and these web slits ALPM --tpinelteconi TPI- ww..ipktstory S9CN www.sbdrdustry—gi ICD ww►J—safenrg �A H. y ��i''.•��GENs�•ww�� No.70861 STATE OF i O R ID*.,** �k.�0 V (A) (B) (**i TC LL 20 30 40 54 TIC DL 10 20 7 7 BC DL 0 0 0 0 BC LL 0 0 0 0 TOT. LD.30 50 47 61 N DUR. FAC. 1.25/1.15 SPACING SEE ABOVE REF VALLEY FRAMING DATE 10/01/14 DRWG VACNVI801015