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R 39'-B' )L 18'-0' 21'-8' Products PIotID Net City Product Length Plies J1 9 16" BCIO 4500s-1.8 18, 0" 1 J2 3 16" BCI04500s-1.8 16' 0" 1 J3 10 16" BCIOO 4500s-1.8 16' 0" 1 J4 1 16" BCI04500s-1.8 16' 0" 1 J5 1 16" BCIO 4500s-1.8 16, 0" 1 J6 3 16" BCI04500s-1.8 4' 0" 1 J7 10 16" BCIO 6000s-1.8 21' 0" 1 J8 1 16" BCIO 60DOs-1.8 20' 0" 1 J9 4 16" BCIO 6000s-1.8 20' 0" 1 BM1 2 1-3/4" x 16" VERSA-LAMO 2.0 3100 SP 20' 1 1/8" 2 Bk1 18 16" BCI04500s-1.8 2' 0" 1 Bk2 4 16" BCI R0 4500s-1.8 1.0. 1 Connector Summary PIotID Qty Manuf Product Skew Slope Hut 24 Simpson ITS1.81/16 - - Hu2 15 Simpson ITS2.37/16 - - Hu3 16 Simpson IUS1.81/16 - - : 1i STRONGRACKS REQUIRE➢ ➢UE TO ➢EFLECTION DIFFERENTIAL (SEE STRONGBACK LETTER IN ENG. PACK) FOR NAIal1UY EFFEClhII1cm INsrA-NGBAfXs BEFDRE SHEE11NG Is APPLIED To TRassES Reviewed for Code Compliance Universal Engineering Sciences ']a, -A. 121,111111 ", �4 zokaw-1 A'r.P.P r-lo''1 f-'V t'.-lL Ar12-0017391— REVIEWER Totat Truss Qunntlty = 107. THIS IS A TRUSS PLACEMENT PLAN, ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. PLUh 1'—Oa� 2'-0" TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING f'LOAD# DESCRIPTION INrr. DATE arm IaY tau zrzene Ram IeP-A 8t VR aI.RnLF4l]I RS 1/1)Re RLID 8AY L69➢ &III B/1HA0 0.i$ HAg LMe JM a-tB RFID BAY LaA➢ LHH la/lP/m HAY Lnla L® RNR � _ _ BAY Ldl➢ - L➢e 9/n/19 - Rol BAY LIIeo GBV m/¢Y20 R.bl 6AY LOAB LHH Vl] LOAD# DESCRIPTION INIT. DATE al/ CGPY 7H1, RAV laBa Ielr 2/2BAH olA CHG Wm aD ensue sm RLv. Rex .Hw e/aane a1H IEVSx t]l1lEei0t eels LVL LHH BA2Ite olc —1— ru v/1-.Dlsr Lee MBAs mB REVSx FAIE 1@Mi CMLIRS L® 9AV19 mE REV® WW(FfiS naM We32a a1F c¢/esaea) t� �n)rzo alF Asrw waa umrt nH o� nvrmc Rrx asaozoaa HANGER CHART AA= HUS 26 (SIMPSON) \= HUS26-2 (SIMPSON) Labelea Ead MBrR N[fTE, HO NOT M BR ALTER TRUSSES V !�-P! HUM!T!-ft SERVICE MILL MR HE ACCEPTER V1T PRIRITRmIR SE -2 IEPARTIENT AT GRRRERTRALTOF en-Bsa-we) HQIE,ALL BGRING VALLS NEEOTOBE mTO General Notes 1) AD parallel chord trusses, flat Woes and flat girders have the tap chord partially painted green lobe installed green side up. AD hangers to be Sampson HUS26 unless otherwise 2) noted. Alltruss spacing is 24' O.C. unless otherwise 9) rated. Per Truss Plate Institute SCSI-111 recommendation 4) permanent X-bracing should be Placed at a makimum spacing 15' O.C. across the span, to be repeated at a mmdmum of 20' between each X-bmw throughout the structure. Pkase refer to BCSI-B1 for any additional bracing details. ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 9.2 PSF DURATION = 1.25 WIND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT II WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Truss member desiyv & connector plates re, designed for AS CE 7-16 and maeinmm forces from both components and claddings and main wind force resisting systems. • These trusses have been reviewed to catty on additional 109 psf non -con nrrent bottom chord live oad. FLOOR LOADING SCHEDUL TCLL = 40 PSF TCDL = 10 PSF BCDL = 5 PSF TOTAL = 55 PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS OVER 5000# AND UPUFTS OVER 1000# ARE SHOWN ON ENGINEERING. WALL KEY 0 8'-81, ®18'-1" 1 LOAD# DESCRIPTION INIT. DATE RAl &II 1I11Y L➢8 ]AYA Wml &S[ LME Us 11/'ta/20 Rat BAY Ln1H LID IH/1�20 LOAD# DESCRIPTION INIT. DATE 14< raELea¢En LHB 7— OfG LG Las u/m/ea alit {Ells'➢ 0.E5 LBa 1 4/ea mR RLYIStH rn LAeEu a. PJII/aH21 � I I WCARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N.W. WINTER HAVEN FLORIDA 33880 PHONEI(800) 959-9806 FAX, (663) 294-2488 BUILDER DR HORTON-13REVARD PROJECTCREEKSIDE MODEL 4EHB/ HAYDEN/ H CCA PROJ/MODEL/ALT 7A5/320/4EHBH/O1 ALT DESC 10' x 8' COV. LAN. OTC 3400 TRINITY DR LOT 34 BLOCK DESIGNER PAGE RAA 1 DATE 10 24 17 LAN yy N362326R SCALE 3 16 °=1' ENGINEERING PACKAGE Builder: D.R.HORTON / BREVARD __.-_._._-___.._-._._.___-___......._.-......_.__._.. ................................................................................................................................................................................................................................ Project: 7A5/320 CREEKSIDE ... ........................................................................................ ... _.................. ......................................................................................................................... ......... ............ ........... ._............... ....... .............. ........ ..... ...... ................................. _........................... ..... Model/Building: 4EHBH LotAlt: 01 H_.�.�..,��_..�...�..,..�___..��..�...�...�..�....�.. �_..�.��...,�.�.�._�._���.M.�.._.�_� Lot: 34_ _ _ Block: Unit: L, Address: k JobNumber: Revision Date. New Load #: RL01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINL Mqrch 13,2019 A, Mr. Bob Michaelis: GarPe*nt6rC- diritractbtsbf-Arn&ncia, Inca. -3909 Avenue 0, NbAhwest 'Winter Heivien, :FL 33880-6201 Re: Alternative:"' ' t-illation,§-Jor 6 single 01� carried arridd trUst, with a width,les "'Ins a s thAn the . hanger width, and. wood, blocking Aqpc achieve full de load: v46o fo'r -f*,I'c'e�!-.r.r'iduntod..*hgnge,r'.attad hhIent bnzohi� ply N. n .supporting girder (REffi5tbhd6 Mail WMM2).. Dear Bob,: Fora single Ply carried truss with a width less than the hanger. width -you can..ih;4q11..a. prefabricated jack 15c�ablruss: -for wood,filler blocklogi, The chord . : sizes; .'c . hord..gTqOies, and . A. 1pinb�thi� dh�btbr pltith,( . s) . to be the". sarrie.�ts the sing. :z .l*e. pf '' I d't v6-a.minirnurn. - y-came truss. . jack :sdab'tru§§(�,�:Willha* .length of 4$" and Will.have a rnjnjrnurn pit6h.:of-,5/12, 0. d.The single ply. car e .-truss shall have :a reaction of 3,..500# or less. Attach prefgbdcotod.j"a'c"'K:"s"c'a"b:t'r.'u'ss'. with two. (2) rows"of 0.128."x3ff.`GUn Nails at,2" O.C. pqr-row.,.stAgger6d 1`:(See Figure 1 Please__eefer 61he Siftson trong--Tie Catatoc C-C' 201.91. paqq 216li. Figqrp:3 .. for more information:. Figah.1 For-asinglb-pl" y ''d"''th't' " ' woo d'blocking to,adhiove:�ftill design load Value for face -mounted 'gir er- a requires hangers -attach one wood; block(*, to of 0 the single::ply girder with the same size: and grade..as the; bottom. . dh b td. , of the sing .. Ii a. I . g a ifd6r. the 'wob dr Block .. f6h th to' be such t NAt:the':wbdd blodkihg-.-extends to each adjacent: points .(*6bS'and b6tt.6rfi -chord intersections): Attach wood block! ("):--w -row- s 46.128" x3.0" Gun N 0 Q. ails at. 6'.. . perrow,. OW,stagger.Q0 3. 0" applied to. the 6�60.Forum'D.ei.ve'.Suite,305.r.ian.d.cii�L�2'02l-(5QO).52.1-9700.�-8 ):4 ' * . .. . . . . . . . . . . * ' . . . �( 6$ 2Z78685 www.alpineitw.corn single. ply -girder fbce!, With. -an ad.ditio.nal.(.20) OJ:28`x3VQ,! Gun panel ppirid appfied *to 'the ALPINE _ _... -......... ...... ... ...... ... __... ... ... ... _...... ...... ... __--_----- --- ........ _...... ... '_____--___........ -... '--_'___-'--'-- - The of pfdabhbated kack'scahttu'*.§sfor Wbod Ur�uood blocking�� fuU deokonload �value for ' must the. hardware manufacturer - Ail 'ddo6-and 6hd ahcl-tpatingfdr mUdal| mustbeto of 'WxJtid. D|can�e.Cf anyfurtber if You'haVeanyq ' ,n$a ' I Chief Engineer* Oelando, FL 6750 Fb-KIMY -Ohvb- FL.32827- -.9790-(863)422-8886 � ALPINE M"COWIAW April 26,2019' Mr. Bob Michaelis Carpenter C ohtradtors -of AtheiridaI ne. Avenue G, Nprthwost Wint& Hav6n, FL 33880-6201� Dear. Bob,. .R6'-. Strdn'obabk bridgirig.briroof. rus6b$. I understand -there. is -doi d. concern over our recommendations for strdndback bridging on. r'oof'trus'ses, "8frongb4,c,kbridging -for rocif trussetis not.a.requirem,ent*p.f:ANSI=TpI 2014 nor lsita requirementofthe BUildiqg Component Safety, Information , Sl), But stirongback. bridging brY rod- trusses is 00 tided. b '' m rp y Carpenter C6hteadtor8,.6f.A'edda: .-Str6higb6bk bridging ewes_ functions:. One, bridging aligns the bottom chords �after -they: are. set so.. the are uniform along g the ceiling line' and.�'e`lps'vith ceiling sqrviceabilil:Y. Twoibridging reduces -relative d6fle.cti'*o''n-6fadjacent -ttUssds:: StrpqgpacKb n ging. oes:iot..or6Vent-orr6duc6-ovetollindiVidUaid6flecfiah,e§pediallyany r6offuis§69! V inch. than 1/4 StrongoaqX- bridging in roof. trusses does I not serve as :temporary or p6imairibrit: bracing and is not intended to .distribute. or' .share. design loads, -b�etWeen trusses. Conseque.n.ty, no d' .1-, de ido loads have` been R. design $ -been accounted forWith this. detail and continuousWohgback'bridgirig should :hotbd aft" ached between cofnMon and :girder trusses-. The use :of strongback (ridging � sh?�t I I not. Ji-ifer fere with other* Oesi n ..g cbrisidetati6h's as specified .by the Emgih6ierd.f Record Or the. Building: Designer. The outer .ends othe 'F;troqg*bap*k.bridging :shall be aftached.to awall .or anothorzecure end.restra . int -or ap.sppcified'.Py the Efigihee't of Rbbofd6r.thd Bu'ildin0.D6sjbh&r.. .Sfrdn'gb'ack bridging shall. be a- minimum of 2:6 bohiihat lumber. oriented with the depth. veftica(.'. Attach with :common. %Zx3..5`) nails at. each intersecting 'rhembet. -When e?(tP00�0 the 1 (3) 1.8_d .. o mQn nails g 'strong . back bridging overlap by at. a.minimum of two trusses. The jocatim off bridging §trongbackb .- .. iind " R. maybe specified �b� 'theJ '§s Manufacturer,. Engineer of , Record, . or Building Designer - Please refer' -:to Y. ': ru BCSI "Strongbacking`Provisions" or:to 8TkBR18RT014 detali for more. information. The. graphic shoWfi (FidUre_.-I) is fdrgen.Orid illustrative purpose only. 6750 F.6ru.m'Drive:9uite 305, Qrl6ndo, FL.32821- (800) 521*_579G-.(863)422-8685 Vm.;Wpine . M. com I-.\ 'u v..t U L. 1:.tl.j. I- t.jx . I i ti T. S -tlGt Figprej, If Lcan . bb of any furthbir aisii6taritq or - if you have.any questions, please; give. me a call. Williatii. H..,Knck- KE''. Phief'Engi,heer Alpine an ITW 'Company Cmpany Epgipeerit* �g 'Department _ -Ofl6n.do*, FLV821. 6780 - Forum Drive Suite...395Grlanift- FL 3282-1 - (800. 521 - -9.790 - (853)422=8685' WvrwAlpihbjW..ccirTi STRONG -BACK llRIDG-ING RECOMMENDATIONS All scab -.on blocks shall:.b.e°. m minimum- -2x4 BRIDGING TOGETHER. 'stress graded ,lumber;` ti 0-Allstt^ongback bridging .and bracing 'shaft :be :a. minimum 2x5 Is. ress grade:. ..um r,' 4' Ii".The purpose of stron 'bask• :brid 9lhg .is.: to 9 p� ATTACH SCAB WITH 10d:BOX/GUN,. , de.v:elop load sharing between IrrdlvlduaC trusses,: a+D 2%6. d0,128'x3A') NAILS IN'2 ROWS .AT re5ultlll In an :overall .Increase In, the SCAB' NOTEi 1N LIEU:: OF: SPLICING AS: SHOWN, I st(ffne s-.:of":the. floor. system, �2x6 LAP'STRONGBACK-'BRIBGING SPACERS FOR:AT'LEASt ONE .TRUSS:.SPACING I ste ongback brldging .positioned ;ds..show..n In STRONGBACK ' BRIDGING 'SPLICE DETAIL � details, Is recommendeel .at 10' =0' .o.c. (max:) fis:The' terms: 'bridglrig' and lbr`acing' :are' some Imes NOTE, Details ;1 and 2. are the ;pref.erred atta.thmerit mothods ATTACH STRONGBACK `70 WEB W7 c3) lONAILS mistakenly' used Interchangeably. 'Bracing' is: .-an *OR O C0,148'x3')' NAILS 'OR Important' structura{ r;oOpiretnent Of any f [bar O (4) 1Dd ;BOX/GUN 28'x3.D')... NAILS or roof system, Refer to the Truss D'eelgh Drawing (T'DD) f.orr the: bracing rents for each IndIVIdual truss Component, 'Bridging;' ' particu{nrly 'sirongbaCk' :bridging' :Is _a: • - recornmendntlors for a truss system to, help P° '• contr..ol v(brratl.on. In additidn:. to : aidirig.. ;In the: distribution of point' loads between adjacent truss, •strangback bridging serves - to: reduce (2) 10d STR AN OW(X)MN 13793 RMeipbd M*a Sully =0 MarjleM Helphts, MO 63043 i ?' NIS (MINIMUM) STR❑NGBACK, RESTRAINED .AT' EACH .END. ` STRONGBAC( BRIDGING. C 0 REMENTS bounce. or r.:esl; vibr:a-tion'. resulting: from roving point loads; such as foo'tsteps; The performance of all floor :systems -are enhanced .b the. Installatloh of :stroii back y 9. brldgin.g and thei^ef ore : is: strongly recommended 10I7 None' re u6red ato'�rrc+'ct z� t�.. 2• t eea. v3 � . v Over 40 .a toes near oip_dW by Alpine, (A) 1 For additional Inforriatiori regardir5g 'strongback bridging,, refer to _BCSI :(Building Component Safety Information). ' ATTACH STRONGBACK �iitidmlNgrn C TO BOTTOM CHORD' WI ••1H, . 6 m Q. $RI�DGING� ATTACHMENT ALTERNATIVES wwamovWADAMFMWV w.lotr'CHiwtlmAvnr+ ;�.*' �. `;� LL, PSF REF STR❑NGBACK QiUMIb I1stl11SH msvruvnlc .mAu. mrrwlcrons n+cwpn+c.:,>E. nISTAt1ERt,' k•r,.xirar care h fatirkatYip, fgMlhC: pyp, hstaU4n ord brn�lu .r: 4u'ord • .. ...... .. . K edtbn of acst �iaYfp C°npontnt sal Irfornpibry bbr TFl:ond.SBCN �« sar.ty# .' y/� TLS DL :PSF DATE lU%Ol/,14 to.pertrnY+p.SMse h+silsa. I�staWrs aholl p'°vid. t W�:7CSL No. ! 0661. . dwrsbe top diord shop Yis0 proprrly cAtadxd :c„ca.•ac,n.a k°tf°n':di d • C xI1L PSF DRWG STF2BRIBR1014 aWrIY D"adxd Add cHkri cc; 7 r.sho.n Far Perrone ,latero(.resirnht of .eR! - • ..1, r hp-hsteWd pr.7GYt sre/6n ➢3- a7 or'Bf0, nr applkoWe. Apply ptotas to�tncli lncC YS - . LL PSF osftbn. of ahowi.abave and m the JoNt.'DetOls.'�t.1ta MINA therrkd.. ' ' � Os QnpA-Z./or: atando[d plat.-poi1,}Iq�/I .. '_ T C .. a; °f ]7V �qCa.wxKna�rp� Snc.sha4"rotbe'kesporotol.: soi"ori ;aevlatw.�'r:•8, 'S::t ATC. F� I anw toy�`h�idtf,e +tyss �+ �onfor,ancr,:Nh ANSr/ipt.r, ar sor'h.rw p ,nmptp '4 j. IZI D. PSF 1. 4 r k' ..;:.;;::• ..y :. p..::: � •rj�`.. ._ •• , :..::: p•. ,,^, ,.. DETAIL �;;'•... ..: ;. - ... �1kJ+f'•,,.r'�L}��r+•,�'I��.�y'X���•G�€�i�[,.A•��fl..<Q��gE•'(},tG9tL7'.�f�'�,[•IJ55G5r. tn3.HC11.E�'it�L�' .. ... R:E '�! M �I�t:'yf L.J. : Sl i .,.�. N ..I..,. TA I T S.'I^IEQlfiFfT ..:..11t: i��E?�i�'.ck,t':Q1Jl7`.:1 f; LDP`t- •F fCl }tF'lICD' f�'1�1.AXIM U-9 �ir�lrfT7kl ._ PA SMAT"-M-14 PAL SZE l� FiQPi ' A' t~' A. , r F1 F .1.101 E.S.-r`'LATrtS AND.: 01THER PATS t ]7• sH tt ` : f :111Y•t;' ui3c#::tAT 1 L b1 R C: Hqa: #aiK . srIS���r.rcx ►'l rH MroA: ;� • • ... '_;M+i.'M.Y Y,:F:'4 +:�i 7Y+,.t AY••1•+' .. .t.. . . - _,r. �.Lr. a.a-„wne.^'�N"�a.o+.,rmcn'llnRf,. weir rn. ..Ta ..••--�T'�*`y+T'_ ''`"'": U. -LIE P i � t:rW •�Ltd dw ' •..:�;i'`r•_•' ;-=—, c--i x� is G"'J i ` { � is Cracked or Broken Member- Repair Detail Load Duration = 0% This drawing specifies repairs for a truss with broken chard Member forces may be Increased for Duration of Loo.d or web member. This design Is valid only for single ply trusses with 2x4 or 2x6 broken members, No more than one break per chord panel and no more than two breaks per truss are allowed. Contact the truss manufacturer for any repairs that do not comply with this detail, (B) = Damaged area, 12' max length of damaged section U = Minimum nalling distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and s; 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, i Nall Into 2x4 Members using two (2) rows at 4' o,c., rows stagggered Nall Into 2x6 members using three (3) rows at 4' o,c., rows staggered, Nall using 10d box or gun nails (0,12814', min) Into each side member.. The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 91 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any Ale -In loads, s• L L 4' o c --iTypicai + o + 0 + o + 0 O + O + O + O + S2' tagger + = Back Face . 10d Box (0.128' x 3', min) Nallsl 0 = Front Face 2x4 Member - Double Row Staggerf 2x6 Member - Triple Row Stagoerei Nail Spacing Detail AN TTW COMPANY 13380LakehnlOrlva- Ifor my Endh City, MO 03045 xWARWNQrr READ AND rOLLOV ALL NOTES ON a1WORTANTrr r=SH TWS.LRAVM TO ALL MUTRW UH ITV uA& 6onponrnts Ern Inc, shoo not be r io bdl,iiW truss M con�orroncr with ANSI, of irusset .p oe• eoyer Loppes 1111p iM dreT. lhdmiss ty ,olely fer the �►ryIynh siwsn. De aer er }lit rnponelGl}y or 'tFhe 7kelWp Despner pr Maximum Member Axial Force . M e mb eri Size L SPF-C HF DF-L SYP Web Only 2x4 12, 620# 635# 730# 800# Web Only ! 2x4 18, 975# 1055# 1295# 14150 Web or Chord 2x4 24 975# 10554t 1495# 1745# Web or Chord 2x6 1465# 15B54 2245# 2620# Web or Chord 2x4 30 1910# 19600 2315# 2555# Web or Chord. 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web or Chord 2x6 4395# 4500# 52254 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 1 5280# 6095# 6660# ' Nlnhun L Lktnner i 8 r s I L Hlninun e L ittalaxe /j► ' L V i NlNnun 9 L L Dletor,ee INSTALLERS, ,dno. Refer to and id S3C10 for safety braelep per 3CS�L, all reatmini tof, webid Ilntrs to each face irvlse, For o��yy devin}bn Iron • hondllp. shI9 kv tf vvresslonal L REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 24,0' MAX 11�s ZM"'2N ..4 .44• *puod-4 ,;g L-P og bg`m o o o T.A Jo .2ld! X4�ov.U4 IV-1 S-T0tdq,lAfbW% EfMHCI 0 0. ZPZI OZ Q I W, DI, Offlll"4 ATIIYA. aq, -P, Qs. Va Luot. p4qq* Palqp Ffs gun MIPU.MA U01 sju�ivaulnbaa5 SCN U jou'aje,!ijadbifsj'j j'ir4V japn.. yPlAq jj�ut- adu sLraiu Su :Ugb,.6 dd,4*a. o m , ?I , q puN.,.a i6s� -�i 1p. R; 6. VivN.No Wa:) YJ K414? 04. SMI, TT. 'OT pumd.. .0 W*.Qq-a$PDd-- '4' PgT v A313i4 Jo--=:P'Rcq:ajRprs;: .9. V11w;ikal P9,.t.t !jlqt?-"-IRSrt, id Al Vig stiopoo) olddp* loyl. slodools.,Iq SKall�A .041--woil 0413ma2mol ')(VW (01) Jf;d OZ. plfl (-W Jsd o2,App;&,j,.qaj4d). -im E)NJWV'8-J-,,kB-]I'VA 213 n ..n. -Sj�nul - (Imqio:Aq pbuo 00), 'Hj}Iulll"t"n 1.4 Ab(12A 'f3VIkL XUBA2"WY3B 13VIlba leflalm;-iii. Incitnol-p-o-n. fitmjnd tuqwrtujWe�pq. q pine UqS. aaq:kun-1 (51a) davoq 1pplii Face -Mount Hangers - I -Joists, Glulam and SGL 0 ^A 0 These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. Carried Dimensions. Fa"steners Allowable Loads Memberin. .. ` Actualn ".', �DF/SP i SPFIHF Joist Model Minf Code Size No web Max Species Header, „Species"header Ref.' m o Stiff Regd,Uplift ' W H -. B` -Face Joist Floor Snow Roof; -Floor Snow Roof' " . (160) : (100); " 015), (125) ,(100) " :(115? (125), - IUS2.56/16 • - 25/8 16 2 Min. (14) 0.148 X 3 - 't 1,660 1 srt5 8 0 1,425 S5 1,555 1,805 1,555555 Max. (16) 0.148 x 3 - 710 1,805 1,805 11555 21h x 16 MIU2.56/16 • - 29A6 15716 21/z - (24) 0.162 x 31/z (2) 0.148 x 11/z 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 • ✓ 2s/,6 101/z 2 - (16) 0.162 x 31/z" (6) 0.148 x 11h" 4)70 1,945 2,205 2,375 1,675 1,895 2,045 HU316 / HUC316 • ✓ 29/,6 14'/e 21/z - (20) 0.162 x 31/z (8) 0.148 x 11/z 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, �MIU2.56118 2 6 ' 177/6 2'/z `%- -(26),0162 x 31/z (2) 0:148 X 7 h ' 230 �3,745 4 045 4 045 �.3,220 3,480 3 480 FL, LA 21/2 x 18 : HU316 / HUC316 �• ✓ "" 2sti6 ` j4?/e " " 2�h . =1 (20) 6.162_x 3'/ s , :(8} 0.148 x l'h" ::1515 :2k975 3,369 3,610- 2,565. 2,885 -3,1]01 21h x 20 MIU2.56/20 • - 29A6 197/t6 21/z - (28) 0.162 x 31/z (2) 0.148 x 11h 230 4,030 4,060 4,060 3,465 3,495 3,495 21I2 x 22 MIU2.56/20 29 / / 1/ " 4 " 3,495 3,495%z-"' to 26 . (2} 2% X 91/4 to 26 29/16" wide joists use the same hangers as 21/2" wide joists and have the same loads. HUM-21HUC210=2 ✓ 3% j ; VN' 21/z Max; ' (18)�0:16Z�x 3,/z` ;,. (1£3) o.f48 x 3.-- . t,a�5 2;680. 3,020° 5,250° 2 305 � i.2,605 2,80D IBC, MIU3,12/11 - 31/a 111/a 21/z - (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, 3 x 117/s °" 'HU2'Ic2711UE�%2 -�'" = ' °' • ✓' t 3 % s 10 ti6 t 2 /z Max: t "�(22) O;It32x 3 h --(10) fl.148 x 3 c 1,79„ 3;275- 3,695' 3;9-70 2;82t� 3;18fl' r 3;42� LA, HU3 25l12 / HUC3.25/12 3 /4 11 % 2 % a- (24 0.162 x 3'/z (12)`11.148 x 3". ';795 3;570 4,030 4,335,3 075 ,3,470 3;735' ., .. HU3.25%16 / HUC3,25/16 a • ( � , 131:5a "' .21/, f20) 6.162 x 31/z (8},0y48 x 3 .,: 1,515 2;975 3,360 3,610 A2`,560 2,8,9"9 3,105'. : Max. (2f) 0.162 x 311z (12),Q 148 x 3 7 5 3 870 '4,365 4,695 "3,330 -3;755. 4,040' - 31/a glulam HUCD210 2 SDS ' "•, 31l _ 9" - 3 (12)1/a x 2'Ji' SDS (6)1I4±;x 21_ SDS' 2, 3 5 " ;t '1. },315 1, )"7« .'> Ef£i0 ., ;710"i ,a,71Q FL HGUS3.25/4 " i 3'/a " r $sla 4 1- " "(46) 0.162 x 3'Iz ; (16) 0162 x3,lz ' 4,095 9,100 9,100f 9,1001'7,825.,7,825�� 7,825 IBC, 3'1 s! , _ x dx1z (20O623 400180858,0 5a i 8,085� FLHGUS3.2b/12 LGU3.25-SDS ' • " = ' 3'/a 8 to 30 ,411i ";- " {16)1/' x 211i' SDS (12) tla' X 2'/z" SDS 5'555 6,720 7 i 1 ; 4;840, 7,2z.3i. HHUS46 - 35/a 51/a 3 - (14) 0.162 x 31/z (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 12,395 2,715 12,930 31/z x 51/a HGUS46 - 35/e 07 4 - (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48 - 3sti(i :" 615% 2�; "'-. -(6) 0162x 3ti/ 116) 0.162 x.3lW 1,32U 1,595 1,815 1,960 1,365 1,5�5 1,'680'_ 31/z x 71/4 HHUS48 - ,35/a �. ,. 7'A 3 -" ""(22)"01B2.x 3'/z -,.(8} 0.162 x"3lz ' ,7 90 4,210 4,770 5,140" 3,61514,095 f 4,415` HGUS48 4 ,°= -; (36)`0162,x 3%.. '(12) 0162 x 31h, '„ 1,460 '7,,460 7,46 6,415- 6;416 6 415 IUS3.56/9.5 - 3% 91/z 2 - (10) 0.148 x 3 - 70 1,185 11,345 1,455 1,020 1,160 1,250 MIU3.56/9 • • • - 3s/t6 813A6 21/2- (16) 0.162 x 31h (2) 0.148 x 11/2 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • • • ✓ 3s/ifi 8% 2 - (14) 0.162 x 31h (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 • • - 3s/t6 815/6 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 • • - 35/a 9 3 - (30) 0.162 x 31h (10) 0.162 x 31/z 3,565 5,635 6,380 ,445 4,845 5,486 5,545 31/z x 91/z HU410/HUC410 • ✓ 3% 85/a 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 HUC0410-SDS • • - 36/tfi 9 3 - (12)114" x 21/z" SDS (6)1/4" x 21/z" SDS 2,265 4,500 4,500 4:500 3,240 3,240 3,240 HGUS410 • • - 35/a 91A6 4 - (46) 0.162 x 31h (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, LGU3.63-SDS - 3% 8 to 30 41/z - (16) 1/4" x 21/z" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720 4,840 4,840 14,840 LA MGU3.63-SDS - 3% 9'/4 to 30 41h - (24)1/4" x 21h" SDS (16)1/4" x 21/z" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 ' IUS3.56t11.88 " - " 3% : '117/a " 2 '� , _(12) 0.148 x 3 :; - '76 1,420 "1;615 1745��"1220`�`1,390 � 1,485 MIU3.56L11 `- 39/6 - x 311(2)0 8x 1l210 ` 2 , 3,1 fi 2,695(20)"0.162 ' U414 ✓ 39/ta 10 "' 2 "- _ '`(16)?0.162 x 31F4 (6) 0148 x 3 ":° 97t3 `2,305 2,615 '2,820! 1a980 2,245 "2,425` HHUS410 •, � 36/a" 9i'l ' : 3. :�-_ (30) �.162,x 31/z" "„(10) 0.162"x311z � 3,15ts 5,635 6,380 j G 11o� ,4 845 �548615,54a _ " 10' "9/16 (10).16x3h, ,, 32 6 8 302,]32'59012,795HUS412 31/z x 117/a' HU412 / HUC412 - ° •.'' Aq 105/i6 ..< 21h •Max. Min (16)`0.162 X 31h (6) Q 148 x 3� 1135, 2;380 2,685 2 890 2 050 2,315 2,490 ; {22) 0.162.x 3'l (10),0148 x-3�. 7, 5 3,275 3,695 3;970: 2i820,' 3,18Q";; 3,425'" HUCQ412-SDS • • _ = " 30A61 11 3/s 4-(56j0.162x3'/z 0(20)01623' ,040 900 ,0Q7hHGUS912 9,400, 8s08C 8,,"0£i385C 8' ,0E 8t5 L6U3.63 SDS - 35/a 8 to 30 41/z ","=`3 {16)'%a' X 2'%z" 5l)S (12)1/4' X 2'Iz":SDsi [5555 6,720 .6,72Q 16 72014 840 i 4,84Q34,840 MGU3,63=SDS • ; = .i"35/a "9%lo 30 ;41/2' (24) 1%4'.'-x 21h' SDS (16) t/4" x 21%" SDS 7,260,' 9,450 9,45319,450 6,805 6,805 6,805'" HGU3.637SDS'. �., • =; j "35/a 11,to"30 41/z...- (36)1/a :x 2?/i.';SDS (24)?/a.' x 21h" SDS 3, dfi 1 1u 16117a,16Y a jr d 3 };4� I _47 e,475'' 46 See footnotes on p.150. THA/THAC Adjustable Truss Hangers �Q�`�iERfp This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed ?> cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table en Finish: Galvanized. Some products available in ZMAX® coating. C See Corrosion Information, pp.13-15. v Installation: Q CUse all specified fasteners; see General Notes. C The following installation methods may be used: U rn Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. 1= Install top and face nails according to the table. Top nails shall 'a not be within'/4" from the edge of the top -flange members. For -- cc- the THA29, nails used _for jefoist attement,-nust be -driven at arr - 0. ahgle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten 'the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face. and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3W (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart Plm,,' 13/alfar THAG422 'for 422-2 426-2 01711'TH"AC422 Face nails Top nails per table per table typical for THA422-2 THA426-2 THA418 Double 42 — Use full table value Single 42—� See nailer table ' ,' Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps maybe installed straight or wrapped over with tabulated face nails installed into top and face of headf ® Double -Shear Double- Dome Double -Shear Nailing i Shear Nailing Side View e View; Nailing SidDo note (Available on Top view bend tab some models) i 2 face nails (total) 4 top nails (totaQ '%%- 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 lypi I:GI 1 r1m4v Top Flange Installation er to tnote 5 p.187 86 6 z Q 0 0 U w z z Cc U) z 0 w U) rn 0 N C 0 N U U THA/THAC Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. O THA29 18 1s/a 9"fi6 5'/e 1'/z - (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 1 525 11,750 11,750 1 1,75i) 1 450 -1,330 11,330 1 1,330 2316 - (4) 0.148 x 3 I (6) 0.148 x 3 (4) 0,148 x 3 1 525 1 2.,610 1 2,610 1 2,610 1 450 11,985 1,985 1 1,985 THA218 118 15/e 173/is 5% 1 2 1 (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 1 Yz 1,46 "60, 1 1,460 1 1,110 1 1,110 1,1110 IBC, W TMA218 2--16" _ °3Ya 1Ths B 2 (4)1J162x3Yi(2)f).162X3Jz (6}�0148x3 "� 1, 9 9 1 05 190 i,ia 1 �7a� FL, O THA222-2 16 3'/a 223/1s 8 2 - (4) 0.162 x 31h (2) 0.162 x 3'/2 (6) 0.148 x 3 1,960 1,995 1,995 :490 1,515 1;515 LA V THA413. '18, Na1334s 4%z.; 2 -. (4)0.148.x3 (2)0148X3` ,(4)'014843. 15 1 •a, ,1, 30'.,> 1i6� 141j 1,1t~=' C C THA418 16 3s/a 171/2 7% 2 - (4) 0.162 x 3'h (2) 0.162 x 3Yz (6) 0.148 x 3 - "" ,:;a0 1;995 1995 - 1490 1,515 1;515 V THA422 i6 ,3/a 22., -7/e�, 2 (4)0162x3/2 (2)D162X3;h (6) 148x3' °' 1 s3 1 �3ti 1, 95 1;aS%� 161z 1,5[ "- THA426 14 3s/e 26 77A 2 - (4)0162 x 3'/z (4) 0.162 x 3Yz (6) 0 .162 x 3'/z - 2,435 2,435 2,435 - 2,095 2,095 2,095� THA422 2 i4' 7W 22h6 9a/a 2 .330 .6 F30 L A k-e] THA426-2 14 7Y4 26Ys 93/4 2 - (4) 0.162 x 3Yz (4) 0.162 x 3Yz (6) 0.162 x 3Yz - 3,330 3,330 3,330 - 565 2,865 2,865 THA29 118 I 1 s/a 1911A.1 5Ya 1 - 191146 I - I (16) 0.148 x 3 I (4) 0.148 x 3 1 525 12,265 12,2651 2,265 1 450 1 1950 11950 1 1950 7F1A213 , a`: ;18 1.5/a 135fs 5'/2' -' '• 13slis (14) D,148;x 3, THA218 18 15/a 171A6 5'/z - 173'i6 - (18)0.148x3 (4)0.148x3 855 2,450 2,450 2,450 735 2105 2105 2105 TI1A218 2 v 06 3Yay tis 17 . 8 - 14'/s (22)`t1162 x 3'/z (6) 0`1fi2 X 3h ;1 855 � 3;310 3,370 a ' ~' 1;595pR"a� 2,84v4 = `. IBC, THA222-2 16 3'/a 223/1e 8 - 141/1e - (22) 0.162 x 3Yz (6) 0.162 x 3Yz 1,855 3,310 3,3'10 3,310 1,595 2,845 2,845 2,845 LA THA413 ,. 18 35/a. 1335s - 4'h a33/a (14) 014 x 3 ; (4�-d �48 X B'.,8�` 3. .u4a ! 4t7_ 400 . - 3� � 1 fiC. 2 0; 1 t;1i15'� ' THA418 16 35/a 17Yz 7�/a - 14'/s - (22) 0.162 x 3Yz (6) 0.162 x 3'h 1,855 3,310 3,310 :1,31L 1595 2;845 2,845 2,845 THA426 114 13% 1 26 1 77/a I - 1 16% 1 - 1(30) 0.162 x 3Yz1(6) 0.162 x 3Yz11,85514,415 14,4801 4,480 11,59513,79513,8551 3,855 THA426-2 114 17Y4 I26'/sl 93/4 I - I 18 I - I(38) 0.162 x 3'/zl(6) 0.162 x 3'/zl 1,855 15,520 15,520 I 5,520 11,595 14,745 14,745 I 4.745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. 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'h" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1'h' nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installad either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. FL 18 inpsoStrong-Tie® Wood Construction Connectors SIMPSON ... Face -Mount Joist Hangers �G`�1FERF0 W a This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature nnGvati?ie double -shear nailing that distributes the load through two points or) each Joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS, Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • of cTes�gnedforwelded or hailer applications:"`"'T"" 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',ie for4x's m� o m. L' H G�w B LUS28 HHUS210-2 (MUS28 HUS210 (HUS26, HUS28, and HHUS similar) AVA HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers .(cont.) Model- ` No. . Heel` Heig ht Ga77 Dimenslons,(in,) Fasteners H ° B Carrying_ Coined Member Member ° Single 2x Sizes WS24 '- 2a/a-� 18` 1 �46 3'✓6 ° 13/4 (4)`0148x 3 . (2) 0.14$ z 3 , LUS26�,° 41✓4 '19f6, `43/4 i°V4 (4j:0148x.3°`• (4)0.148X3 ° MUS26 411/16 18 1 9/16 51Ai6 2 (6) 0.148 x 3 3 (6) 01480 HUS26 4-IA6 16 15A 53/a 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26 ' ;4efa'. "12;'' -15/° 53/e � 5" (20)0,762z31Ix (B}01;62x31h :. LUS28. 18 .19/16 65/a- ''. 'VJa MUS28 6-546 18 1 9A6 6t3A6 2 (8) 0.148 x 3 1 (8) 0.148 x 3 " HUS28 61/2 16 15/a 7 3 (22) 0.162 x 31/z (8) 0.162 x 31/2 HGUS28 69AB 12 15/s 71/e 5 (36) 6.162 x 31/2 (12) 0.162 x 31/2 LUS210' ° 411d 18 -.j 1 V,6 s71 6 ��''•1`3a ; . (8}'A.148 x•3 {4); 0148 x�3 HUS210 t� �,' 83/s 16 � ,.15Is :: 9 ' ", 3� , (3%0162 x 31/z , (10) 0.162 x 31/2 HGUS210 89ti6'" 12 s- "_ i $� 'i 91/e: b (46};0162x 3'Iz ' (16) 0,162 x 31h ` 1. See table below for allowable loads. I= These products are available with additional corrosion protection. For more information,, see p.15.' For stainless -steel fasteners, see p. 21. Many of these products are approved for installation t with Strong -Drive° SD Connector screws. See pp. 335-337 for more 'information. ' AF Allowable Loads SP Allowable L'o'ads SPF/HF Allowable loads Model Code., �.: O. UpliftlJFlood Snow Roof'- Wind Upllftl, Floor Snow Roof 1Nmd Upiiftl - Floor Snow : Roof Wind, Ref. ( 60) (100} „(115}` (125)`` (160) (160):.;. {100) °_(115) ;(125) 16 (1, (160) (100) LUS26 1,165 865 1 990 1,070 1 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 1 03C, FL, MUS26 330 . 1,295 . 1;480!: 1,560` '1 UE�i1-"; 9 0.. 1,405 . 1,560w ,1., f0 ° 1'.a60 , 1`E, 955- 1,090 1i180° ;, 50„i LA HUS26 1,320 2,735 3,095 3,235 3,235 1,320 2,960 37230 3:280 3,280 1,150 1 2,350 2,660 2:780 2,780 HGU826 715 " : 4,340 h 4;850: " 5,170 5,390., 87�6 4,690-. , 5;220 5,390 a090 . ''780 3,225 3,610, ";3,870 3,985: IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 MUS2$ 'no ".1,730 1;975 = 2,125' `5.' ) 32 `;' ,1,875 2,135• '2 255 F ;:2,2a5 11 0," :,1270 1,455 7 575° °i, 355, IBC .FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4.G95 4,095 4,095 .1480 3,520 .3,520 3,520 3,520 HGUS28 1,650 ?275.:7,275-. 7,275 ,.7,275'- 1,��1 `7tf5, i.,27 7,275 7,275, °1 ZS .'3St 0;;,3,820 .39'5 425Q, IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1 1,500 IBC, FL, HUS210 2'.655 5,45t3 5, s w 8tiQ', 133 "; ,. 2 63�<< ° a u95 : Fi,780 'S 833- 5'30 ;`2 22G " 2, s33 2.45s 25L6 2;s32' _ LA HGUS210 2,C9C 9:70C 9Jii{i 9,100 9,1C0 2,i)90 9;-00 9:100 9,i:;C 9J00 5,5'S 6,340 0",730 6:710 6,730 I C, FL I. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat_ Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute 'side apecny angle Top View HHUS Hanger Skewed Right 6bist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 0 z a 7- 0 0 w R Z 0 F_ co Z U) ZI U) 0 N N U d 94 LUS/M US/H US/H H US/HG US SS10 SS �a. SS These products are available with For stainless Many of these products are approved for installation additional corrosion protection. steel fasteners, Q with Strong -Drive° SD Connector screws. For more information, see p.15. see p.21. See pp. 335-337 for more information. Double 2x Sizes HHUS26-2 4-A6 14 35/ie 53/8 3 (14) 0.162 x 31/z (6) 0.162 x 31/z 1,32U 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 49/I6 12 35A6 57AG 4 (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 " LUS28-2 :. 4a/IsG 18 , -$'Is 7. , 2 (6),0.162'x 3'/z ," (4) 0.162 x 31h O60 1 315' i 490, '1610, 2;630" .'.910 = ,1,130 1, 280 1,385 ),745„ IBC, FL, tJLll Ic�A_9 ' I R9G_ ". id �Sti� '71l. "'l7'31 n'°i R7 v"Zt/ '' Im n iF') v -41A A IAri .d �RF- 'A'910 F 1KA' r, Uri � 1 r.1F � '4 C,7f1� d'1'2R �e dqF 51G," LA LUS210-2 67/t6 18 31/a 9 2 (8) 0.162 x 3'/2 (6) 0.162 x 31/z 11,445 1,8* 2,075' 2,245 12,830 1 1;245 1,575 11,785 11,930 12,435 HHUS210-2 83/8 14 35/16 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 3'/z 3,550 5,705 6,435 6,485 6,485 3,335 11 4,905 5,340 5;060 5,190 HGOS210-2 8a/I6 12 35/I6 9-A,, 4 (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 1 7,825 Triple 2x Sizes Y1SiUJGb-J l 4'1)16; ;,, ,IL 4"A6 al/2 � 4" (LUJU.10ZXJ,72:.� ({fJ"U.IbL;X J'/2'" G,_IQO 4,64U .4;t'$3U` 'D;I/U 3,3'10 I,0O, O":0'/IJ 4',IIU', 4,44�, 4,/`JO,.1 IBC, FL, HGUS28 3a > ' 6'946 ''''122 415A' 71/4 - 4 ` -(36) 0162 x 3Ys (12) 0.162 x 31/z �..._. �3,235 7460' w 7460 7460 7,460 .2,780' 6,415, `6,415 '6,415' 6;415 LA HHUS210 3 83/s 87/e 3 (30) 0.162 x 3'/x (10)0.162X3'h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 . 811AB t14411/ic 91/4 4 (46) 0.162 x 31/2 (16)0.162x31/z 4,095 9,100fiGUS212=3 ;105/a,^ 1031a, z'4`,' (56) 0162.X:3'%z;, (20)"0.16L x3'h ; 3tr p U s i� (� 04 "5,f 4 90ft° l !;^; df3 'i+ '7;=g ?: IBC, _FL, LA Quadruple 2x Sizes t14ubZb-4 ",7%2 ,:, _� IL b'16 01/16,,'4 (4U) U.IbGX,JY2>s,-,,O),UJUXJ(2 `L,R(00 4,34U �4,OJU ,�, IIU 0.�IO eI,i500-= J,FJU yal/U, /#,44J 4,(e0 IBC, FL, HGUS28-4 71/4 12 69ti6 71A6 4 (36) 0.162 x 31/2 (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83/a 14 61/a 1 87A 3 (30) 0.162 x 31h (10) 0.162 x 3'/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL Nt;11C9111-d -) , Qi/.. :` 79 . .Asti2 q 4z A "ldRl n_iRw ii '.1,11m n 1R2 v 4th d n45 q 1nff- Q iM `Q 11111 Q"'I[ln R'F9l1'- -7R9F" 'A9G" 7 A�5 7 OCR 4x Sizes 4 IBC, FL, LA IBC, FL I ..-17nUJ40 , 4716 14; J=/8 • ' O'Y76 J . (14) UiIOL XIS %2" (OJ U.10/�:X J /2 '.j zlU "L,OJUa J, I7U 3,410: 4�000 , I, f'o 4,9JJ 4, I'fZ) �JO J,OOJ' LUS48 43/a 18 3% 63/4 2 (6) 0.162 x 31h (4) 0.162 x 31/2 1,060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 6'/e 14 3af6 7 2 (6)0.162x31h (6)0.162x3'h 1,320 1,580 1,790 1,930 2,415 11135 1,360 1,540 1,660 2,075 LA HHUS48 6'/z :14 35/a 71A 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 1;760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67/16 12 35/a 7'fi6 4 (36) 0.162 x 31/2 (12) 0.162 x 3'h 3,235 7,4601 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 HGUS412 106 12 3% HGUS414 117`i, 12 35A 4 (56) 0.162 x 31/2 (20) 0.162 x 31/x 15,695 191045 19,045 191045 192045 1 4,900 1 7,780 1 7,780 17780 17,780 4 (66) 0.162 x 31/2 1 (22) 0.162 x 31/z 1 5,695 10,125 10,125 10,125 10,125 4,900 18,190 18,190 18,190 18,190 Double 4x Sizes 4 IBC, FL, LA FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. 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 ANSVrPI 1-2014. Simpson Strong -Tie® Connector Selector' software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 2'h" nails in the header and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1'h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 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 37/8". 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 max. to allow for greater construction tolerances (maximum gap for standard allowable loads is'/s" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge $0 L Finish: Galvanized Installation: • Use all specified fasteners; see General Notes C • Can be installed filling round holes only, or filling V round and triangle holes for maximum values N . .. • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member Ml for additional uplift capacity ,no Options: d • HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart 96 Min. heel height per table 6 Many of these products are approved for installation with Strong -Drive® . SD Connector screws. See pp. 335-337 for more information. 1Im HTU26 HTU Installation for Standard Allowable Loads (for'/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes . Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTLI210 similar) iE n ru/njminqf JYS:, I /a' ; p, ✓fa 3'1,2:, tLU) U 144 X d Y2 (,14) U.14tf X J 72. - I;LD11-a L,tl4U , 3,000 `I ^.3 LUV ; 3 LUU.> I,u f 7 �L U la' 7f,{20) (m.1 3'h (20) D 148 x 1'h 1,555 2;940'': , 720 5 € .4)010 1,335„ 2,536 YS , , �' 1.. IBC, HTU28 (Min.) 37/a 15/a 71fis 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 J2,920 FL, HTU28 (Max.) 71/a 151a 7Yls 31/z (26) 0.162 x 31h (26) 0.148 x 11h 2,020 3,820 4,315 4:655 5,435 1,735 3,285 3,710 4 �05 LA HTU21D(Min`;) " 37/s5/s `9'ti6 31h : {32) 6.162 x 31h {9'0:148 x 11/2 :1,33d ,-G9 • `4,3 ,3D0 `;4 30 -,.1;195 3225` `:3;225" 3;22 91/a ` -15/e 91hs . 3'h> Double 2x Sizes ,HTU26-2 (Min.) 3?/a . 3% ','S?/s: '31/2, (20)0.1 62 x 31h T; '(14) 0148,X43 4'515 2,940 0 ,: 0 3;910 , 1;305 1,85Q 2 090=» 2 255 ''2 465" `HTU26 2 {Max) 5?fi . 35he . ,5?hc 311z . {20)'0.162 x 3'/z' - (20) 0148 X 3 ,'2175 2,940 3.�20. "x,o80 48 1,870 2,530 2,85a_ '' 3,f18 i - 3,855 HTU28-2 (Min.) 37A 3% 71/is 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 1 4,310 4,310 4,310 1,315 2,865 13,235 3,235 13,235 IBC, HTU28-2 (Max.) 71/4 35/s 71ti6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 1 4,315 4,655 5,825 2,995 3,285 �3,'1F2'.; 4 u"5 ;0'!ti"' FL, LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/s" and W, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSV FPI 1-2014. Simpson Strong -Tie Connector Selector® software includes the evaluation of cross -grain tension in its hant er 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. (U Z_ Z Z a 2 0 0 F7 0 Z 0 Z U3 co co 0 0 U (J Simpson Strong -Tie® Wood Construction Connectors 6 Face-Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member Model No Heel: Height Minimum =Carrying ' ' Carrying: Gamed Uplift Floor Snow Roof Wind Uplift Floor Snow Roof ' Wmd Code,, ;Ref. " 1'Member ; Member Member °_ ' 060) . , {160) 25 125) 00) HTU26 (Min.) 37/s (2) 2x4 (10) 0.162 x 3'/z (14) 0.148 x 11/z 925 1,470 1060 1790 1,875 795 1,265 1 1,430 1,540 1,615 HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31/z (20) 0.148 x 11/z 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC, .11-1. E.\ ':;1 � ,/mil �I..G immninn :71G /nM'AIAOv i i/_. iL17A :)-,YoOAn, .'3']9r2 `�:'ron 1-i hnr �•1'C.Qr.. 34. r,, �P (i !�S?�lw.. �'2 Ign FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Single 2x Sizes HTU26 (Max) _, 51, , 151s 57ls', 311z (20) 0:162 x 31h, (2(l) 4148 x 1'h` 1215 2 940 3 32 8Q a 631w .1,045 1850 .2 310. IBC, HTU28 (Min.) 31A 15/a 1 7%, 1 31/z (26) 0.162 x 31/z (14) 0.148 x 11/z 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 71A 15/a 1 71/1s 1 31/z 1 (26) 0.162 x 31/z (26) 0.148 x 11h 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 Double 2x Sizes HTU28-2 (Min.) 3% 3-516 71As 1 31/z (26) 0.162 x 31/z (14)0.148x3 11,490 3,820 3,980 13,980 3,980 11,280 2,865 2,985 2,985 2,985 1 IBC, FL, HTU28-2 (Max.) 71/4 3s/is 1 71/is 31/z (26) 0.162 x 31/z (26)0.148x3 13,035 3,820 4,315 1 4,655 5,520 2,610 2,865 3,235 3,4990 4,140 1 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector' software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 'A" x 21/4` Titen 2 screws (Model TTN2-252341-1) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or E11,'P sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available -- `Installation:_._ • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 1 3/4' — Model TTN2-2513411) are not provided with the hangers. • Drill the 3/1s°-diameter hole to the specified embedment depth plus'/2". • Alternatively, drill the Yx"-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 3Y%" drill bit and hex -head driver bit (Model TTNT01-RC); a3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/a" is required as sho�aln in Figure 1 for full uplift load. • Where no uplift load is req i red, a minimum end distance of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 a,1_1��2 m;.. I MM"MITI, HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUG410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. Model° °' No:" Fasteners bn�) SPYIZ Code, GECMU Concrete 5tandardl, Concealed GFCMU Titen® 2� Concrete Titen6 2 Joist" Uphft _ a (160) Down= ` (1001125) Uphfi (160) Oown Ref. 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 HU28 ' HU28X ==. ' (6) ?/t X.23/a " " " (6)1l4 x=13J4 1= ,(4) 014$ x 1l2 545 1,500 760 2 400 HU24-2 HUC24-2 (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26 2 (Min..)-.,',' HUC26 2 .°' ($) la x Z, j " :, "(8) ?7a x 13/4 (4) 0148"X 3 _' 760 2 000 760'PIP0 2 (Max) HC26;2 " 1%/a 2) / ..: 00 30H026 950� HU26-3(Min.) HUC26-31314 (Min.) (8) 1/a x 23/a I (8)1/a % 1 3/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26.3 (Max.) HUC26-3 (Max.) (12) 1/4 X 23/4 (12) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28 2 (Mm); "HUC28 2 (Min ).. ; 1x 2 '- (10),/4 3/4' { °(10)113/4 x' 13 ,, ,(4) 0148 X 3 7 60 2 500� 7fi0 3,725 _ HU28 2 (Max) HUC28 2 {Max.}`, (14) 14 x 23/a '{14)1/4 x 13/a. (6).0.148 x 3 °1135 ° 3 500" 1;135° "4 92p HU210 HU210X (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 11/2 545 2,000 760 2,415 HU210 2 (4)1/x 1/a' (6) 0.148"0 ' 1135 3;500 . 7,135 4`920 HU210 2 (Max) HUC210 2 (Max.) T, (18)'/4 x 23/4 „..- (18)1/a x 13/4 {10) 0148 z 3 .a 1,800 „ 4 500` 1800 5 085 HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)1/4 x 13/a (6) 0.148 x 3 1,135 3,500 1,135 4,920� HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HUM,, HU212X (10� 1%4 x 23/4 -° '' (10} 1ja)X 1 W {6) 0.148 x`11/2 -1135_ 2 500,. ' : 1,135 > Y�2 665 A HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 X 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1A x 23/a (2 2) 1/4 X 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 j HU214 HU214X (12)114 x 23/4 (12) 1/4 X 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214,-2 (Min. ` HUG214 2 {Min:)' " (1$} 1/4 x'23/a w (18)1la xe13/a (8) 0.148 x 3 `1515 4,500:' 1,515 5 085 HU214 2 (Max.). - HUC214 2 (Max.) (24)1%a x 23/a ' W` (24)1/g R 13/a {12) 0.148 X 3 2 015 5,085;.- HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)114 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 1 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 (24)114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216. �„ ., NU216X '(18), X 23/a° '� {18)1/a;X 13/a �'(8} 0.148 x71h 1,515 2,920 ;1, 15 , „� =2 920 ; HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)114 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 3 (Min.}. HUC216 3 (Min.) "" (20)1/a x 23%a °' ( (20)1/a X 13/a {8) 0.148 x 3, , . v.'1 515 .,�; ; . 4,920", 1,515 HU7 (Min.) (Not available) (12) 1/4 x 23/a 1 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 1 (16) 1/4 x 11/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU9 (Min.) - (Not available} (18);1%a:(6) 0148 x 11/21135 .. ; 3,230 . .. "a ' 1,135 3,230 HU9-(Max.) (Not available) "'"" (24)17a x 23/4 Ly ',1, (24)11/a x 13/a {10) 0.148"z 11/z.. 1445 ; ` , 3735" 1;445 3,735 HU11 (Min.) (Not available) (22)1/4 x 23/4 (2 2) 1/a x 1 3/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 HU14:(Mm.} Not.avAble)� (28)1A x 2314 ° i # (28p'/a X 13/a {8) 0.148 x 11h 1 515 3 485 ' 1;515 LHU14 (Max.) ' (Not available) , '" ; (36)"A x 23/4 " (36} 1/a z 13/4 ;(14) 0:148 z 11/z 2 015� P` 4, ?45 2,015 44;245 38 STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES B/SKIS SEE PLAN -SEE PLAN SOFFIT/FA5CIA- SEE ARCH. =- z du do Lu Q N 'I W N RIBBON BOARD - SEE SCHEDULE z ' FOR SPACING 4 d u w RIBBON BOARD- 5E5 FASTENING TO d o w N SCHEDULE FOR SPACING 4 TRUSSES FASTENING TO TRUSS S WALL SHEATHING -SEE PLAN - MIN. 15/32' GDX PLYWOOD ORA i Y l/IFi' 055 WITH 8d GUN NAILS UPLIFT/SHEAR ANCHOR MA50NRY WALL - (0.131' X 2 1/2') ® b' O.G. TO RIBBON BOARDS GYP. GEILING- UPLIFT/SHEAR SEE PLAN 4 EACH TRU55 - SEE B/`S'KI SEE PLAN ANCHOR EACH SCHEDULE PLAN DO NOT FASTEN RIBBON BOARD TRUSS- SEE PLAN NOTE: ADD'L FRAMING NOT INTO END GRAIN OF ROOF TRUSS MASONRY WALL - SHOWN FOR CLARITY BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING A RAISED HEEL TRUSS BEARING B SCALE. HIS SKI SCALE, NTs SKI RIBBON SCHEDULE" DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH sl (2) 12d GUN (0.131' X 37 (Vasd= MPH) 2 t4 5PFM2 24' TO EACH TRU55, (4) EXP.. B, NAILS AT JOINTS ENCLOSED i Vult=180 MPH (2) 12d GUN (0.131' X 3) (VasdR139 MPH) 2X4 SPFF'2 16' TO EACH TRU55, (4) EXP. G, NAILS AT JOINTS ENCLOSED O U �UzLL z32(D O w La Ui» Cie Q o = w - o n ZO f w Z a 3 U W A iy �A W ❑ ❑ SHEETTRLE: R�9BOnp RMED NFEI ROOF l—El IRIISSEe SHEET INFORMATION: iae no. aema Dire mum: IID&le DMVM BY; - REVIEW 1 M SKA ALPINE, MMCOMPAIN'ly January 1°0;, 202 0' .C#peh.tet`,Contractbr*-s of A,.rh&.r,,icd, Mt.- '3.%b,Avenao d, NW Winter.."ad FL133886-6201 Dear Matt.- �s Were raised concerning It."has' cometomy attention that auestion h g 51 A8, a fa M e, te-r, - hoI6s.,AAl,I6dt �,u thi�. chards (Wide facOpfy - s gable. -end tr usses t.O gs'.'allow, 10t, ese g threaded rodsused. ,f6t`ti&d6WM9"' Iflh - thew. a:bl'e'ends"areovercontinuous ,With f-th.g.vo Ah "t-A fare no;'16, oge�' on 4-,0-,C without ainagingany t-bhhedtor' plabesbr' 'vertical webs tfiex no,r.epai�riis- required The trussI only suppor ts :2466t', .f 966ilba�ds An additional:no Ify61.1 have 4-h -`T :qJu'e-'s'-ffbns-please give me axall, Sincerely, A 6750,FbrumDrive; Suite 86, Orlando, FL 3282 (000) 521'9790,-(863)422-8685 IftIIfFI ENs No.86367 STATE 0 t -�/tl1lA41iO4B1'i . ALPINE AN 11W COMPANY FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 =wr thas bratt Wectr� slQ"d led uxbV a Dios! Signsh". Prk"4 Wtaut an o WkW Wpub a must bs using ft orj*W rlet&*nlc ""ion.. Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone-.- (800)755-6001 www.alpineitw.com S►te"ls�formatiion: Pa a is Customer: Carpenter Contractors of America Job Number., N362326 Job Description: 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB /2601 ]HAYDEN EXPRESS Address: Job Sn ineerin Criteria. Design Code: FBC 7th Ed. 2020 Res IntelliV/EW Version: 20.02.00A JRef#. 1X3L89750043 Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso 37.00 Building Type: Closed This package contains general notes pages, 34 truss drawing(s) and 5 detail(s). Iteifi , Drawing Number Truss 1 069:21.1140.52868 Al 3 069,21.1140.52931 A3 5 069.21.1140.52774 A5 7 069.2.1,1140.53212 A7 9 069.21.1140.53635 A9G 11 069.21.1140.53040 132G 13 069,21.1140.53493 L1 15 069.21.114052993 EGE 17 069.21,1140.53462 EJ3 19 069.21.1140.52978 CJ3E 21 069.21.1140.53555 CJ1L 23 069.21,1140.53071 EJ7 25 069.21.1140.52900 CJ5A 27 069.21.1140.53446 CJ62 29 069.21.1140.53368 CJ3A 31 069.21.1140.53274 CJ1 33 069.21.1140.53524 HJ3 35 A16015ENC101014 37 A16030ENC101014 39 GBLLETIN0118 Item Dtawine NGhil*r Truss 2 069.21.1140.53352 A2 4 069.21.114053415 A4 6 069.2.1.1140.53182 A6 8 069.21.1140.53149 A8G 1.0 069.21..1140.53196 B1 12 069.21.1140.53010 MEG 14 06921.1140.53525 L2G 16 069.21.1140.52853 EME 18 069.21.1140.53180 CJ5E 20 069.21,1140.53103 CJ1E 22 069.21.1140.53618 MG1 24 069.21.1140.53259 EJ72 26 069.21.1140.52806 CJ5 28 069.21.1140.529.77 CJ3 30 069.21.1140.53369 CJ32 32 069.21.1140.53384 HJ6E 34 069,21.1140.53088 HJ7 36 A16015ENC160118 38 A16030ENC16011.8 Florida Certificate of Product Approval#FL1999 Printed 3/10/2021 12:06:07 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. [CC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 674901 HIPS Ply: 1 Jab Number: N362326 Cust: R8975 JRef:1X3L89750043 Ts FROM: RAA Qly: 1 , A5/320 ,4EHBH ,01 H ,RL01 / 4EH6 ! 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52868 Truss Label: Al / YK 03/10/2021 6'1"4 f 12'2"9 + 18'3"4 + 21W'12 275"7 1 33'6"12 39'8" 6'1"4 6'1"5 6'0"1 1 3'1"8 1 6'0"1 1 r 6'1"5 6'1"4 =5X5 =5X5 E F N V m _0.18'8"12 4X6(B2) =5X5 =5X10 =5X5 =4X6(B2) T 9,10„ Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 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: 22.84 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc, from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,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. Wind loading based on both gable and hip roof types. 39'8" 10, 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 10' 29' 10" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.259 L 999 360 VERT(CL): 0.481 L 983 240 HORZ(LL): 0.097 K - - HORZ(TL): 0.179 K Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.863 Max Web CSI: 0.392 Ver: 20.02.00A.1020.20 ,����t�att►rrr�p�® �►e`' �1H AA q\ Q Hosea A- ,de a 40.8f36% STATE OF 9'10" 1' 39'8" i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /861 /785 /303 N 1546 /- /- /861 f785 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N 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 1981 - 3037 F - G 1518 - 2011 C - D 1835 - 2773 G - H 1835 - 2773 D - E 1518 - 2011 H - 1 1982 - 3037 E - F 1525 -1892 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2726 -1720 L - K 2369 -1414 M - L 2369 -1433 K - I 2726 -1702 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 453 - 75 L - F 521 - 323 D - L 555 - 703 L - G 556 - 703 E - L 521 - 323 G - K 453 - 76 01 10 ilitimitt- FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **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 propery attached structural sheathing and bottom chord shall have a properly attacheU ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 87 or B10, as applicabgle. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracincciiof trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional engrneenng responsibilitty�r solely -for the design shown. The suitabillfy and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org• SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67491 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JR&AX31.89750043 T12 / FROM: RAA Qty: 2 , A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53352 Truss Label: A2 / YK 03/10/2021 12'2"9 + 17' + 22,8„ 61 "5 4.1 5'8" 9'10" 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 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: 22.58 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; W3,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 BO% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =5X5 =5X5 E F 27'5"7 4'9"7 39'8" 10, + 10, 19,10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.264 L 999 360 VERT(CL): 0.466 L 999 240 HORZ(LL): 0.091 K - - HORZ(TL): 0.160 K Creep Factor: 2.0 Max TC CSI: 0.680 Max BC CSI: 0.542 Max Web CSI: 0.323 VIEW Ver: 20.02.00A.1020.20 33'6"12 + 39'8" 6'1"5 6-1"4 ®IIIIQtIIIpiftep ht � a ® N®, 86367 16 0 STATE OF cr • e � w o a 9'10" 1' 39'8" i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1645 /- /- /867 /786 /284 N 1645 /- !- /867 /786 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 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 2105 - 3292 F - G 1649 - 2207 C - D 1949 - 3025 G - H 1950 - 3025 D - E 1649 - 2207 H - 1 2105 - 3292 E - F 1674 - 2198 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2958 -1835 L - K 2568 -1513 M - L 2568 -1532 K - I 2958 -1817 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 456 - 81 L - F 590 - 280 D - L 494 - 708 L - G 494 - 708 E - L 590 -280 G - K 456 -81 �UR1DP. ®�' S g•gpeg b FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. oT truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of�his drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.org_ AWC: awc.org _ Orlando FL, 32821 SEQN: 67492 / HIPS I Ply: 1 Job Number: N362326 I Cusl: R 8975 JRef:1X3L89750043 T11 / FROM: RAA ply: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52931 Truss Label: A3 / YK 03/1012021 T8"6 7'8"6 9'10" 9'10" 15' 19'10" 24'8" 7'3"10 + 410" + 4-10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 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: 22.16 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T3 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; B2,B3 2x6 SP #2 N; Webs: 2x4 SP #2 N; W1,W4,W7 2x4 SP #3; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. e5X5 1112X4 =5X5 D E T3 F 39'8" 10 10 19'10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 31'11"10 39'8" TT10 7'8"6 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.278 E 999 360 VERT(CL): 0.480 E 985 240 HORZ(LL): 0.092 J - - HORZ(TL): 0.159 J Creep Factor: 2.0 Max TC CSI: 0.757 Max BC CSI: 0.840 Max Web CSI: 0.385 VIEW Ver: 20.02.00A.1020.20 ,���i�t�tr)rrP►►►v �NA� AA ease ! A In o N0. 86367 e s. R bSTATE OF wo yF �4, fi =�rnci,oc) 9'10" 1' 2 -1s ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1692 /- /- /874 f789 /255 M 1692 /- /- /874 /789 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 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 2277 - 3391 E - F 2062 - 2703 C - D 2224 - 3172 F - G 2225 - 3172 D - E 2062 - 2703 G - H 2277 - 3391 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 3045 -1981 K - J 2456 -1533 L - K 2456 -1552 J- H 3045 -1963 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - L 447 - 349 K - F 411 - 252 L - D 639 - 300 F - J 639 - 300 D - K 411 - 252 J - G 447 - 349 E - K 389 - 207 �' •!twee �' c_ FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing 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 B10 as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Buiidin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitiy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 67493 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T10 / FROM: RAA Qty: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53415 Truss Label: A4 / YK 03/10/2021 7'4"5 7'4"5 �1'� 9'10" T 9' 10" 13' 57'10 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 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: 21.75 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; B2,B3 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 19'10" 26'8" 6-10" 6'10" .5X5 III2X4 =5X5 D E T2 F 39'8" 10, 10, 19,101, 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE 32'311 39'8" 5'7"11 r 7'4"6 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.292 E 999 360 VERT(CL): 0.512 E 925 240 HORZ(LL): 0.089 J - - HORZ(TL): 0.156 J Creep Factor: 2.0 Max TC CSI: 0.689 Max BC CSI: 0.778 Max Web CSI: 0.748 VIEW Ver: 20.02.00A.1020.20 ,�Q�t�t��rrrirf��rr N` 1171 WAS • S�r� NO. 86367 s co � a STATE OF ®4i� fi ,q 9'10" 1' 39'8"i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1657 /- /- /875 f790 /225 M 1657 /- /- /875 /790 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 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 2451 - 3301 E - F 2514 - 2994 C - D 2372 - 3073 F - G 2372 - 3073 D - E 2514 - 2994 G - H 2451 - 3301 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2960 - 2140 K - J 2537 -1811 L - K 2537 -1830 J - H 2960 - 2122 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L-D 504 -171 K-F 590 -511 D-K 590 -511 F-J 504 -171 E - K 645 - 388 sri0. A09 dio, S10NAL �a ��d�>fdt811sD FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise, top chord shall have Prroper)y attached structural sheathing and bottom chord shall have a properly id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCS! sections B3, 67 or B10, e. Applgy plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of Ning for any structure is the responsibility of the Building -Des! more information see these web sites: Alpine: alpineitw.com; TPI: deviation from this drawing, any failure to build the of trusses. A seal on this drawing or cover pa a For �6750 Forum Drive r the design shown. The suitability and use of )his Suite 305 2. try.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 674941 HIPS Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X3L89750043 T9 / FROM: RAA Qty: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52774 Truss Label: A5 / YK 03/10/2021 7'4"4 11' 16'11"4 22'8"12 288" 32'3"12 39'8" 12 5'11"4 5'9"8 5'11"4 3'7"12 7'4"4 R =_5X5 =_5X5 =4X4 E�E5X5 D E F G 12 T 5 \\\24 io2H4 C (a) W (a) co W6 io rn B 1 A J —4,18'8"12 --4X6(B2) =8X10 B2 -8X8 B3 N 9'10" 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 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: 21.33 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; B2,133 2x6 SP #2 N; Webs: 2x4 SP #3; W3,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. Wind loading based on both gable and hip roof types. 39'8" 10' 10, 19'10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA _ Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.307 L 999 360 VERT(CL): 0.569 L 831 240 HORZ(LL): 0.094 K - - HORZ(TL): 0.173 K Creep Factor: 2.0 Max TC CSI: 0.890 Max BC CSI: 0.825 Max Web CSI: 0.314 Ver: 20.02.00A.1020.20 0 �rittat4►t'►o�v�p`fy�i N0.86367 m V r m 0 v °® STATE OF a 4Q VI O a 9'10" 1' 39-13" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1546 P P /872 f791 /196 N 1546 P P /872 f791 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N 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 2614 - 3016 F - G 2270 - 2353 C - D 2542 - 2800 G - H 2542 - 2800 D - E 2271 - 2354 H - 1 2615 - 3016 E - F 2947 - 3107 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2698 - 2287 L - K 3032 - 2643 M - L 3030 - 2659 K - 1 2698 - 2268 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 823 - 601 F - K 956 - 817 M - E 951 - 814 G - K 825 - 604 41111411111 *� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS I require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building gent Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly tl d ceng Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B1 O, cable. Apply plates to each face oT truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracincioftrusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSlrr�l 1 Sec.2. Suite 305 For more information see these web sites: AlDine: aloineitw.com: TPI: toinst.ora: SBCA, sbcindustrv.com: ICC: iccsafe.ora• AWC• awcorn Orlando FL, 32821 SEQN: 674951 SPEC Ply: 1 Job Number: N362326 R8975 JRef:1X3L89750043 T20 / FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS F11"I0069.21.1140.53182 Truss Label: A6 / YK 03/10/2021 1'10' 71"1 10'10" i 19'10" 24'8" 30'8" 32'�"5 39'8" T1"1 38„15 r T2" T 4'10" 6 T 1, T4"l1 =5X5 D 1112X4 T 12 \\\2C4 =6X6 E T3 =5X5 ;5X5 F G H ��� 2X4 T S o TT n ;5F---- W4 n B �3 J K 11 =4X6(B2) =-6X8 =5X8 =5X8 �18'8"12 =4X6(B02) 39'8" 910" 10, 9'10" 10 1� 9'10" 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA Des Ld: 37.00 EXP: C Kzt: NA Building Code: NCBCLL: 10.00 Mean Height: 21.30 ft TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.384 F 999 360 VERT(CL): 0.712 F 664 240 HORZ(LL): 0.104 L - - HORZ(TL): 0.193 L Creep Factor: 2.0 Max TC CSI: 0.896 Max BC CSI: 0.836 Max Web CSI: 0.917 VIEW Ver: 20.02.00A.1020.20 �olIIII II11?Ff/i/ m440 � No. 86367 s A � w ®� STATE OF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /855 f788 /193 0 1546 /- /- /859 f791 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 0 Brg Width = 8.0 Min Req = 1.8 Bearings B & J are a rigid surface. Bearings B & J 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 2618 - 3005 F - G 3611 - 3760 C - D 2523 - 2780 G - H 2615 - 2776 D - E 2200 - 2352 H - 1 2614 - 2789 E - F 3612 - 3761 I - J 2684 - 2992 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 2688 - 2277 M - L 3452 - 3105 N - M 3197 - 2820 L - J 2675 - 2328 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp N - D 1865 -1705 M - G 400 - 308 N - E 1923 -1815 G - L 1049 - 864 E - M 645 - 713 L - H 667 - 679 F - M 561 - 352 °"® S fee 0�p®edd ONA � FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin 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 Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibili solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/T�I 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org_ Orlando FL, 32821 SEQN: 67496/ HIPS Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X3L89750043 T8 / FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.63212 Truss Label: A7 / YK 03/10/2021 7'1"2 239,8"9' 1686111TV' 3" 7'8" 1'1014 7'1"2 ,5X5 =4X4 =5X5 =5X5 12 2X4 D E T2 F T3 G _ 9xa 4xti(1:52) =5X8 = 6X6 = 5X8=4X6(B2) 9'10" 9' 10" 10, 19,10" 39'8" 10, 29'10" 9'10" 1' 39'8" i T Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.367 L 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /864 /827 /166 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.681 L 694 240 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.110 K - - N 1546 /- /- /864 /827 /- 'Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.203 K - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 20.91 ft TCDL: 4.0 psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.898 N Br Width = 8.0 Min Re 1.8 9 q Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.869 Bearings B & I are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.320 Bearings B & I require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE o r LUmDer Top chord: 2x4 SP #2 N; T2,T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,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. Wind loading based on both gable and hip roof types. ,e�`t vteIQtorPR�f fe? CENS 4 No, 86367 s � STATE OF ®4r�� C - D 2709 - 2811 G - H 2710 - 2812 D - E 2685 - 2757 H - I 2762 - 2998 E - F 3607 - 3700 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2681 - 2420 L - K 3612 - 3366 M - L 3615 - 3388 K - I 2681 - 2402 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - M 776 - 568 F - K 1200 - 989 M - E 1205 - 992 K - G 773 - 664 0"- 'aa ., A 4"' /0N+A j , , FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **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 proper!Y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for Permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as app!icabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional enpmeenng responsibilitty� solely -for the design shown. The suitability and use of this drawing for any sfructur is the responsibility of the Buildingp esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 67499 / HIPS Ply: 2 Job Number: N362326 Cust: R 8975 JRefAX3L89750043 T14 / FROM: RAA Qty: 1 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53149 Truss Label: ABG / YK 03/10/2021 2 Complete Trusses Required 7' 13'5"14 19'10" '2" 262 7' 6'5"14 6'4"2 6'4"2 5 12 -6C6 =4XD4 T2 _8E8 —4F4 T3 I� T c 39'8" �1' + 6104 + 6'5"14 6' 10"4 13'4"2 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 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: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Loading #1 hip supports 7-0-0 jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 6'5"14 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 32'8" 39'8" 6'5"14 + T =6G6 1112X4 -8X8 =3X8 =8X8 1112X4 6'5"14 26'3"14 6'5"14 32'9"12 Defl/CSI Criteria PP Deflection in too Udefl U# VERT(LL): 0.434 E 999 360 VERT(CL): 0.813 E 581 240 HORZ(LL): 0.071 C - - HORZ(TL): 0.133 C Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.411 Max Web CSI: 0.743 VIEW Ver: 20.02.00A.1020.20 4o®,It�a�v��►��p��e a No. 86367 rr tt b ® � STATE OF 6'10"4 1' 39'8"� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 3115 /- /- /- /1614 A 0 3115 !- /- /- /1614 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 0 Brg Width = 8.0 Min Req = 1.8 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1762 - 3442 E - F 2781 - 5458 C - D 2492 - 4892 F - G 2493 - 4893 D - E 2781 - 5458 G - H 1763 - 3443 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 3147 -1600 L - K 4957 - 2539 N - M 3136 -1600 K - J 3137 -1601 M - L 4956 - 2539 J - H 3148 -1601 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 1951 - 991 L - F 553 - 267 M - D 488 - 672 F - K 488 - 672 D - L 554 - 267 K - G 1951 - 991 �OR1M� . eve�0NAI, � o Nai;7i�sa).��e FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, to chord shall have propery attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinQ installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawinq -indicates acceptance of professional en ineenng responsibility solelyfor the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.oro, AM, Awn orn Orlando FL, 32821 SEQN: 67500 / SPEC Ply: 2 Job Number: N362326 Cust: R 8975 JR&AX3L89750043 T38 / FROM: HMT Qty.. 1 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53635 Truss Label: A9G AK / YK 03/10/2021 2 Complete Trusses Required T1"4 10'10 14'8" i 19'10"4 248" 32'8" 39'8" T1"4 3'8"12 3'10"1 7, i =5X5 D 12 T5 17 k2C4 =8E8 2F4 T3 =8G8 T4 -6H6 T b EEn -4X6fA1) (a) W T� N 9B 11 h ca A J 1 �18'8"12 N M 83 L K 0 =8X10 =H1014 =10X10 1112X4 39'8" 10' 10, 7'8" 5'1"12 6'10"4 1� 10' 20' 27'8" 32'9"12 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 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: 21.30 it NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 it Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3,T4 2x6 SP SS; Bot chord: 2x6 SP SS; B3 2x8 SP 2400f-2.OE; Webs: 2x4 SP #3; WS 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. Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 22.60 TC: From 28 pif at 22.60 to 28 plf at 32.67 TC: From 55 pif at 32.67 to 55 plf at 40.67 BC: From 20 pif at 0.00 to 20 plf at 22.60 BC: From 10 plf at 22.60 to 10 plf at 32.64 BC: From 20 plf at 32.64 to 20 plf at 39.67 TC: 177 lb Conc. Load at 22.60,24.60,26.60 TC: 169 lb Conc. Load at 28.60,30.60 TC: 380 lb Conc. Load at 32.60 BC: 1445 lb Conc. Load at 21.14 BC: 129 lb Conc. Load at 22.60,24.60,26.60 BC: 127 lb Conc. Load at 28.60,30.60 BC: 491 lb Conc. Load at 32.64 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pt. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): 0.426 F 999 360 VERT(CL): 0.789 F 598 240 HORZ(LL): 0.092 D - - HORZ(TL): 0.170 D Creep Factor: 2.0 Max TC CSI: 0.730 Max BC CSI: 0.479 Max Web CSI: 0.791 Ver: 20.02.00A.1020.20 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. ``19191�t1t1o�P� ptAHWA m No. 86367 .cr �• SS ATE OF ,fib ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 2756 /- /- P /1633 /- 0 3785 P /- /- 12265 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.6 0 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 1792 - 2983 F - G 3944 - 6563 C - D 1688 - 2876 G - H 3368 - 5683 D - E 1476 - 2504 H - 1 2532 - 4224 E - F 3951 - 6570 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 2713 -1619 L - K 3865 - 2314 N - M 5151 - 3100 K - I 3869 - 2310 M - L 6323 - 3909 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N - D 1975 -1124 G - L 797 - 897 N - E 2091 - 3404 L - H 2117 -1255 E - M 1625 - 973 ORIVO +�idillima11tt�A�, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join�Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI -1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en meering responsibilittyy solely -for the design'shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: aI ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orp Orlando FL, 32821 SEQN: 67475 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T2 ! FROM: RAA Qly: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53196 Truss Label: B1 / YK 03/10/2021 9'1"12 9'1"12 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 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: 20.91 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types 12'8" 3'8" e C8 T2 =5XD5 21' 3'4"8 12VA Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 21' 8'4" 8'2"4 20'8"6 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.036 G 999 360 VERT(CL): 0.066 G 999 240 HORZ(LL): -0.015 H - - HORZ(TL): 0.026 E Creep Factor: 2.0 Max TC CSI: 0.822 Max BC CSI: 0.757 Max Web CSI: 0.949 Ve r: 20.02.00A.1020.20 {11itEP1IP►��P NO. 86367 o Q JV Z. or STATE OF i r- � 3"8 '29' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 850 /- /- /475 /536 /137 F 778 /- /- /396 /486 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = - 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. Chords Tens. Comp. B -C 1163 -1274 D-E 1136 -1241 C - D 1178 -1073 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1088 - 958 H - G 1093 - 956 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - E 825 - 717 E - F 708 - 706 ���Bd(91id011l{b1 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri rd ceiling Locations shown for. permanent -lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinqqComponents Group Inc. shall not be respponsible for any deviation from this drawing, any, failure to build the truss in conformance with.ANSI/TPI 1, or for handling, shipping,, installatron_and bracingof trusses. A seal on this drawin or cover pa e listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of this drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67478 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T5 / FROM: RAA Qty: 1 , A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53040 Truss Label: B2G / YK 03/10/2021 t T-3 T 14'8" 7' 7'8" =6X6 C T2 =6X6 D 21' 6'4" =4X6(B2) = 6X6 = 8X8 =2X4 Pill 6'10"4 i Tl1"8 i 610"12 1 6'10"4 T 14'9" 12 T 20'8"8 Loading Criteria (psf) Wind Criteria TCLL:- 20.00 Wind Std: ASCE 7-16 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: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x6 SP SS; Bot chord: 2x4 SP 2400f-2.0E; B2 2x4 SP #1; Webs: 2x4 SP #3; W2,W4 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"x2.6%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 #1 hip supports 7-0-0 jacks with no webs. Left side jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. Right side jacks have 6-4-0 setback with 0-0-0 cant and 0-0-0 overhang. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.136 H 999 360 VERT(CL): 0.253 H 989 240 HORZ(LL): 0.043 E - - HORZ(TL): 0.081 E Creep Factor: 2.0 Max TC CSI: 0.786 Max BC CSI: 0.945 Max Web CSI: 0.696 VIEW Ver: 20.02.00A.1020.20 ,�tJIjItIPI?Iffffo E Ns 0 ma Nv. 86367 m • • Z 0 Z. STATE OF � 3"8 '29' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1605 /- /- /- /997 /- F 1559 /- /- /- /953 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = - 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. Chords Tens. Comp. B - C 1967 - 3258 D - E 1904 - 3157 C - D 1711 - 2847 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 2932 -1748 H - G 2901 -1743 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - C 650 -106 G - E 2741 -1621 D - G 518 - 37 E - F 968 -1535 r- FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 ""WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) r safety practices pnor to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have proper)v attached structural sheathing 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 B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join QDetails, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this draw in or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en meering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821 SEON: 67479 / HIPM Ply: 1 Job Number: N362326 Cusl: R 8975 JRef.1X3L89750043 T39 / FROM: RAA Oty: 1 , A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53010 Truss Label: MEG / WHK 03/10/2021 fi 69"8 11'8"15 17'8"6 '(7'i11"14 5'9"8 r 5'11"7 5'11"7 3'8 12 5'11 "4 1 'T- 5'11"4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Rt Bearing Leg: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 5.79 TC: From 27 plf at 5.79 to 27 plf at 17.99 BC: From 20 plf at 0.00 to 20 plf at 5.82 BC: From 10 plf at 5.82 to 10 plf at 17.70 TC: 141 lb Conc. Load at 5.85, 7.85, 9.85,11.85 13.85,15.85 TC: 247 lb Conc. Load at 17.71 BC: 221 lb Conc. Load at 5.82 BC: 106 lb Conc. Load at 7.85, 9.86,11.85,13.85 15.85 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. e 5X8 C 1112DX4 =4X12 E III;eM = 5X14 = 3X6 1113X6 17'11"14 5'9"11 11'8"15 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/l 0(0) Plate Type(s): WAVE 5'11"7 17'8"6 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.142 D 999 360 VERT(CL): 0.262 D 813 240 HORZ(LL): 0.024 C - - HORZ(TL): 0.044 C Creep Factor: 2.0 Max TC CSI: 0.877 Max BC CSI: 0.796 Max Web CSI: 0.824 Ver: 20.02.00A.1020.20 4AHW Ak re pi8l�` so a m No I.ST 3"8 P11"14 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL J 1248 /- /- /- /541 /- F 1537 /- /- /- /686 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.7 F Brg Width = 1.6 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires 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 1184 - 2876 D - E 1282 - 2958 C - D 1282 - 2958 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - I 2687 -1092 1 - H 2711 -1083 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - H 551 - 622 E - F 1458 - 2167 H - E 2848 -1195 CO#�lar� °rr S' �•t+�ee ss®ra`�J0+A11 A►1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicati e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,installation and bracinclof trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer per ANSIrrP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 67476 / COMN Ply: 1 Job Number: N362326 Cust: R 8976 JRef:1X3L89750043 T24 / FROM: MRS Oty: 2 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EH8 / 2601 !HAYDEN EXPRESS DrwNo: 069.21.1140.53493 Truss Label: L1 �AK / YK 03/10/2021 T 3"15 5' 10, 5' 5' 12 =4X4 4 � T B D "� q N E F 1_08,8„ 2X4(A1) 1112X4 = 2X4(A1) 10' 5' 5' 5' 10, Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defi/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.016 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.028 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.009 F - Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.396 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.306 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.079 Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE 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. Wind loading based on both gable and hip roof types ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 429 /- /- /273 /206 /79 D 429 /- /- 1187 /206 /- 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 1066 - 641 C - D 1066 - 641 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 578 - 825 F - D 578 - 825 ,Q 1IgIIIIIPl9rill,yo ti E Ns(,��• m ® No, $6367 4 . �� STATE OF0'0 �, 14 00+®8® p NA� 11 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint o webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 16DA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en meenng responsibility solely for the design shown. The suitability and use of This drawing for any structure is the responsibility of the BuildingUesigner per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67480 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T36 I FROM: MRS Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53525 Truss Label: L2G �AK / WHK 03/10/2021 M 13 5 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 Spacinq: 24.0 " 3' 7' 10, 3' 4' 3' 12 4 = 4X4 = 4XX4 T B E 4 F ~ 88 H G 2X4(A1) 1112X4 1112X4-2X4(A1) 10, 1' 3T'12 3'8"8 3'1"12 6'10"4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 pif at -1.00 to 55 plf at 3.00 TC: From 27 plf at 3.00 to 27 plf at 7.00 TC: From 55 plf at 7.00 to 55 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 pif at 6.97 to 20 plf at 10.00 TC: 98 lb Conc. Load at 3.03, 6.97 TC: 63 lb Conc. Load at 5.00 BC: 119 lb Conc. Load at 3.03, 6.97 BC: 50 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 3T'12 10, Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf. NA Ce: NA VERT(LL): 0.037 G 999 360 Loc R+ ! R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.074 G 999 240 B 628 /_ /_ /_ /276 /- Snow Duration: NA HORZ(LL): 0.011 G - - E 628 /- /- /- /276 /- HORZ(TL): 0.020 G Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 FBC 7th Ed. 2020 Res. Max TC CSI: 0.337 E Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.502 Bearings B & E are a rigid surface. Rep Fac: Varies by Ld Case Max Web CSI: 0.070 Bearings B & E require a seat plate.Members FT/RT:20(0)/10(0) not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE VIEW Ver: 20.02.00A.1020.20 B-C 506 -1313 D-E 506 -1313 C-D 461 -1249 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1226 -466 G - E 1226 -466 H - G 1249 - 461 11111111 '0c�� AwAk r/�``�, s No.863647 e a a� STATE 4Fa�4 Orpp ��*4,,,� J�it� F:"� (_ id NA� 4041111100 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing 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 B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Pefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installs N and bracingof trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional en Ineering responsibility solelyor the design shown. The suitability and use of This drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: aloineitw.com: TPI: tninst.ora: SBCA: sbcindustrv_cnm• ICC• icaaafe_nrn• AWC- awr.. orn 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 674771 EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JR&AX3L89750043 T17 / FROM: RAA Qty: 1 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52993 Truss Label: EGE , / YK 03/10/2021 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 1'8"12 1'11 "8 1'8"12 —112 12 4 1112X4CD B T T w T A ch Li 8'8" EF G 4X4(B1) 1112X4 8"12 k-L- 12"12 —� �1 1812 Z12 1'8"12 1'1 "8 Wind Criteria Wind Std: ASCE 7-16 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 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. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 F HORZ(TL): 0.000 F Creep Factor: 2.0 Max TC CSI: 0.177 Max BC CSI: 0.014 Max Web CSI: 0.061 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 131 /- /- /113 /86 /49 B 42 /- /- /24 /4 /- G 49 /- /- /30 /33 A Wind reactions based on MWFRS B Brg Width = 1.5 Min Req = 1.5 B Brg Width = 14.5 Min Req = 1.5 G Brg Width = 7.5 Min Req = 1.5 Bearings B, B, & F are a rigid surface. Bearings B, B, & F require a seat plate. Members not listed have forces less than 375# ,rg1111111 111111 /t', ``CyNHWAk ''`'�' GEN` A N0.86367 • p o • ®� STATE � m 4 �} dI a i,f",PaNAL 414046111111lb1�4 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI-an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1,_..or.for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pagqe 675o Forum Drive listing this drawing indicates acceptance of professional enccLLineering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TP! 1 Sec.2. _ Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orp Orlando FL, 32821 SEQN: 67459 / EJAC Ply: 1 Job Number: N362326 Cust: R a975 JRef:1X3L89750043 T7 / FROM: RAA Qty: 7 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52853 Truss Label: EJ6E / YK 03/10/2021 6"1 t 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 " 4X4(B1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4•: • :. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.007 D HORZ(TL): 0.012 D Creep Factor: 2.0 Max TC CSI: 0.805 Max BC CSI: 0.356 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 C ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 283 /- !- /210 /119 /117 D 106 /- /- /58 /- /- C 141 /- /- /85 /126 /- 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# �® '0ig111111A� gild v. MATE QF 4v dd69d!&IIAb FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as appltcabgle. Apply plates to.each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. Defer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not be res .onsible for any deviation from this drawing, any failure to build the truss in.conformance with ANSI 1, onfor handling, shipping,, installation and bracinctgof trusses. A seal on this drawingor cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engNeering responsibili -solely the design shown. The suitabiliffy and use of g is drawing for any sgructure is the responsibility of the Building Designer per ANSI/T�l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com: TPI: toinst.orc: SBCA: sbcindustrv.com: ]CC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 67460 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T42 / FROM: MRS Qty: 3 , A5I320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53462 Truss Label: EJ3 �AK / YK 03/10/2021 12 4 F—� 2X4(A1) f 1, - + 3' 3 C Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /_ /_ /149 /85 /67 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.001 D D 50 /- /- /27 /- /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.002 D C 63 /- /- /36 /54 /- Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.234 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.135 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Loc. from endwall: Any FT/RT:20(0)/10(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumuer Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. cEN No, 8636i tv STATE OF e 4; �,���,�5 OR R 10P� b%® C. a0,eSapN�AI m a` FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 —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 BCS w6wings i ouH-c. for sianaaro plate posnions. Keter to )oD s ueneral (votes page for additional intormation. Alpine, a division of ITW Building�Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI�I PI 1, or for handling, shipping,. Installatlon and bracin of trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional en sneering responsibilit solely or the design shown. The suitabiliCy and use of ibis drawing for any sQructure is the responsibility of the Building -Designer per ANSI/TXI 1 Sec. 2. For more information see these web sites: Alpine: aIoineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: icrsafe.ora• AWC• awr. nrn 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 674611 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JR&AX3L89750043 T37 / FROM: RAA Qty: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53180 Truss Label: CJ5E / YK 03/10/2021 12 C 4 10'6"5 B C14 CV 6 81811 D 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 " 1, T 411"4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft - Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. :)W Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep F.ac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D HORZ(TL): 0.007 D Creep Factor: 2.0 Max TC CSI: 0.560 Max BC CSI: 0.250 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /191 1108 /102 D 90 A /- /49 /- /- C 119 A A /71 /107 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 N 0,86367 m STATE QE ®tv� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have �roper)y attached structural sheathing and bottom chord shall have a properly attached rigid ceil!n Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicab-le. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$gComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibilityy solely -for the design shown. The suitabiliCy and use of This drawing for any sgructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67462 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T32 / FROM: RAA Qty: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52978 Truss Label: CJ3E / YK 03/10/2021 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 SDacina: 24.0 " T i 12 4 C 1, 2' 11 "4 a�e 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: 11 EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): T �n 1 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.290 Max BC CSI: 0.078 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 `oIYia14191/►jtr` e�O► Y m ®��5�' NO. 86367 0 ©-P STATE OF .00 41 z- ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 183 /- /- /147 /82 /66 D 52 /- /- /27 /- /- C 64 A A /35 /61 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# 0NAL19 , i! 0 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing:- Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabce. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI 1, or for handling, shipping,, mstallapon and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance ;of professional engineering responsibility solely -for the design shown. The suitability and use of q is drawing for any sQructure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67463 / JACK Ply: 1 Jab Number: N362326 Cust: R 8975 JRef:1X3L89750043 T FROM: RAA Qty: 2 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 33 / 069.21.1140.53103 Truss Label: CAE / YK 03/10/2021 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 " T 6"1 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 12 4 1 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.186 Max BC CSI: 0.025 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 A WA CENS m C No. 86367 a �S b ® ® A STATE OFF, cv� 9'2"9 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 139 /- /- /129 /95 /32 D 14 /- /- /11 /3 /- C - /-11 /- /28 /30 /- 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# OR jVr ��;/0NRL;, fde(1ialikk FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **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 anc7'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly ,j!d ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e. Apply plates to each face: of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ,UM-1- for stanaara plate positions. peter to )o0s ueneral (votes page Tor aaamonal imormation. rision of ITW BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the formance with ANSIITPl. 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page rawinq indicates acceptance of professional engeering responsibility solely -for the design shown. The suitability and use Nis any strum cture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. irmation see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.orp; AWC: awc.org 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67464 / JACK Ply: 1 Job Number: N362326 Cusl: R 8975 JRef:lX3L89750043 T40 / FROM: MRS Qty: 4 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53555 Truss Label: CAL AK / YK 03/10/2021 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 " iK, 4 C B 315 A D 2X4(A1) 11114 ®i Wind Criteria Wind Std: ASCE 7-16 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 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T 9'0"3 7"11 = UQrpVrr Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.6 Max TC CSI: 0.198 Max BC CSI: 0.025 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 OA a11`1I11IIIPPf h1'*i �,,,a {Q�� iyA� Sj S No. 86367 • o, STATE OF PO 6�� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 141 /- /- /134 /102 /31 D 10 /-1 /- /16 /11 /- C - /-15 /- 129 /27 /- 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# f, ease FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Alpine, a division of ITW Build • _ _ russ.in conformance with AN -- listing this drawing indicates drawing for any structure is th For more information see these web in hComponents Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the SIrI PI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawin or cover page acceptance of professional engineering responsibilittyv solely for the design shown. The su!tabili9y and use of this e responsibility of the Build ingMesigner per ANSI/TPI 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67482 / MONO Ply: 2 Job Number: N362326 Cust: R 8975 JRef:lX3L89750043 T23 / FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53618 Truss Label: MG1 �AK / WHK 03/10/2021 2 Complete Trusses Required 971 3'2"8 3'2"8 T TV's 1112XC 12 5 � 4M M �n io X4A(A1) Li 18'8"12 E D 1114X6 1114X8 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 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: 20.70 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind.Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at 0.00 to 55 plf at 7.00 BC: From 10 plf at 0.00 to 10 plf at 7.00 BC: 161 lb Conc. Load at 1.09 BC: 1559 lb Conc. Load at 3.00 BC: 778 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 3'0"12 3'0"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 3'11"4 7' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.021 E 999 360 VERT(CL): 0.038 E 999 240 HORZ(LL): 0.005 D - - HORZ(TL): 0.009 D Creep Factor: 2.0 Max TC CSI: 0.244 Max BC CSI: 0.667 Max Web CSI: 0.439 VIEW Ver: 20.02.00A.1020.20 ®totjjgaIII rIrpffept ©NHW Ak o° so g Na, 86367 ffi GE es � °�e S ATE OFF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 1508 A A /- /956 A D 1445 A A A /945 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 931 -1442 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 1311 - 843 E - D 1252 - 808 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. E - B 948 - 568 B - D 858 -1330 , 'O� 0 OIRID� 0--- ebp ®,®AI`id ON�A� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an fabricating, for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord -shall have a properly Id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. of any see these web deviation from this drawing, any failure to build the of trusses. A seal on this drawing or cover pate Rr the design shown. The suitabiligy and use ofilis 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 674341 SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lX3LB9750043 T18 / FROM: RAA Qty: 22 , A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 069.21.1140.53071 Truss Label: EJ7 / YK 03/10/2021 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 " 21'10"3 12 5 co io ti co B A 18'8"12 D 1, { 7 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.50 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #1; Bat chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.016 D HORZ(TL): 0.021 D Creep Factor: 2.0 Max TC CSI: 0.794 Max BC CSI: 0.537 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 327 /- /- /224 /164 /210 D 129 /- /- 170 /- /- C 177 /- /- /99 /208 /- 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# All IIIlllOrpr Ap w No, 85357 s @m STATE OF w FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face otruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSIf� PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibili�v solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIfT 11 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67443 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JR&AX3L89750043 T22 / FROM: RAA Qty: 3 7A6/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53259 Truss Label: EJ72 / YK 03/10/2021 6"3 t 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 " --"k- i/ 2 } 7' 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.29 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 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.012 D HORZ(TL): 0.016 D Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver: 20.02.ODA.1020.20 C 21-10"3 M u7 C ) CM � O 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 395 /- /- /297 /219 /231 D 127 /- /- /67 /- /- C 169 /- /- /90 /199 /- 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# i,,iti@fiPitPrP s a No, 86367 STATE OF '4 ZORIV 10 N�A� �� e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing.- Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) for safety -practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly ]id ceiling.Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, r e.- Appplates to each face. of truss and position as shown above and on: the Joint Details, unless noted otherwise. Refer to ror sranaara piaie positions. Kerer To )oD s Lenerai Notes page Tor aaamonai mrormauon. of ITW BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the nce with ANSI/TPI 1, or for_handling, shipping,. installation. and bracin of trusses. A seal on this drawin or cover page a indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitabilify and use of this rrbcture is the responsibility of the Build inguesigner per ANSI/TPI 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 For more SEQN: 674441 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T4 / FROM: HMT Qty: 1 7A5/320 ,4EHBH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21,1140.52900 Truss Label: CJ5A / YK 03/10/2021 `VA N 21'0"2 N 18'8"12 1113X8(E3) D 4X4(E3) 5" 3' 10"4 " 5} 4'3"4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 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): NA Loc R+ ! R- / Rh / Rw / U / RL A 161 /- /- /95 /60 /114 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.033 B D 80 /- /- /44 A /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.038 B C 113 /- /- /65 /138 Building Code: NCBCLL: 10.00 Mean Height: 20.41 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.598 A Brg Width = - Min Req = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.195 D Brg Width = 1.5 Min Req = - - C Brg Width = 1.5 Min Req =Members Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.176 not listed have forces less than 375# Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Lt Slider: 2x4 SP #3; block length = 2.000' Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 011111Yftiff fftt No, 86367 a STATE OF '4Jdd4NAe ,b eV FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properattached structural sheathing and bottom chord shall have a properly attacheo ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face -of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. - Alpine, a division of ITW Buildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover page 675o Forum Drive listing this drawing indicates acceptance pf professional engineering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcinduslrv.com: ICC: iccsafe.oro: AWC: awc.ora Orlando FL, 32821 SEQN: 674451 JACK Ply: 1 Job Number: N362326 TKD R 8975 JRefAX3L89750043 T26 / FROM: RAA Qty: 8 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS 0: 069.21.1140.52806 Truss Label: CJ5 / WHK 03/10/2021 C 12 20'11"14 5 00 N CV B A 18'8"12 D 4X4(B1) 1, 4'11"4 I 4'11"4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 - 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): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA B 252 /- /- /180 /128 /152 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.006 D C 121 /- /- /67 /143 A EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.07 ft HORZ(TL): 0.007 D - D 91 /- /- /49/- NCBCLL: 10.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 5.0 psf B Br Width = 8.0 Min Re Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.624 9 q = 1.5 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.258 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes i11i411PPi Provide (2) 0.131"x3.0", min. toe -nails at top chord. �,,tl Provide 2 0.131"x3.0", min. toe -nails at bottom chord. O 0 cENs�' No.86367 a STATE OF e a .ew FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **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 proper)Y attached structural sheathing 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 B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents 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 bracinclof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this -drawing indicates acceptance of professional enpmeenng responsibili(��r solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIITPl 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67446 / JACK Ply: 1 Job Number: N362326 Cust: R e975 JRef:1X3L89750043 T30 / FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53446 Truss Label: CJ52 / YK 03/10/2021 6"3 I a 2' — -r/\-r k u i / 4' 11 "4 411 "4 20'11"14 Fp co N N M 18'8"12 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 325 !- /- 1259 /186 /173 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.004 D C 109 A !- /53 /131 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.005 D - - D 90 /- /- /47 Building Code: NCBCLL: 10.00 Mean Height: 19.86 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.572 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.248 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 D Brg Width = 1.5 Min Req = - from endwall: not in 4.50 ft FT/RT:20(0)/10(0) gearing B is a rigid surface. Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.ODA.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 60 6 � Igo. 86367 ®w° STATE OF ®4/� e �®eitig° ro f'o-"4810NiAo �� 1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "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 �roperlr attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 83, 87 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 4PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawin or cover page 675o Forum Drive listing this drawing indicates acceptance of professional enQmeenng responsibilittyv solely -for the design shown. The su!tabiliry and use Nis drawing for any sgructure is the responsibility of the BuildingU esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.orq: AWC: awc.oro Orlando FL, 32821 SEQN:67447/ JACK Ply: 1 Job Number: N362326 Cust:R8975 JR&AX3L89750043 T27 / FROM: RAA Qty: 8 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21,1140.52977 Truss Label: CJ3 �JB / WHK 03/10/2021 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 " T 12 C 1, e+ 2' 11 "4 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.65 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): r Defi/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: 0.291 Max BC CSI: 0.080 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 20'1 "14 ao 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 182 /- A /139 /96 /9f C 66 A A /34 /81 A D 53 /- /- /28/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C 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# ��11111ItIII?floc 4,46a��W Ak PPoo, Sq 4 soago. j'�I CEIV'se® 6 ® d Not. 815367 e a V STATE OF,!,,, 4. 0 OR N A L �<V FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attachetl ri id ceilin Locations shown for ermanent lateral restraint olYwebs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable. Applgy plates to each face of truss and position as shown above and on the Join gDetails, unless noted otherwise. Flefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$QComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSIRI 1 Sec.2. For more information see these web sites: Alpine: alpineilw.com; TPI: tpinsl.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.cra Orlando FL, 32821 SECiN: 67448 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRefAX3L89750043 T13 / FROM: RAA City: 1 .7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53368 Truss Label: CJ3A / YK 03/10/2021 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 " T 6"3 i 4X4(B 1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.86 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"1 min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 12 5 [::�7- B 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 20'1"14 ao 018'8"12 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.002 C HORZ(TL): 0.002 C Creep Factor: 2.0 Max TIC CSI: 0.343 Max BC CSI: 0.112 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 115 A 1- /69 /44 /7E B 74 /- A /42 /88 /- C 54 A A /30 A /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 B Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# `�`1t011911l�►���p �iWAENS`�Ab 4® V oldi0p*00, �� pip No 86367 0 STATE OFF® �e tlONA� k� � FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper!Y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinp installed per BCSI sections B3, B7 or B10 as applicable. Apply Oates -to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alping, a division of ITW Buildingq�Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1,--or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional ancLsneering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSVVf l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com: TPI: tvinst.ora: SECA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Odando FL, 32821 SEQN: 67449 / JACK Ply: 1 Job Number: N362326 Cust: R 8976 JRef:lX3L89750043 T31 / FROM: RAA Qly: 1 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53369 Truss Label: CJ32 / YK 03/10/2021 A 12 T 20'1 "14 5 d- B 00 00 1', N � 18'8"12 A D 4X4(B1) 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 " 2' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.44 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(TL): 0.003 D Creep Factor: 2.0 Max TC CSI: 0.781 Max BC CSI: 0.129 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 268 /- /- /233 /165 /118 C 44 /- /- /27 /61 /- D 51 /- /- /27/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C 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# WA m �� STATE OFif PV.40i NAid 1114111111400 �, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling _Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as-applicab0.e. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilify and use of this Suite 305 drawing for any sfructure is the responsibility of the Building -Designer perANSIITPI 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 674501 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRei:1X3L89750043 T28 / FROM: RAA Qty: 10 7A51320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53274 Truss Label: CA / YK 03/10/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 6"3 i Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.23 fit TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 12 5 F,-,- C 11 "4 --® 11 "4 ow Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T o Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.168 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 19'3"14 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 135 /- /- /123 /90 144 C - /-11 /- /29 /31 /- D 14 /- /- /10 /3 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C 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# 4'�``v�r�rorrirrrrrr W ti s No, 66367 n e STATE QE FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatincc]] handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing 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 B10 as applicable. Apply plates to each face of truss.and position as shown above and on the Joint Details, unless noted otherwise. Refer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawin or cover pa a listing this drawing indicates acceptance of professional enWeering responsibili(�yy solely -for the design shown. The suitability and use of This 6750 Forum Drive drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821 SEQN: 67467 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T1 / FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53384 Truss Label: HJ6E / YK 03/10/2021 a A T r 2X4(A1) 2.83 0 8'2"5 1'5" { 8'2"5 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 0.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 - BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: No Loc. from endwall: NA FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 5-9-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (3) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 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: 0.865 Max BC CSI: 0.594 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 11111rrIIII ff t A WAA' p STATE 4F 7� C 10'9"7 N � N 8,8" D ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 250 /- /- /- /127 /- D 115 /- /- /32 /- /- C 273 /- /- /- /211 /- Wind reactions based on MWFRS B Brg Width = 11.3 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# ''�'�F"®� V RIVre r' 0•ooco Olt. NAB NAB �- +iaafe�oi><i A►Isme�4 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care -in fabricating handling,shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an fabricating, for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly aid ceilingq Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 > e.- Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to is i ouH-c Tor sranaara plate positions. nerer to loD's ueneral Notes page Tor aaaitional intormaaon. a division of ITW Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the conformance with ANSI/) PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive vs drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this Suite Fos I for any s ructure is the responsibility of the Buildingll77esigner per ANSI/TPI 1 Sec.2. 9 information see these web sites: Alpine: alpineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 67468 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T43 / FROM: MRS Qty: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53524 Truss Label: HJ3 AK / YK 03/10/2021 2.83 o C T 9r8"4 N B - ti M � 3 5 A � prom -L. E D (J (.7 2X4(A1) 1rY ale 4'2"3 4'2" 3 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.41 to 54 plf at 0.00 TC: From 2 pif at 0.00 to 2 plf at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: -2 lb Conc. Load at 1.37 BC: 19 lb Conc. Load at 1.37 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. )w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.144 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 aH w � I r� p pPPAO b� ooae� �p s a,� N0. 86367 e ee a ,s r � a +m STATE E OF a cv ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E 142 /- /- /- /86 /- D 69 /- /- !- /6 /- C 36 /- /- !- /8 /- Wind reactions based on MWFRS E Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Members not listed have forces less than 375# ®rre010 sae041 ON�A� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawingor cover page 675o Forum Drive listing this drawin indicates acceptance of professional en sneering responsibilit� solely -for the design shown. The suitability and use of this Suite For drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67452 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T19 / FROM: RAA Qty: 5 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53088 Truss Label: HJ7 / WHK 03/10/2021 T 6"3 9 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " �-- 1'5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.50 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 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. 5'7"8 5'7"8 5'5"12 5'5"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 9110,11 4'2"9 3'6"3 1 C 8'11"15 7, Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.044 G 999 360 VERT(CL): 0.082 G 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.014 C Creep Factor: 2.0 Max TC CSI: 0.512 Max BC CSI: 0.699 Max Web CSI: 0.268 Ver: 20.02.00A.1020.20 N'0110Q1ffPrflpr�p,P °%% C��H WAS `'gyp A: CENq �• No. $6367 0 STATE OF a �� D 21'10"2 Cn 90 ih 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 324 /- /- /- /205 A E 363 !- /- /- /142 /- D 211 /- /- /- /206 A 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 439 - 713 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 664 -404 G - F 654 -406 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 458 -737 °¢0144d ON A4 r�'Jet,li alklit"� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rictid ceiling Locations shown for permanent lateral -restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join�Details, unless noted otherwise. Refer to drawings-1 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracinciof trusses. A seal on this drawingor cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en rneering responsibilit� solely -for the design shown. The suitabiliy and use of this drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.om: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 W Gable Stud Reinforcement Detail ASCE 7-10: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orl 1pn mnh Winrl R—A 19' Moan blolr,h+ pa,..+l,,ll. C'--[ --A c.,n — _ S� 2x4 Brace Gable Vertical Spacing Species Grade No Braces Ci) lx4 'L' Brace x Cl) 2x4 'L' Brace x x (2) 2x4 'L' Brace x (1) 2x6 'L' Brace r (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B SIp F #1 #2 ' ' - #3 3' 8' 5' 9' 6' 2' 7' 8' 77' 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' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J 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' Nt #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d Nt D f Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ S #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U LJ C H Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' O f Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' G' 7' 9' 8' 10' 9' 3' 10' 7' I1' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 1 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' aJ ° D F L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' .13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, 11' 10, 12' 7' 14'_ 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' H P Stud 4' 7' B' 2' 6' S' 9' B' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' - O �l Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' CS 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' .--I r D f L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above, Connect dlagonnl at AN ITW OD \ \ 514\ Earth\ City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 2x6 DF-L #2 or better diagonal brace: single or double cut (as shown) at upper end. About T 18, X ^ace 31E 31E T i 18, )K Lu 1 NN 14N Refer to chart abo'�se "WARNINGOM READ AND FELLOW ALL NOTES [IN THIS DRAVDVE wwINP(IRTANTw FUR IISH THIS DRAWING TD ALL CONTRACTORS INCLUDING THE INSTALLERS 6 Trusses requlre extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and fallow the latest ecltlon of SCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bot{am I. shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and an the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc this "rowing, any failure to build the truss In conformance with ANSUTPI 1, or for handling, shipping, nstattation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Irdicates acceptance of professional engineering responsibility solely for the design shown The sultablUty, and use of this drawing For my structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. Far more Information see this Job's general notes page and these web sit WO�7 ALPINE, wvalpineltw.coml TPI,—.tpinst.crgl SBCA, www.sbclndustry.org) ICC, .. , s QVIVIFv WA'� �yjp 4! / ® `� ��taA�lld1111110! Yoonhwak Kim, FL PE #86367 Bracing Group Species and Grades, Group At S ruce-Plne-Fir Hem -Fir #1 / #2 IStandard #2 i Stud #3 1 1 #3 listnndnrd Douglas Fir -Larch Southern Plnemmig #3 #3 Stud Stud Standard Stnndnrd Group B: Hem -Fir #1 >s Btr #1 Dou las Flr-Larch Southern Plnerxlir #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Hoard). xwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0,128'x3.0' min) malls. )K For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o,c. between zones. )K)KFor (2) 'L' braces, space nails at 3' o.c. In 18' end zones and 6' o,c. between zones. 'L' bracing must be a minimum of 80% of web member length, Gable Vertical Plate Sizes , Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but Less than 11' 6' 3X4 Greater than 11' 6' 4X4 I+ Refer to common truss design for s peak, splice, and heel plates. e Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-10-15AB16M DATE 10/01/14 DRWG A16015ENC101014 TOT. LD. 60 PSF X, SPACING 24,0' rA Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Orr 140 Mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 140 Mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 rooh Wind SDeed, 15' Mean Heloht. Partially Fnrinspd. F, n _ rp n_ it,+ = 1 nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) ix4 'L' Brace >K (1) 2x4 'L' Brace * (2) 2x4 'L' Brace ** Q) 2x6 'L' Brace * (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' - S P #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' _ H F Stud 3' 8' S' 9' 6' 1' 7' 8' 7' 11' 1 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' o Standard 3' 8' 4' Il' 5131 6' 7' 7' 1' 1 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' DFLStud 3' 9' S' 3' S' 7' 6' 11' 7' S' 9' 2' 9' 7' 10' 11' 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 6' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 6' 9' 9' 1' 10' S' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' U u Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' S' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' QJ o _l Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10' 12' 8' 13' _ 7' 14' 0' 14' 0' \ #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Q1 D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10, 2' 10, 10 11' 10' 12' 7' 14' 0' 14' 0' [- #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P r #3 7 4' ' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U 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 I� I r Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' B' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' --1 [' D r L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Truss Diagonal brace option vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. 'L' Brace End Zones, typ,- ymm Abouti L / 2x6 DF-L #2 or better diagonal r Vertical length shown brace3 single g or double cut 8' a In table above. 45' Cas shown) at i, L rl upper end. Connect diagonal at onp. midpoint of vertical web. Refer to chart abd5e, —VARNM" READ AND FLLLOV ALL NDiES DN THIS DRAWING! "I PDRTANT** FURNISH THIS DRAWING TD ALL CWTRACTDRS INCLUDING THE INSTALLERS Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety Practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom choi shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs_ shall have bradng installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shorn above and on the Joint Detalls, unless noted otherwise. PI � ReFer to drawings I60A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr. e'_this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation L bracing of trusses. A seal on this drawing or cover page Usting this drawing, Indicates acceptance of professional 11514\ Earth\ City\ Expressway engineering responstlAty solely for the design shom The sudtabAlty and use of this drnwkg \\Suite\242 for any structure Is the responslbplty of the McMV Designer per ANSVTPI 1 Sec.?- L \\ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these webt.sly/�17� ALPINE, www,alpineitw.coml TPI, wrw.tpinsorgl SBCA, www.sbcindustry.orgt ICC, wwd 3earinCg� in mat �.4 ,EVQFlcq ®Zdp S � s�NAa ,� 1 Bracing Group Species and Grades) Group At Spruce -Pine -Fir Hen -Fir #1 / #2 Standard 1 #2 1 Stud #3 1 Stud 1 1 #3 IStandard Dou las Fir -Larch Southern Pinerl** #3 #3 Stud Stud Stnndnrd Stnndnrd Group BI Hen -Fir #1 & Btr #1 Dou ins Flr-Larch Southern Pine*** #1 #1 #2 #2 1x4 Braces shall be SRB (Stress -Rated Board). **For Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values maybe used with these wades. Gable I russ Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing <5 psf TC Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with IOd (0.128'x3.0' min) nails. )IC For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. )K*For <2) 'L' braces, space nails at 3' o.c. in 18' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 807 of web member length. 11 Gable Vertical Plate Sizes 11 Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but Less than 11' 6' 3X4 Greater than 11' 6' 4X4 II+ Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 X. TOT, LD, 60 PSF MAX. SPACING 24.0' Gable Stud Reinforcement Detail ASCE 7-10i 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or l 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 f Or, 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 nr, Ian —k Ln d c --A on, m--- — — o_-.,_ '----' - - -- _ S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B [- S P # 1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' 0) U r #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' il' 3' 11' 11' 13' 7' 14' 0' HF Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 2' 11, 11' 1T 7' 14' 0' o Standard 3' 6' 4' 7' 4' il' 6' 2' 6' 7' 8' 4' 8' ill 9' 8' 10' 4' 13, 1' 14' 0' #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' 11' 9' 12' 2' 13' 11' 14' 0' J S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12, 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13, 8' 14' 0' d oj F Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 00, 1' 10, 10' 13' 8' 14' 0' Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12' 2' 13' 0' U _ S P P #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' - _ #3 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 9' 11' 10, 4' 13, 1' 13' 7' 14' 0' 14' 0' U H F Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13, 1' 13' 7' 14' 0' 14' 0' la) O I� I Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' 11' 10' 4' 11' 10, 12' 8' 14' 0' 14' 0' #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10' 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' S P #2 4' 2' 7' 2' 7' S' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' B' 5' 10, 0' 10' 5' 12' 5' 13, 3' 14' 0' 14' 0' Q1 D P L Stud 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10, 2' 11' 0' ill 9' 14' 0' 14' 0' S #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10' 1' 1V 6' 14' 0' 14' 0' 14' 0' 14' 0' CS _ P P #3 4' S' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' U I I [ Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O I II Standard 4' 5' 6' 6' 6' 11' 8' 8' 9' 3' 10, 11' ill 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 1 11' 2' 1 11' 8' 1 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 1 11' 1' 11' 6' 1 14' 0' 1 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' ll' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' .--1 r D f L Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 1 6' 5' 1 8' 1' 1 8' 7' 10' 11' 11' S' 1 12' 8' 1 13' 7' 14' 0' 14' 0' Bracing Group Species and Grades, Group At S ruce-Pine-Flr Hen -Fir #I / #2 Standard 1 #2 1 Stud #3 Stud #3 IStandard Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Stnndnrd Group Bi Hen -Fir, #1 & Btr #1 Dou tns Fir -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 B values may be used with these grades, Gable Truss Detail Notes: Wind Load deflectlon criterion Is L/240• Provide uplift connections for 135 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. Aboutj� Attach 'L' braces with IOd (0.128'x3.0' min) nails. able Truss )K For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c• between zones. Diagonal brace option, )IEA(For (2) 'L' braces, space nails at 3' o.c. vertical length may be T In 18' end zones and 6' o•c. between zones, doubled when diagonal ! 18' )K 'L' bracing must be a minimum of 807 of web brace is used, Connect I member length. diagonal brace for 690# I •L•@p,r'�t�� at each end. Max web ,A` ��r g Brace �t ►rA� P',� Gable Vertical Plate Sizes total ten Length Is 14'. i ® + l3 ® %r/ p, Vertical Len th No S lice I 2x6 DF-L #2 or ' p ®� ,PA Less than 4' 0' 2X4 I better diagonal r + �A� g® ` �® Greater than 4' 0', but 4X4 Vertical length shown bracel single 4 Q less than 12' 0' in table above. or double cut 18' )K 45' (as shown) at L 1 + Refer to common truss design for upper end• peak, splice, and heel plates. ono Vts®BeoLring Q Connect diagonal at 6 �+ Refer to the Building Designer for conditions midpoint of vertical web. Refer to chart 00.b0 Obi" r14 g tv�liTlCa not addressed by this detail. —WARNDa— READ AND FM_LOV ALL NITIES am THIS DRAVDiGI 0���(k —Dli'DRTANTww FURNISH THIS BRAVmG TO ALL CGNMCTDRS BICLUDDIG THE uuTALLERS. REF ASCE7-10-GAB16030 °e r�` 9 �® �- �� Trusses require extreme care In fabricating, handling, shipping, Installing and bra follow Refer to and 9 folio• the latest edition of BCSI OuRding Component Safety Information, by TPI and SBCA) for safety A �,? ®g ® ° DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. ON A , n, less noted otherwise, top chord shall have properly attached structural sheathing and bottom cho Urd WH VVV shall have a property attached rigid celong. Locations shown for permanent lateral restraint of webs /al9ANAL.sW%k DRWG A16030ENC101014 shall have bracing Installed per BCSI sections B3, H7 or BIO, as applicable. A l n g p unless pp y plates to each face of truss and position as shorn above plate a the Joint Details, unless noted otherwise. PI E Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handing, shipping, 1AX, TOT, < D, 60 PSF AN ITW COMPANY Installatlon 8 bracing of trusses. \ \ 514\Earth Cil \ Expressway A seal on this drawing or cover page Listing this drawing, Indicates acceptance of professional \ \ 514\ 242 Y P y � ng i the for the design shom The sultablUty and use of this drari g Y responsIblUty of the Budding Designer per ANSI/TPI 1 Sec2. \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web ' MAX, SPACING 24,0 n',�n,, a ALPINE, vw.nlpineltw.comi 7Ph rv.tpinst.orgi SHCA, vrsbclntlustry.orgl Itd yr d7(.Lh^io t a Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 140 Mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure D Kzt = 1.00 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace At (1) 2x4 'L' Brace x (2) 2x4 'L' Brace ilx (1) 2x6 'L' Brace x (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B p r #1 / #2 3' 8' 6' 3' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' U S f- f #3 3' 6' 5' 5' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' HF Stud 3' 6' 5' 4' :6' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' o Standard 3' 6' 4' 7' [6' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' #1 3' 10' 6' 4' 7' 6' 7' 9' 8' li' 9' 3' 11' 9' 12' 2' 13, 11' 14' 0' S #2 3' 8' 6' 1' 7' 5' 7' 6' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' Ri D L Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' ll' 9' 7' 12' 2' 13, 0' #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' S P P #3 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 1 13' 7' 14' 0' 14' 0' U H Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' ill 10' 4' 13, 1' 13' 7' 14' 0' 14' 0' O I� Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' 11' 10' 4' 11' 10' 12' B' 14' 0' 14' 0' 'Sp #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10' 2' 10' 7' 13' 5' 13, 11' 14' 0' 14' 0' #2 4' 2' 7' 2' 7' 5' 8' S' 6' 9' 10' 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' D F L Stud 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' S' 7' 7' 0' 7' 6' 9' 5' 10' 2' 11' 0' 11' 9' 14' 0' 14' 0' #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' S P P #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' U L I C Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10' 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O I� I Standard 4' 5' 6' 6' 6' ill 8' B' 9' 3' 10' 11' 11' 5' 13' 7' 14' 0 14' 0' 14' 0' #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 8' 7' 11' 8' 2' 1 9' 4' 9' B. ill 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' ill 0' 11, 6' 14' 0' 14' 0' 14' 0' 14' 0' D F L Stud 4' 6' 6' 10' 7' 3' 1 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 1' 6' 5' 1 8' 1' 8' 7' 10, ill 11' 5' 12' 8' 13' 7' 14' 0' 14' 0' y,-„•, About: able Truss Diagonal brace option, vertical length may be doubled when diagonal 18• brace Is used, Connect L dlagonal brace for 690# at each end. Max web i 'L' Brace End total length Is 14'. jjj Zones, typ. 2x6 DF-L #2 or I better dlagonal T_ Vertical length shown brace: single In table above. I ar double cut 8' I (as shown) at all upper end. Connect ciln onnl at e / / z J°"' 9 � � midpoint of vertical web. Refer to chart above ■■VARNM" READ AND FOUMV ALL NnES ON T14S WAVING r xx1lllItTANTxx FURMSH THIS DRAVING To ALL CONTRACTORS DICLUDING TIE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of SCSI (BuRding Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom cho shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of web! e shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. ep,411-NE Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional 11 5141 Earth%City\ Expressway engineering responsibility solely for the design shown. The suitability and use of this drawing \\Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. %%Earth\City,%MO\63045 For more Information see this Job's general notes page and these web s ALPINE, wwmal Ineltw,comi TPI, www.tpinst.orgi SBCA, www.sbclndustry.argi ICG rvJ ��rrrcr���f t+ WAk ® 6J h rla igklEV6sf F.1CQ I0� C�R1�'v� t Bracing Group Species and Graded Group AI S ruce-Pine-Fir Hen -Fir #1 / #2 istnndnrd1 #2 1 Stud #3 StudL #3 IStandard Doucitas Fir -Larch Southern Plnexxx #3 #3 Stud Stud Standard I I Standard Group BI Hen -Fir #1 IL Btr #1 Dou Ins Flr-Larch Southern Plnexxw #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). xrFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values maybe used with these rndes. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 135 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, )K For (1) 'L' brace, space nalls at 2' o.c. In 18' end zones and 4' o.c, between zones. )K)KFor (2) 'L' braces, space nalls at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80X of web member length. Gable Vertical Plate Sizes + Refer to common truss design for peak, splice, and heel plates, Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-16-GAB16030 DATE 01/26/2018 DRWG A16030ENC160118 Vertical Len th No Slice Less than 4' 0' 2X4 Greater than 4' 0', but 4X4 less than 12' 0' TOT, LD, 60 PSF MAX, SPACING 24,0' f • x 'T Relnfol Memb Go Tr Gabe Detail For Let -in VPrtirnlq Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, rb, and heel plates. vertical plates overlap, use a ate that covers the total area of lapped plates to span the web, e, 2X4 2X4 2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nallsi 10d Common (0,148'x V,min) Nails at 4' o,c, plus (4) nalls in the top and bottom chords. Toenalled Nails, 10d Common (0.148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detall for ASCE wind load, ASCE 7-05 Gable Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detall Drawings et f A11515ENC100118, A12015ENC100118, A14015ENC100118, 8530ENC100118, A12030ENC100118, A14030ENC100$� A11tdC�0�1 %(`�Jray A18030ENC100118, A20030ENC100118, A20030ENT uu A'5 3 �) , '+�r 511515ENC100118, S12015ENC100118, S14015EN 0118,16 1+j0 518015ENC100118, S20015ENC100118, S20015E@�10011$ S��pp0�,11,5,P 1 8 S11530ENC100118, S12030ENC100118, S14030EMC1001M, SlB{IODE 7 A S18030ENC100118, S2003OENC100118, S2003 ® 0118, S20030PED100118 6 See appropriate Alpine gable detail for mnxlmu"wt unrdelnforced-6e vertical 101 STATE OF 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail), Maximum allowable 'T' reinforced gable vertical Length is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. ✓eb Length Increase w/ 'T' Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 X 2x6 20 X Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' A �I "VAR"D�.. READ AND Low ALL NOTES [IN THIS DRAWING o "DIPORTANT" FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. °a Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.® Unless noted otherwise, top chord shall have properly attached structural sheathing and botton chord shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face position as shown above and on the ions. DetaRs, unless noted otherwise. of truss and drawings Refer to dr¢wings I60A-2 for standard plate positions. . A ,; . p�10� 1 0 0 14 0 b df S ,� V j Alp Vj H ��aecaof�ea►+tie++ REF LET -IN V E R T DATE 01�02�2018 DRWG GBLLETIN0118 AN ITW COMPANY 11514\ Earth% City\Expressway \ \ Suite\ 242 Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation & bracing of trusses. A seal on th is drawing or cover page Listing this drawing, Indicates acceptance of professional ergineerlrg respons6n solely for the design shown The suitability and use of this drawing for any structure Is the responsD�Rlty of the Building Designer per ANSI/TPI 1 Sec2. �AX TOT, LD, 60 PSF DUR, FAC, ANY \\Earth\City,\M0\63045 For more Information see this Jobs general notes page and these web sl NWT 78 ALPINE. vr.nlpineltr.conl TPh rr►.tpinst.orgl SHCAi rrrsbclndustry.argl ICC, rvJc f Yoonhwak Kim, FL PE#86367 MAX, SPACING 24,0° r � s RI BC t/2 of VALLEY FRAMING & BRACING DETAIL Lumber Size and Grade Minumum Requirements of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp 3,1=1.0, Kzt=1.0 -or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 graded lumber & box or common nails - ;Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing In accordance to current NDS requiremen Nails are common wire nails unless noted otherwise. H. GEMSF•• a , ° TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. e the Grippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. Typ) innection Requirement Notes 2x6 rafters to ridge 4 16d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails Collar beam to rafter 416d toe -nails E:16d (0.162"x3.5") COMMON NAILS _ s (A) (B) *`) >w Crum[ T Rsnu um r9LLpv co Cares eri Tres [wAvttri • IC LL 20 30 40 54 REF VALLEY FRAMING s rANTa ARN11iH 7 R IIR NO . ALL ALL HEIMS ON TW r DM TFE IRSTAl1�.RS i Trusses regr r- ..trees care M fabric.tkp, Mrrdlnp, sHppb Q, instaterq and bradrg • Refer t follow the latest eatlon of aCSI mutdr,o rcnporlerlt safety hrformtlon, by TH and SWA) for m> 'C DL 10 20 7 7 DATE 10/O1/14 PM prior to perforNnp these functions. Installers shall provide tenpor.ry bracing per D e Lkiless noted otherwke, tap chord shell have praper4y att=hed structural .heathlno and bottom Jhord : STATE OF e, slntt have a properir attached rkid cezkw. Locations shown for pernor"t lateral. restraint of drys • C,— AC DL 0 0 0 0 DRWG VACNV180101$ A ��hnn hve W pos l otnlledper Abl se Wlonson th D7 or Beta ils applkahte� Apply plates to eadr foals •�lu(�\`I(I of trress and posWan ins sFn•n nhove and m liar Joint Details, uitess rated otherwise. i /� p o Refer to dra.k�s 160A-2 far sinrdard plate posftlons. J-- o�'.•• 0R10 `'ei *��`�� BC LL 0 0 0 0 Alpine, a dvlslon of tTV &Adno Components Croup Inc, stab rot be respansa,le far any deviation f ••.°�...••°• 1 r� ivdRWC10AAF�1IMY this daetq, Dray folkwe to btAd the truss ti confornance with Aftst/rnt I, or for handuno, st�gnt - ^ TOT. LD.30 50 47 61 krstalWUon i bracing of trusses. �Y� ♦`- Athis er+,oererrmxy wlel tl�•ie Us'*Q this dio.,a`n fndc°tes °cceptarce of professional �/o���„ �+;,,.(►� 13389 Lakeboni Drive for erry etrvetve Is the re,�or,muq dof`fe shldhg m:bn.r p.r AravTvt 1 S.of � d'•s'° 9n1111t`s DUR. FAC. 1.25/1.15 EaM1h City, M063045 For "or'• Of'^°VO^ ••• Apirhis e•SV-A, notes page ary there web =csa � C� ® ?0 �� SPACING SEE ABOVE ALPItFi mnlp6reltw.eoti . ww.. SBCN www. rage - ortl se wwe.IItes f