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HomeMy WebLinkAboutTrussz (SEEE & PACDAcIc tErTvt IN IN ENS, PACIO .. End, aar/nL e019RA03 aFae a�lMo a �Fl+m TO IRU33M -.. = w 1'—O?" TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING 1s'—e � ` 1E'-V '� 21'—r '� J1 9 16" BCI® 4500s-1.8 18' U" 1 J2 3 16" BCI® 4500s-1.8 16' 0" 1 J3 10 16" BCI® 4500s-1.8 16' 0" 1 J4 1 16'. BCI® 4500s-1.8 16' 0" 1 J5 1 16" BCI04500s-1.8 16' 0" 1 J6 3 16" BCI9) 4500s-1.8 4' 0" 1 J7 10 16" BCIO 6000s-1.8 21, 0" 1 Ja 1 16" BC106000s-1.8 20' 0" 1 J9 4 16" BCI® 6000s-1.8 20' 0" 1 BM1 2 1-3/4' x 16" VERSA -LAM® 2.0 3100 SP 21' 0" 2 Bk1 18 16" BC104500s-1.8 2' 0" 1 Bk2 4 16" BCI04500s-1.8 1101, 1 h r !ManMo 1110 -II� I.II. I�.I-.I�II■I.I.II�I ...... ---- CJQ Cd r � � 2O'-r 21'-e 39'-' Connector Summary PI ;.• 13v��0 w1 L1 C_ .12.0 0 1-1'ro S- LcW d Feld Wak HANGER CHART AL = HUS26 dWy L2 PIo,D Oty Manuf Product Skew Slope - w..w i Ffa �ma..n"fir Hut 24 Simpson ITS1.81/16 Hut 15 Simpson ITS2.37/16 - - Hu3 16 Simpson IUS1.81/16 - - _ NOTE: DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL 13Y OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9487 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. Total. Truss Quantity = 102 General Notes 1) AN aam ant. flat m� am not t°"� h-'Un tap a -a pe* p*W pm' AN bm bo -Q mien auq.ra 2)a*& 8) � Wes* b 24' OA Wm ot! di Pv Tlm Rob ' tfhlb OCS-01 recmnaldatim 4) pmnwd X bock dwA to Oacod at a mmk m vackvii 1V OA 0=0 tea opm, to wbe "a�dn. °nA eib"a each .la(f b 3C8-81 for mi ad6TialldWmbg ROOF LOADING SCHEDULE TCDL _ �0 PSF SCOL = 10 PSF TOTAL 9.2 PSF DURATION 1.25 % WIND SPD/T1P8= 180 ENCLOSED BLDG EXPOSURE = C USAGE = RESMENTLAL CAT R WIND IMPORTANCE FACTOR= I UPLIFTS BASED ON- 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Tnus member de.,i�gnn con nector nnector plates dcs9ed for ASCE7-10 and ma immn rorccs from bosh camponcnts and claddings and main wind tome rcsisbng syst •ms. Tbcsc I,.— U,V b— r,ATd fa CaR}' an additional ID#psfnon<o current boaomnlnali. land. FLOOR LOADING SCHEDUL TCLL 40 PSF TCDL 10 PSF BCDL 6 PSF TOTAL = 55 PSF ROOF DEIGNED FOR SHINGLE ALL REACMNS OVER 5000f AND UPLIFTS QVf7( 10001 ARE SHOWN ON ENGItOgENC, WALL KEY 06'-6• lninm ®18'—r140 DISCRIP110N [NIT. DATE LR Rai IM �M1� � OtIIR Im 1aIN LVL i R1 YpN lain Mt LGO J!1 aiavu m but lia IJm IOIIW RII i uw m 1a/IV 9 Im iL La1a Im anwm am dal ania Ili lIITL 1lil "8® LOAD/ DESCRIPTION INIT. DATE W tasr mold olun IMr V IOIdQ ICJ V M i — 4MM aA 6V. = .0 vxvu u Icvra mimoe a LW uo LINO O 1-i�r 11a.Mw V< LID WIMP W VD�If LDl L81IID aC �>tm 1161>el dIN N/i V 1[Y IffiAG M UC 0 CARPENTER N= CONTRACTORS OF AMERICA 3900 AVENUE G. N. W. WINTER HAVEN FLORIDA 33880 PHMNE,(800) 959-8806 FAX, (663) 294-2488 BUILDER DR HOIilON—BREVARD PROJECTC13EQ491DE MODEL 4EHB/HAYDEN /G CCA PROJ/MODEL/ALT 7A6/920 / 4EHBG/O1• ALT DESC 10' X e' COV. LAN. OTC 9519 POTOMAC DR LOT 18,,,- BLOCK DESIGNER RAA PAGE 1 10 19 17 LANA362323R 3/16 "=l Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE ID.R.HORTON / ORLANDO CREEKSID Lot: ( 16 _f Block: �� Unit: Address: JobNumber: Revision Date: New Load #: RH01 x CARPENTER CONTRACTORS OF AMERICA, INC 3900, AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 in ALPINEE March f.-3,:20.1 9 AN, SWCOMPMIY Mr, Bob: Michaelis Carp hlo ritraictciWof Am&riba.,Jhd_ -3909 Avenue 0, Northwest.WJht6r Hafv 6h,: I FL 33.860 -6261' Re: Alternative ", 'tdlldlon�Jbr 4 sinj[6 Pl�. c�rn-'&d ti�U,§s with a width t-hap tematjVi� Ihs ihO-hanger width, .arid wood..blobk7ing,.tc?-aqhipvofijild6s,lgn.load'*Val'u6.fi5r-ia6e:-mo." tt uhtocl,'hangara a6hh16nt'6'­n.' I ,,a*one ply .supporting girder (Reference detail WA37-02).-. Dear Bob,: -Fota 1 hg 16?P.ly carried truss With awidth less tha n'the'hanger. Width you can . insjqjI.a. prefabricated ed jack scab .truss (').for wood.fillerb]6ckihgi:rhachord sizes,, -chord grades, and-AlpiqE"Odh $tbr.pIM6(s) to be th�. same as: th6 sjrfglia:,plV.c;arr Jod tr.'U'§s. The Pr&faUftatij have a..minimum jenq fi, of 481' and will have a. minimum .p(tch-:of:6f12,. The single ply- carribd`Vu§s shall have -,a reaction of 3,5-069 or At tach adhp prefabricated. scab:tru ss. withtw. toWs*."of 0.128"x3ff"Gun Nails eit.2" � I W6*7. Plb Simpson Sirong.__51e-G� 2QII9- - page ?I 6� Figqre.-'-2�,fqr more informa [on. Agure"I Fqra air1q.16- ply,gftd6ethat requires wobcl'blookin "g to,adhiove-.1MI de§igt! load Valu6. for face -mounted d 'hangers -attach one wood- block back face the g'I §.jn. e::ply.g�.Ed�kr.wih.th6.tamL-siz6an'- rade.-dr�"thdbottdm.-b.hbfd.Of-tho.sfngl6.-pygir.er� he od k d. � 1 1 d'' T ."W d: bloc 160-0.th to- be 'such that'.--the'-'wood blocking; -extends to earl adj#6rt'pahel points .(w6bs"And b6tt6m ,q: h6rd intersections): Attach Iwood blobk-rows, .46.128'.xIO'Gun N61sdt07O.b.. pprrOW t&. theI 6'T60'F - orumD.iiveSuitq-305.,.O.Han.dpi;FL3282-1-(80 mwmalpineitw.mm m ALPI-NE .AN"CdMPAia. single. pjy.girder face; With an ,aOoifiQnaI (.?.P) 0,1.28'x3. 0"*Qun` iisp�--.epch:pan6i.p.pj'nfapp�od'iothe, Wdod. blo&.fabe (S60 FigUeW2 bb . I : OW Plett 6 t6fbflo the SirhOsdb Strong=Tie..-C-6tAbo C--C;201'9i pade 216-,-,Mo4r.6..Tfor more? . irifdftnatioh. The application of- prefabricated jack" ;66btf"U*gsfdr-Wi5.od-nildt'.blocki"ng':6r wood blocking -f.o.,achieve full. design load value for face -mounted Bangers, must be -approved by the. hardware. manufadUrer.. A[ . I dd die"and bind distarices, and- tPACM04 b�r'-allriai[6bnne6tiiiriEi'mu'ttbesuiti'6nttd'OreVeiht-.splitfihg6f wood.. If I canbe-of any further assist r have anyquesti-pns, please 7give -me aicall . ance'.0 if you -Wilfiai H*, MC*;k--..,O.r::.' Chief En!fin6et, Alpin-e-a6-1-M-Company Engineering Department. Odarloo, FL U N. ml,086:1- STATE Of 6750'F6kjM':' DflVL-.-Su-'it6.'306':Ok.la'n-d6,. R .$2821 - (8OQY':521-9790 - (863) 422- - 8685 pper.. pprn ALPI NE MqWCOWNft Ap ril 26;.:2019- 1Mr, Bob Michiaelils Carpenter, G. ohtrzidtort -of A'benda�, Inc. `3900 Avenue 0; Northwest Vlfinter Hav6n, FL 33880-6201: Dear. Bob,. Rd' Str6nobkk bridging: an fbbftrusse$. I understand —there: is -some. concern over our recommendations f6r:strbfigbafok- brldgin'g' oti.ro"Oftrus'ses, '$ftongbAck- bridging -for roof trusses is not.a.requirement of A.N.S1_-7P.I 2-Q14 nor is �-a requfrpmqnt:.Df'-the BuilditIg Comp6rient Safely (B y* Information- E�ut stir.ongback bridging, 'bry roof Arwg§eg It .____.-jvecqnrnqndeO by Carps* 'ohttOst -Str6hgb' -fo o n .*. --c", ..tNa. ­— ack JI.Rvi -.9 functidn.s;' One, .bridging aligns the bottom -chords :after tl�qyare_ set so the are uniform along * . . . . - ..;.y . .. ... M lo. g the, i�eilihg line and Os.. c e. i i h g s, o'r­V'j 0 -chords 6, 1 i Two; bridging reduces f6lative" d6flecti6ni of. adjafbeifitltuiss6g:, Strongback brfdginj'.do6s: not: prevent or reduce -overall indiVidual d6flecticb, espe6ially,Mk. r66fvds969, qqfibg_rn re. Than .l� �-inch. Sirongbaqk-bridging in roof. trusses does not serve .as terh-pbraky.oe permanent bracing :and Is not. .. .intended t6.-.dis­tr1'b-Ut*d. or share design loads. -be!Nveeii VU§.qs. Consequently, -tip dpsldo loads 'hay. -been- accounted for,Wdh thig. detWl and dohtihUbUsstr6'hqback'bHdgihg should botbd:aft ached beft6en- ' .girder trusses-. The use :of stroqgback bridging' sfi�(l not. With other design . co(brijon And . gi cbnsidetatibhs,.as specified by: Enginelkr.'Of R6cciM or the. Building: Designer. The outer ends olthe skroo�gbapik-bridging .s shall bq..att6ched.10 awp wail or anpthorlsecure end.rpsirWni, -or a.s..spqcified'.Py th6 Engineer of Re6ordprlhd BUildinq..D6sijh&r.. .Sfr6r9b6ck- bridging§haI[ be �a- minimum :of 2x.6 -norhihai iumb6r. oddhtdd thevertical:. AtWch with 1,'6d -pprprpop nails (0.16Zx15"} nails at. each intersecting :member: When -extending strongbadk bridging ove7dap by -Af. a.minirnpm -qf.two frus.ge..s.. The. -location: of fjme.sfrongback: bfidping. maybe: specifiedby* "the-Tru §s Wn&adur6r-, Ehgih'e&r, of R666rd,- or Building Designer: bi ilist hg P Please, -refdeqo- G rangbAcki 8T IARI.MT014det form more. .Tovisions'Or'toAlpine:: Pil. . information. rim-Itipri. The. graphic shown ,(Fi U " -1) is fbirge rid JI only. re. Ab ,67.60 rorum'Drive:Sulte 305, QrlAndo, FL 32821- (800) 5114790:.- (863)422-8685 ALP!.NE NE .Am MAWAU.W1, Fig4re.j. 'If Lcah b6 of any fidhbf aissiiftar.ldt or -if -ypLi, have:an . y qt;esfions,, pleqse,glve..me a call.. William: H..,Kr3ck-P.t*. qhiefEng'k'qe,g Alphe an IlW: 'o 'cmpi�ny Enginq.6rin9Department " -Orlando;- FL V82.1' 6760'Forum Drive Suite-366, CJdridd.,- FL 3282`1 (800). 521'-9790- - (153) -.4224685- STRO U!�I .NG3AtK--' DGING RECOMMENDATIONS iu-ri 1ftRONGBAC' BIP-All scab -.on b(ocks minimum. ,2x4� 'Streqs -BRIDGING IDGETHR1q, @t7Aqqc1 br—All...-strongl3mck briolg[ng and br.oLdng hall ,be: -.a- mlnliqUm 2x6 4' ATTACH SCAB -BDXYGUN hese; of .0►-T.;O*.o.brlc61h 'I -.t I000 . UT :4f "OfOk6- Cali !x L]WgRWS' shurf6g 6Otween'Indkl Ubt e n bver4ll In, the SCAB* 0 NOTE, -.'IN LICU.':UF- SPLICING. AT. SHOWN, LAP'VRnNGBACK`9RIDGING MENDERS- Fok-wr LEAST 1314E TRUSS"SPACINa .Ihcrease s4I-F:PhesSr.:O-P-'--the- floor. 'system; -2k6' tt)l--qngbock b6dglnbl, P-oki.-tlijhdcl-,dLt:i.tghb.wh' In ST.REINGBACK, - BRJDGIM!� :SPLICE DETAIL c,letalLs, 'is recommended o.t. 10' =0` o'.c". (MMx;> .NOTEi Detdlls J. and :the :p?-eferOed mLthbas. -.teems,: 'b.rI6b"Iridi' V'ndldt.,'ddhg :qre som e ilmes ATTACH 'Of10c-COMMON rls,�aken(V �usedIn ?rchongea ty. "roClo 'godBA/ .'MAILt'OR impqr-t0nt:strUctt4-Cl rp':UIrLMeht. bf .any fodtC0.I48?k3'? '-tlod N6tioGkrnLtit MVX3:MX1GUS '),NAIL O. or raof-systeim. 9e toike D-OMgh2- Ilrq;*Irto CT-M TbrL "the: brmdnb rLe. ul 'ements 'for each IndIVIcIU .truss cop)pOne ng?" pot-ticUtaHy, 'strongbacW`Idrldglngl As- -,6. rec6mmdhdotAqh'- fipi, 6 -tr�uts- !KystRm to. h 1p -c e ' '0 contr -Non. In: oddWon td-alcilrig In the: dlsttAlbUt tion of pbInt' lbacig bd-tw.iii�i ada�CL-n+-- 'truss, -strongfooLck'bridging serves.. to reduce AN rJW4 137,23gailich 066 SIA # q NAILS. 1: t STRO BRIDGING.. pouricL, Or re..siqu vib rlp�tlbh, 1r-O*A`flnb: from mgving PQ!ht foots.*kep5. Th-e Performancie. of -nil 'fLoor -systems ".I'-Qre- enhanced . -by- the in Q.11 -tIdm bf. Sr0eg6 Q bHcgInb and thee4for�:is� Stvongty. recommended Lb' IV Nbhel reauteed -1w 61 o , E. w W.tVj by Alpine, n1A I For cc8ldlitondl jn"f-c`MOL-tI6h .1str i&e0qfdIr. � -Ohgb%�--4 Q. bi.-IdoIng, ref r Component Safety' Information). ATTACH S.TRONMACKJ -.M WrM4 am WN A L- .T..:N'ATIVES STPUNGBACKo= TPF- iWiy- y odt 1Cice.O-for T- DL- ,PSF TATEIO/01/"�14W.70861. d 11P jDL PSF, PRYG SS )soled .0 r ST D, PSF a - I 4 & n,; ••.r'�rlNryl,,IgY' H6•.cnx4 Fn -. •.. f i _... _ ....... _ .. F'�Ll�.:7iI.7:-:Cf4-�.••AiJ•' WI.'iti+'7, I. •v F _ ,.O•jt'ai.AMtRMII:l T. '1 .t.. •• 1 t 1 •Y•"�'* :. W�''v:A� vv.rPP:v�vamv401 Heil ••itiiivaea,iwll{I��o•4..�•r{�� '. ..• F ;:j • .:, ! ••��' � • • ' 1 ,flay i{• �'yyy;.y�,.:. i�i . , ir F • 50091. A.M. V EiE #fit t�C�fp...t� �4 G��. rr�WS���,. 'p L;I.R50 r�i IRATEV L AD•:Pi1E'. rc�: iiPOM., '�: c��' I�ot�s�t>�i��r�gt� ��,����a�� ,- pr tt f� C?Pa��r A, : A1•,PTY�� .`:�1�'�� � rV4�: �°4�� :,�. 7rR�t��A. PLA�'�'� AND.: s "! 1 "t 1. T J, iW .TALL At ."� • {� MC�VL�'• 1!N.3� ':i : �� `:F�si�'' Iaic4YN'�h'oA: StiL'� uk , N. I It .. is .... -• - N0'..... •, .. wr..wur.«w.l,.. - - C:1 i.F7.r ryLT.,.' �:1icALE. NONE '�� • �y r••t t�.t tr..•�•' 1 ice. .. ;. ', , .. . i� r Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valid only for single ply trusses with 2x4 or 2x6 broken members, 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, i (D) = Damaged area, 12' max length of damaged section (L) = Minimum malting distance on each side of damaged area (B) MY = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member, Applyy one scab per face, ni Minimum side member length(s) _ (E)(L) + (B) . Scab member length (S) must be within the broken panel, Nall Into 2x4 Members using two (2) rows at 4' o.c., rows stagggo" Nalt Into 2x6 members using three (3) rows at 41 oz., rows s� mgge ed, Nall using Ad box or gun nails (0,128'x3', m1n) Into .each side member, The maximum permitted lumber grade for -use with this 4. detail Is limited to Visual grade #1 and MSR grade 1650f. This repair detntl may be used for broken connector plate at t mid -panel splices. I, This repair detail may not be used for damaged chord or web sections occurring. within the connector plate area. i Broken chord may not support any tie -In loads, S• L L �Typlcol + 0 + o + 0' + 0 0 + 0 + 0 + 0 + St2' agger + = Back Face 1001 Box (0,128' x 31, min) Nallsl o = Front Face 2x4 h}ember - Double Row Staggere 2x6 MMember - Trip`e Row Staggerec Nall Spatting Detail alviv Ngsr READ AHD f0.411V ALL NDTES DH T W W ORTA01111 MSH THIS DRAVWG TD ALL CONTRAC7GRS II Trusses equlre slltrens, cart h Pahrlcailn0, haidlhg, Shipp Ins< rollow the Cotest edHlon of 1C21 OuAdhg lorpa,ent Safety 1n ahnot 9pt•a,Czes prier is perrornk it ihlfe functions. I.tnllers omit pray lkdiss noted bvwrwlee, top chortl shall have properly ottacMd stm �. alxll Anve a properly aitacFkd rhld crLi Locations shown Par eel n tit have brapchp hsiallsd per I se )3. V or 710, os appll, •Q L� P R;ererdss and As drawings I10A 2 #orosition as wstandoted ptob p�ositlon.. ni DetOlt. unCt, Alphe, n dNislsn of ITV luAdMp Components 3ro Inc, shhU of by AN ITW MANY "As drodng. any Mum is bvlltl the truss h con ornonce lift ANSI t,stallailon A •It� ucklg of trusses A season tYL driwv,p or over pnpe llethg -INS drama. kukaies •nghrarh respaeu1111 •. solely Par ine its sMYR Tn. sdmhuty 133ag4akehonlDAva for any sirueilr0 is tha respan"tty of 1t+e WW4 Detlpner per Eadh ctllmo 5304S ,� ®,��er non Inrornaik esre�thls Joy'r ^pecy r�l M.'!LFT! Member-; Repair Detall Load Duratlon = 0% Member forces may be Increased for. Duration of Load Maximum Member Axial Force Member; Size L SPF-C HF DF-L SYP Web Only ! 2x4 12, 620# 635# 730# 800# Web Only 2x4 is, 975# 1055# 1295# 1415# Web or Chord '�x4 24 f 975# 1055# 1495# 1745# Web or d ord 2x6 1465# 15854 2245# 2620# Web or Chord 2x4 30' 1910# 196011 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# 4.745# Web or Chord 2x4 2 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 4 3460# 3540# 4070# 44434 Web or Cord 2x6 5165# 5280# 6095# 6660# MJNnun D L L. Lls#ores WT&LIX, to orh for asmndhq s IIPPIV, lon ran Nlnlnun L D}rtnnee e wnce of Professlond ! . S t f Awo drask+0 lese web sites, SPACING 24,0' p ICG wwwaccwfe,org r- REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRDID14 &M IE. -F...'R M''-NO. BOARD COLLAR IBEAM.-fVERY WARD. (2xil PAIR -OF RAFTERS 01 valjey l'u 4w Airo­ TRU-Sa UNDER VALLEY -FRAMING 17;4L d" ' FTEP-OR MDGE +Crfp0Iei3,4'-0'Yldr-.30 psf j:rL)a;jd-26 pSif (.TD) Ms�x, k, r eph r".,vUhtD§ from tht vQ eys brfiloepeM td"Q%-krtddc%6aid-iw iAat crlpIite toextiops ura 111, O.C.my) im V PLA A l0ala-dglli' L C 4. X6&tod-Mlls 3. 4� •.5 16d too-inalfs ftft&t6r.Two-7x6 sleepers. 41641t064fa11's S.-sidep6i 4*2:Gd tdii-halls T.Nvb*.*.29RlldV_ftdf M-VLIS9 3 164 tdEV.-.'nAUs..eath slaeper.1kyug 6. ::8ld9e:bohrA-fu -toof black 4 1134 toe-nwus M-FOR, PtTcH -7, -ItIclie-tc(SAI fik.trJA'957 4 16d-t0-kA4JIs S. 4rufflil to- (T"j, Af. Trimi.M.'616400.g* .10. Tru3Ftd;-qlppw:. 4'16dtoe nails Trun'to &*,hl 0- USED) -13. r,6 I 16P 1 Iha Ill't Olt Bltd 1! 4 IGWtoie-nallls. NAILS 4 p ft, With a u .43f:14d 0.*01 )MAIR iof intier0nalls are mc - coI . I - bavope Ong as; Ova WA helgfit; IV& A ly- 2 du nt Mi in6; kil Aa I -maxitnum ffig.An1p*bf helght, 10-fact Mo. I ®r; -��06iii' A kwwAmma- wx)i Am, nxiw,#,Wi alf.: NiUAY PIAA�V- mumm.-UMNAMMif L� ;1.4'80 46 64 1�1� FJAM- tits MAYIM IQ-"' m. TC M. I ti ZG kc ch1%i0jwnA. ;.rrt . and'STM, 7 DAT9 10/91/14 fd.. uw -01 "1 . . y. V.- or— W-. t * p �'Q r P., w ft w V' 0. ; m 15 p rA k M. -4, Or, Ar .0 0 0 DRWG* VAMV-1801015 I.A. *4 M. �410, �w ceSno X0.4 ESTNIt �O Qr, BT Ll, 01 .0 0• 0 'd jmaw �IZ 1L. f— x "'TU=t. po.510M 5b 4-7 61 'uncir TM Alal/vI -L ge API 44 xxv. -M r?Vii 4 ft t�,`Fwtw. 1, yimtY =nfaith is tn"pt s en NrWr. 'At 1.25/1.16i`D59�a�ronrtnvs Pm M_-Aaovs "� . Face -Mount Hangers - I -Joists, Glulam and SCL + These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 24 0 N Actual- Joist - Size, • (in;) Model No ": Carried Member • - Dimensions (in) :, Min! Max Fasteners fin.): a! Allowable Loads Cade ��'�„ y: Web o Stiff Re qd W H B Face == .. Joist DF/SP t ` i Species Header SPF/HF. Species Header Uplift (160 .F,loor[Sniw (100) (115) Roof (125) .floor, A(]00) Snow (115)', Roof (125) IUS2.56/16 - 2% 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1,805 11,805 1,805 11,555 1,555 1,555 21h x 16 MIU2.56/16 - 29A6 157As 21h - (24) 0.162 x 31h (2) 0.148 x 11h 230 3,455 3.920 4,045 2,970 3,370 3,480 U314 ✓ 2% 101h 2 - (16) 0.162 x 31/2" (6) 0.148 x 11h" 970 1,945 2,205 2,375 11,675 1,895 2,045 HU316 / HUC316 • ✓ 2% 141% 21h - (20) 0.162 x 31h (8) 0.148 x 11h 1,515 2,975 3,360 3,610 12,565 2,895 3,110 IBC, FL `.21h MIU2.56118 - ` 2% 17% _ 2'h '- . (26) 0:162.x 31h, (2)-0,148 x 11h - 230 3,745 4 045 4 045,13 220 3 480-'3,480 LA x 18 , HU316•/ HUC31fi " ✓ 129 , 14 /a , 2 h - ,(2D) 0162 x 3'h"• (8) 0.148 x 1 ?/2 . ;1515 '2,975 8060.3,610 '2,565' 2 895I 3.110' 21h x 20 MIU2.56/20 - 2'As! 19'ti6 21h - (28) 0.162 x 31h (2) 0.148 x 11h 230 14,030 4,060 4,060 3,465 3,495 3,495 2112.,x 22 to 26 ,... MIU2:56J20 - . ✓ -_ , 29/+6 191ti6" 21h . = (28) 0.162 x 3'h' (2) 0.148 x 1'h :.' 230 4,030, 4 060% 4 660 3 465 3,495 3,495' 29A6 x 91/4 to 26 26/+s' wide joists use the same hangers as 21h" wide joists and have the same bads. MIU312%9 3'/a 9356`, ' 21h .- (16)0.162xh (2) 8x1'h 230. ;305 2,615 22011D`2,245 2,425' HU210-2fiHUC210 2 ✓ 3'/e 8'?46 :.- 2'h Max {18) D.162 x 3'h:`, (10):0148 x 3 . '. 2,680. 3;020. 3,250 2,305.IJI ,605 2,800 IBC, MIU3.12/11 HU212-27h=212-2- - ✓ 31% 3'/a 11'A 10a/s` 21h 21h - Max: (20) 0.162 x 31h '(22r0:'162x31A- (2) 0.148 x 11h (10)0.148x3'- 230 1,795 2,880 _ 3;273 3,135 3,696 3,135 "3;97 2,475,695 -2;82II 3;180 2,695 13;425 FL, " HU3 25/12;LHUC3.25/12 • <- 3?/a 11'/a`; 2�h ,= ' .`(24) 0:162 X 3'h:;^ '. (12).0148 x 3 ;i "i,e '5' 3;570 4 030 "A;33$ 3075 3,4.70' .3,735: HU3.25/.16 / HUC.25/16 31/4 = 1313/is- 21h Min 20 0.162 x 3'/z ( ).. 8 O.d8 x 3;. - O 1 515 2,975 3,360 3 610' 2;560. 2;8.90' 3,105' • s M ax. ' (26) 0.162 x3'h - (12) 0.148'x 3 .t 95 3 870 4,365; �4,695':3;330; 3,755 14,040 - 3'h:glulam; NUCQ210;2S0S. "' • 31/a 9 3 ,- (12)'/a"x2'/2"SDS (6)Y4µx2'/2,'sDS' 2u 4r0315 1315.I431_slzao,a.-10,•3;710 1 FL HGUS325/10: '' . `" 31/4 85/e, 4 ; , -, "(46)_,0.162x 31h': (16) O'.162 x 31h 4 095 9,100 ' 9,10D]<9,100I 7;825 `7,825 ,7,825 IBC, 'H6US325/12 31/4! ' '1.05/. ; 4. = (56) 0.162 x 3i/z .. (2o)'0.162 x 31h`' `5,64o 940' 9,400 [9,466[8 085,I 8;085 1 8 085 FL 'LGU3:25SDS . '..• ,-'`. ,:=..`31/a 8.ta'30 41h `- (16)1/4'x2Yz"SDS (12)1/4'.'x2'h"'SDS 5,555::6720 i; 16 7 10I4;840 5:_'65 ;2'h5 HHUS46 - 3% 51/a 3 - (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,785 3,155 3,405 2,395 12,715 12,930 3'h x 51/4 HGUS46 - 35A 4346 4 - (20) 0.162 x 31h (8) 0.162 x 31/2 2,155 4,360 4,885 5,230 3,750 14,200 14,500 HUS48 ; •: • ' '- 396' • 615AS. _;2 ' - ` (6) 0.162 x•31/2 (6) 0.162 x 31h'. 1 '20 1;595 1,8i`5' -1,960' 1;365' 1;555 11,680. 3 3'hx7,.�/a : HHUS48' c, .; ,: • •i-., -' 35% :,T/6'. ..3 - ;<(22):D162x•3?1z- (8)A:162x3'h ; ',rv.: 4,21D 4,770; , 5,140:;3,615 9,095 4,415 HGUS48 ` a • .• - -35/& ` 7'fi6r` ; _ 4": '- ' ,(36) 0162 x 31h' (12) 0.162x 31h 3,235 7460 .7,460. 7,460 I;6 �15 6;41'S. 6,415! IUS3.56/9.5 - 35/a 91h 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 11,020 1,160 11,250 MIU3.56/9 • 0 - 39A6 8"As 21h - (16) 0.162 x 31h (2) 0.148 x 11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • • • ✓ 38/,6 83/s 2 - (14) 0.162 x 3'h (6) 0.148 x 3- 970 12,015 2,285 2,465 1,735 1,965 2,120 HUS410 - 36/+6 81-16 2 - (8) 0.162 x 31h (8) 0.162 x 31h 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 - 3% 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31h 3,565 5,635 6,380 6,445 4,845 5,486 5,545 31h x 9'/z HU410/HUC410 • • ✓ 39/+6 85/a 21h - (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 6,415 6,415 6,415 HUCQ410-SDS • • - 36ti6 1 9 3 - (12) %" x 21h" SDS (6)1/4" x 21h" SDS 21265 4,500 4,500 4,500 3,240 3,240 3,240 HGUS410 • • - 35/s 9146 4 - (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 7,825 7,825 7,825_ BFL, LGU3.63-SDS • • - 3% 8 to 30 41h - (16)1/4" x 21h" SDS (12)114" x 2'/2" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS • •- - 3% 91/4 to 30 41h - (24)1/4" x 21h" SDS (16)1/4" x 2'/2" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 IUS3.56/11:88 - .35A. 117/.- 2 = , ' (12) 0.148 x 3 ` - 0' 1;420 1;615'.1745 122D I,1,390 1;485 MIU3 56/11, .. == 3'/6 111A 2I "-; (20) 0:162 x 3'h (2):0.148 O,lh . 210 • 2,880 3,135° -3135 2;475, 2,695 2,695 U414 • ` ✓ jI39/+6 10„`, 2;`::= ` ` (16) D:162 x 31h ' (6) 0.14E x'3 ' 970, 2;305 2 615, 2,820 1980,I2,245. 2,425 - HHUS41.0,: . - =- .35/a 9 _`'' 3 - (30) 0.162 x 3?/z , ` (10)0.162 x.3'h ' 6 5,635 6,360` ��,445 4,845; 5,486 i 5;545. . _ /„ =, '(10)016x3 �(10).62x3'/2 av2660. 3;025 3,265.2,2752,590;79HUS412'- 5 31h x 117h HU412 / HUC412 39/+6 10%, 21h• 'Min,(16) 0.162 x 3lh. , ' (6) 0148 x 3 1135 2;380 2,685 2 890 2 050 2 315'12,490 0.162 x 31h' (10).0148 x 3.:: 1, r 5 3,275 3,695 3 97012,82D 3,180 3;425 HUCQ412 SDS - . , , • -.•136fi6 11, - (14)'114'`x2'h°SbS, .(6).'/4° x21h"SDS 2,2 E;0''40 5 015 '5 C4013U30,13 -,,F30 8;6307 HGUS412". , _ . - - 3% '. 10'fe . ; - 4 - • (56) 0.162.x 31h. (20) 0.162-x 37h'' 5;040 9,400 9,400 0;40018;085'I 8,085 8,085 LGU3.63-SDS- •,`• =-t-"•,'3s% 8to30-' 41/2 - (16)1/4"x21/2"SDS (12)1/V,,x21h"'SDS' 5.555 6,720 6,720,`6,,726 41840 4,940 4,840y MGU3;63 SDS ` . -= .I 3%9'/a to. 4?h .=, (24)1449,x 21/2" SDS (16)17a:; x'21h" SDS' 7,266 0,450 9;450 9,450,I 6 805 '6,805 6,805, HGU3.63-SDS •.: •. - 6 $ A 111 to 30'' 1 4 /2 - 1 1 '(36) /4'.x 2 h': SDS 1 (24) 14'' x2 .,46 See footnotes on p.150. . THA/THAC Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. CSee Corrosion Information, pp.13-15. Installation, Use all specified fasteners; see General Notes. C The following installation methods may be used: U N • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. F= Install top and face nails according to the table. Top nails shall �13 not be within from the edge of the top -flange members. For - 0 - -- -- --_ -.,.-___..._- -= P the THA29i nails used #orjois# a#tachment must be•driven at an- M angle so that they penetrate through the comer of the joist and into the header -For all other top -flange installations, straighten FI-17-11 the double -shear nailing tabs and install the nails straight into 9 9the 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 v✓ill 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 comer of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned -in for 3%" (except THA413) and larger, with no load reduction — order THAC hanger: Codes: See p.12 for Code Reference Key Chart 1314' for THAG422 for 122.2 426.2 THAC422 Face nails Top nails per table per table 1314 typical 2rh' for THA422-2 and THA426-2 THA418 4J r fr 0 2 THA29 Double 4x2- 2face nails Use full table value (total) Single 4x2-�. ;; 4 top nails See nailer table_" �` (total y%' Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of head4 e Double -Shear Double- ': i Dome Double -Shear Nailing Shear Side V ew; Nailing Side View i r Nailing Do not (Available on Top View bend tab K some models) 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 IYpluctl 1 "l u Top Flange Installation `er to tnote 5 p.187 S6 THA/THAC Adjustable Truss Hangers (cont.) _U_ NO These products are available with additional corrosion protection. For more information, see p.15. 1 74-3- 1 750 r rn) Mm =Mm (m), r Allowable Loads AllowableLoatls Model 6a Tap Header Cade No Flange Depth Carrymg Member Carved Roof Uplift Floor Snow R U hft Floor Snow - oofJ Ref Member 160 100 ` 11 Wind p Wind x ',3 "v 'hFx § 7op Flangeflnsta�lation s ads n.�, a�'g.,-�.e. -.i`".,. x• �.3.,� a�w, c��. ,r �.. 11/z — (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 1,750 450 1,330 1,330 1,330 THA29 18 15/a 911fis 51/e �27% — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2:610 2,610 2,610 450 1,985 1,985 1,985 THA213 ' >18 15/a' .13s/is 51Jz ' : 2 - (4)'0:148 x 3 ';(2) D 148 x 3 (4) 0148 x 1 yh x 1 1 1 �,t THA218 18 15/a 173AG 51/z 2 — (4) 0.148 x 3 (2) 0148 x 3 (4) 0.148 x 11h 1 460 460 1460 1,110 1 10 .10 IBC, THA2182 `18 31/i 171hs(4)07T62xo1h;(2)0162x311z '(6)0.148x3 , — i r 11t Y�Su 1 tiir '# 1 1sr' THA222-2 16 31/a 223A6 8 2 — (4) 0.162 x 31h (2) 0.162 x 31/z (6) 0.148 x 3 — 1,960 1:995 1,995 — 1.490 1,515 1;515 LA TNf1413 18. 35/e;, 13s4s 41/z,' : 2 - a (4) d148 x 3 ;j2) 0148 x 3 u THA418 16 3s/s 171h 77/a 2 — (4) 0.162 x 31h (2) 0.162 x 31/z (6) 0.148 x 3 — 1960 1:995 1,995 — 1.490 1,515 1,515 THA422 _ , ,16 3P/a , 22 -T/s,; ` 2 (4} 0.l62 x 31h (2) 0162x 31h (6) 0148 x 3 THA426 14 3s/a 26 77A 2 — (4) 0.162 x 31h (4) 0.162 x 31h (6) 0.162 x 31h — 2,435 2,435 2,435 — 2,095 2,095 2,095 THA422 2 14 71/a 2211As 93�4 THA426-2 14 71/a 26'tis 93/a 2 = (4) 0.162 x 31h (4) 0.162 x 31/z (6) 0.162 x 31h —� 3,330 3,330 3,330 — 2,865 1 2,865 2,865 M . 2 3 THA29 18 15/a 911tis 51/a — 91'fis — (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 2,265 450 1950 1950 1950 THA213 .' 19 15/i 13�is 51h 13Sis (14) 0148 x, 3 (4) 0148 x 3 �� �,t a 34� 2 400 THA218 18 1 % 173A6 51/z — 17�ii6 — (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 THN218 2 16 311a_.171tie 8 '? - 14'As — (22) 0162 x 3'/z (6) O tfi2 x 31h T855 d 1s' 31 n } 1 595 2'284:} vL . : 8.. IBC, THA222-2 16 31/s 22�iis 8 — 141A6 — (22) 0.162 x 31/z (6) 0.162 x 31h 1,855 3;310 3,310 3,310 1,595 2:845 2.845 2,845 FL LA TI1A413 18 35ia 135/s 41h +'r 133/a — (14) D 148 x'3 (4) D 148 x 3 35� U' 340 ''�ri fiC 0 D, THA418 16 35/s 171h 77A — 14'tis — (22) 0.162 x 31h (6) 0.162 x 31/z 1,855 3,310 3,310 3,310 1595 2:845 2,845 2,845 THk422 - : 16 35/s , 22 , 77/a (22) 0162 X'31/z (6) 0162 x 31h 1 '855 3 1 u i "n ;11595, > 5 �L - THA426 14 35/s 26 77/a — 161A6 — (30) 0.162 x 31/z (6) 0.162 x 31h 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA422 2 :14 71A .11f s 93/a 16?fis "= (30) 0162 x31h (6) 0162 x 31h 1 855 51" 5 520 ,.5 520 1,595 4 445 4;745 '` 4 745 FL THA426-2 14 71/a 26% 9% — 18 — (38) 0.162 x 31/z (6) 0.162 x 31h 1,855 5,520 1 5,520 57520 1,595 4,745 4,745 1 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member, all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double -top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11k° 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 instalation instructions regarding fastener installation into carried Ooist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear railing that distributes the load through two points on each joist nall 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 ZMAXe coating. See Corrosion Information, pp.13-15. . Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. Not designed for..welded or nailer applications. Options: • LUS and MUS hangers cannot be modified Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View ." bouble-Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View c (Avalable on some -models) 1°tor2xs 1''A for4xs 0 o; LW,H C LUS28 HHUS210-2 P . -.� MUS28 HGUS28-2 a Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) LUS/M US/H US/HHUS/HGUS Face -Mount Joist Hangers (cont.) ow I 1. See table below for allowable loads. Model No Mm " Heel ( Hei ht 9: Ga Dimensions (n) Fasteners W H g I Carrying Member Carried Member Single 2x Sizes LUS24 : ` " LUS26: 25/a : 4'/a`=, , 18 ' 1 �4e 3y/8 13/a (4)t0148 x 3 ;; (2) 0 748 x 3 ' 1 �'ie, , 43/a „ 9'?!a 3 , ;(4)0.148 x 3. ;(4) 0.1'48 x 3 : MUS26 411/ts 18 1 IA6 5% 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 4s/is 16 1 s/a 53h 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 NGUS26 4a/s 12 .: 15/e , _.53/e.. ' `5 , . (20) 0162 z3'A {8) 0.162I 3?h'?. LUS28';' 43,c.. :18:: 1s/is. "65ls' A'/a (6)'•D148x3�:'� . (4)0:148x3 .: MUS28 6-5is 18 1 %6 61% 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 1 sA 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31h HGUS28 6B/is 12 1 s!s 71/8 5 (36) 0.162 x 31/2 (12) 0.162 x 31h L'US210 _ (',-' 41/a . 18"' 1 §pis .: -7' s'; . - 13la (8) 0148 x:3" ";. (4);-0:148 x HUS210� j 89/e';76,-; 1s/s 93., `(3f))a).162x3'�Z'.,(10)'0,162x3?/z;' HGUS210 Ssfs 12 5 '' ,(46)ID:162:x31W1"(16)'0.1'02x;31/2 `-t • rI - - A These products are avaihble 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 with Strong -Drivel SD Connector screws. See pp. 335-337 for more information. a Model No. �FAllowabie`Loads `Upliftl Floor Snow`, Roof `t Wind . (10D) (1:15)'' (125j, (160) ;' SP Allowable Loads :.Uplifti • ;', Floor Snow -. Roof Wind (160) (100) `(115) ;'(125)-'(]60) SPFIHF Allowable Loads ` , Upfiftt Floor snow Roof Wind' (1ti0),. ' (100) (115);:{i60),•' Code,: Ref ' Single 2x Sizes LUS24 `; 820 - .; , ,1,045 ._ ' , '5,., ', a 725 , ' 'r''825 890 , , 1_ s20" , - 3$0, : ' 495 , 5fi5 < 605,_ i; 770 "_. LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26 ' ? J 1;295; '° 1;480 1"560, ` i,� U " - 9 u, ; -1405 1560 1:5 ? „ 15au'r vlv, ', :: `:955 1;b80 1,180,'" LA HUS26 1,320 2,735 3,095 3,235 3.235 1,320 2,960 3,280 3,280 3,280 1,150 2,350 2,660 2,780 2,780 HGUS2fi : 75 4;340' .4,850, 5170'..15090'#; c ( : , A,690,.c, 5,220 , ;i5;39D , 5390 ,k;?£iU- : 3,225 k 3,610'A , 3,870 ' 3,9B5`- IBC, FL LUS28. 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 MUS28 1 320 1, z3(i 1,975,'' 2125'-- : ,c ° , : 1 32-01, ""l 8t `:2,135 ' 2 255, =;21� ;150 .' 1;270 :A ;455`i 1 575" 7,955 : IBC, L' HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,095 1480 3,520 3,520 3,520 3,520 `HGUS28 165U . ;:275 , "7,275..' 7,275 7,275` 1,5-3 '' `=r ` . %° 5, :7;275, =7;275 1;32 v;0«.3,820`4;250 IBC, FL LUS210 1,165 1,335 1,530 1,640 2,09(r 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210 o . 5 fl30 k.e �a5 'S:595 5 cl v33 :' 0. ,•;2,22u ? 33C 2 "5. �:v=5 LA HGUS210 2,^u90 91U0 9,i00 9,10Q 9,100 2,090 9,100 9,100 9JCC, 9,100 1,545 6,340 6,730 6:730 fi 730 IBC, FL 1. For dimensions and fastener information, see table above. See table footnotes on P. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table bad,. 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 opecny angie Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). z_ n¢. 2 0 U w c7 0 0 E Z U) co m 0 N 0 N U d •,94 Simpson Strong-TieO Wood ConstrLiction Connectors LUS/MUS/HUS/HHUS/HGUS _�� r rW�M m These products are available with For stainless Many of these products are approved for installation additional corrosion protection. ID steel fasteners, : � 6 , with Strong -Drive° SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. Model No Min .` :Heel'- Hetght. Ga Dimensions m. (�) W. H B Fasteners m �) Carrying Carried Member Member :° DFJSP Allowable,Loads Upi'ift Floer' Snow Roof Wind (160) (100)? (115) .: (.125) `(160) SRF/HF Allowahle Loads Uplift;;Floor Snow Roof Wind (160) , .(100) (115) "(125)1 (160) Code =Ref. -"' • : Double 2x Sizes L'U524, 2 ' , 2'/a ": 18,. -3'%a 3'/e, . 2 {4) 0.162 x.3'h '. "-(2) 0.162 x 3'h 270 , 800�; 405, :980 845 - ,1,070t LUS26 2.;;Y. 4s' ; ° 18 .'3'/e`, `4�/e• ; 2` (4)D,162x3'/z, (4),D162z31h ^s� 1 030 '_1170 1;265 ,�,595' 910, ;'885 1,D05' 7,090' 1,370. HHUS26-2 4�is 14 3-A6 5% 3 (14Y0.162 x 31h (6) 0.162 x 31h 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 49/is 12 3% 57/is 4 (20) 0.162 x 31/2 (8) 0.162 x 31h 2,155 4,340 4,850 5,170 -5,575 -1,855 3,730 4,170 4,445 4,795 LUS282 :_' ' 49fis.'..18.: 3?/e' 7 = 2•, (6}'0.162x`3'%z'';(4)D:162x3'h 1C16r 13,15'.1490, 1;610 2030 910' 1130;;1;280 1;3B511,745 IBC, FL, HHU528 2-, 6s/ie 14 , 3 4c; 71/4; ,3 (22)+0:162 x•31/z, _ (&0.162x 31h "60 4 265` 4 810 :5;155 5;980 1 515 3 6704 4;135 4,435. 5,145', LA HGUS28-2 ";;`, I •6'/s, z • 12-, AG 7.3/is, 4. (36)'0.162 x 31h:; (12) 0:162x 3'h; '3;235 7,460 :746D 7;46D 7,460 2,Z80 ''6 415, 6,415 6 415 : • 6,415 LUS210-2 634s 18 31/a 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31h 1,445 1,830 2,075 2,245 2,830 1,245 1,575 1,785 1,930 2,435 HHUS210-2 8% 14 3-5111 87/s 3 (30) 0.162 x 31h (10) 0.162 x 31h 3,550 5,705 6,435 6,485 6,485 3,335 4,905 5,340 5:060 5,190 HGUS210-2 89/1s 12 35/is 93/is 4 (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 i 7,460 7,825 7,825 7,825 Triple 2x Sizes HGUS26 3 41�is'' 12 4t5iis, 5'h 4' ,(20)j0.162 x 31/z ' (8) 0182 x-31h` 2155 4,840_ 4,856 5;170 5,575 1 855: 3 730 4170 4 445 4,7.95`` IBC, FL, HGUS283 6'�s' 12.415ie.,71/a 4' (36)0162x3?/z (12)0162X3'h .3235 7460%,7,460 7,460 7460 2780: �6,415 ,6;415 6.,415' - . . 6;415 LA HHUS210-3 8a/s 14 411AG 87A 3 (30) 0.162 x 31h (10) 0.162 x 3�h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 81346 12 415/is 91/4 4 (46) 0.162 x 3'h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS2123; 1105WI'12 4�5iis 10a/a : 4 ' (56).D.162x3'h (2010ib 31fz ` 69 at1�5:;�OfS �,0 vA. 9JJ ';Tx1. %. 3u , •.0 nJ A HGUS214 , ' 12s/e ` 12 415hs" 12J4' "' 4; , (66) 0:162 is 31h;' (22) 0.162 x 31/z .5,695 10125'.10125 10;125 10,125 4 900` B 19D 8;190 6,190' •8;190' Quadruple 2x Sizes HGUS26 41- ' ' 51h' ; 12 69/i6 57As 4' -(20);0162 x 3'/z 8).0.162 X 3'h 4158 4 340? 4 850: ;5,170: 5;575: 1,855 3 730 ,4,170 4,4.45, 4,795 IBC, FL, HGUS28-4 7% 12 6% 7% 4 (36) 0.162 x 31h (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 8% 14 6�/s 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-4. 91/4 ,12 69tis 9-A 4-` '(46)"0.162x3'h`:(16)0162%31h ,4,0,95 9100";9,100 9;10D 9100, 31520'-:7825 7;825 7825 7,825 HGUS212-4` 105/1 -' "12- 6sAs '1'6-% 4 e (56).0.162x,31/z (20).0.162'X31h r'69r n41„; ,r4,i 9;0 OC._ .: AU "Sr.8 _72j 4,10U,IBC FL, LA HGUS214-4 I ;12% . 12 , Gals 12% ,'4 , '(66),'0.16Zx 3yh"'I (22)a1k x 31fz ;5 695 10,125' 10,125 10125 10;125 4;900 8,716: 8,710 ' 8,710 8;710, 4x Sizes LUS46 =, 43/a' .` 18 '• .39hs , 4?/a :'2 "(4) 6.162 X 31/z _J4) 0.162x31h jfiFn •T,030 1170 't1;265 1,595, 1!� ` 885 ; '_1 005 1,090' .1.370 IBC, FL HGUS46 4'he ', 12 -35/e 47As ;'4 (20) 0.162 x(3W (8) 0.162 x'31h ' `2.155 4 340 ;'4 850, ,5;170 .5,575 1,855; 3 730 •4,1;70 4045 ,4,795 HHUS46 ' 435s • _ 14' 34 , 5?h6`' '-3 (14)`0.162 x 31h; A 0.162 X31h :. a20, 2,830::3,190 4,415 4,250' 1135, 2,435. 2;745 2,935 '3;655 LUS48 4% 18 31% 63/4 2 (6) 0.162 x 31h (4) 0.162 x 31h i,060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 61h 14 39As 7 2 (6) 0.162 x 31h (6) 0.162 x 31h 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 - 61h 14 3% 71/s 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 67tis 12 3% 7'As 4 (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LUS410 - 61/4 16 3%sq 83/4 ., 2 (8)-0.162>x 31/2: =(6) 0.162'x 31h �45 1 830, '2,075, 2;245 ,2,83(], 1.245' 1,575 1;785, 1;93Q:' 2;435 - HHUS410 .;:- `, ` 8�/e . 14 /s•; 3s :9. ; . : 3 (30),0.162 x 3?h. (10) 0162x 31h 55 5,705 `6 435 ',48 G, .K , �05', :4,905 5;535 a 'S- 'HGUS410-' .,.87/ts ; 12 3:/s''91/i6 -.4 ':(46)0.162xW/2! 1160.162x3fh.,4;095 9100% 9100, 9,100 9.100, 3' 20;.:7,825, ',7;825 .7,825 7,825, IBC, FL, HGUS412 10346 12 35/s 107A, 4 (56) 0.162 x 31h (20) 0.162 x 31/2 5,695 9,045 9,045 9,045 9,045 4,900 7,780 1,780 7,780 7,780 HGUS414 1134. 12 35/e 127% 4 (66) 0.162 x 31h (22) 0.162 x 3-1h 5,695 10,125 10,125 10,125 10,125 4,900 8,1-90 8,190 8,190 8.190 Double 4x Sizes .HGUS737/10:I 8tie'..:12,'.7 ;'-89/ie' 4 (46)0.162X3?h': (16)0.162x,31/z 3;430 9;095 9Q95 '9,095 9095 2;950`+.7,820�,7;820 7B20i7,820: HGUS7.37/12 107As ' 12;'• 7.3/a,' lO9l ...4 . ,(56) 0.162'x 31/z' (2D) 0.162i` 1/z: ,3,835 9 295j `9 295'- 9,295 9,295 3,3001'7,995 7,995', 7;995 7,995' FL HGUSZ37/14;j. 117/1s• ,,12 ' 73/s; 12-As 4 . (66) O'162x 3'/z' :(22) D.162 x 31/z ;5;080 10 50010,50010,50010,5Q0 4 370' .9;030, 9,030 9 030 9,030 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table 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 ANSI/TPI 1-2014. Simpson Strong -Tree 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 21/2" nails in the header and 0.162' x 31h" in the joist, with no load reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. 19 Simpson Strong-Tiec' Wood Construction Connectors SIMPSON 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 hailing) apply to heel heights as low as 37h". 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 1h" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1h" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge N Finish: Galvanized L Installation: V C• Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling o 0 round and triangle holes for maximum values N • See alternate installation for applications using the HTU26 on a 2x4 carrying member or E= HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity M I3. HTU may be skewed up to 671/2*. See Hanger ty Options on pp. 98-99 for allowable loads. See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Wr- Codes: See p.12 for Code Reference Key Chart Min. heel height per table Many of these products are approved for installation with Strong -Drive° SD Connector screws. See pp. 335-337.for more information. ,y 11Z. HTU26 Typical HTU26 Minimum Nailing Installation �yls'rrizit.'gap`lietiNeenerid'df -� truss and carrying member HTU Installation for Standard Allowable Loads (for 112" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Alternate Installation - HTU28 Installed on . 2x6 Carrying Member (H7-U210 similar) Mrh j Dimensions (m) Fasteners (n) DF/SP Allowable Luads SPF/HF:Allowable Loads Code' Model:: No Heel Height W =H g, `' Carrying Camed .' Member =Member`; Uplift' Fioor (160), I {100) ,Snow `. (115) ;Roof (125) Wind (160) Uplift (160) Floor ; (1013)"' 5ngw Roof Wind Ref ; single 2x Sizes HTU26 J.3,h 1:% 519ta + 31h, ,(20) 0.162 x 31h: %(11) 0148•x:11/z > G70 : `•`. ,h 0 _ ..;2;n 1 , 'z;6741 ... En -. t;80 , i as . ,r;e. a :. iso , HT1126.(Min.) ", 3�%:' 75%s; 5?fie, 3?lz-';(20);0.162`x"31/z: (14),0148x'71h 1,250 ,2,940 3200.I 3,200 • 3200 ,1G75 1,$52 2015,'' 2,015 .`2015; HTU26,(Max.), - ( 51h:..:15/s 0s/ •31&z (20)'0.162•z.31h � (20) 0,1,48x.11h :1',555' �, 2,940 ` _" ju __:5 ,ii -.4',010 1;335 '2;530 : • 2 i..o 4u" 1 3;450- IBC, HTU28 (Min.) 37/a 1 % 7% 31h (26) 0.162 x 31h (14) 0.148 x 1112 1,235 3,820. 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/a 1 % 71/ie 31h (26) 0.162 x 31h (26) 0.148 x 11/2 2,020 3,820 4,315 4,655 5,435 1735 3,285 3.710 4,005 4,675 LA 37/a:, l%'; 9'Aa' 31/2 (32)`0.162xW' xh 0:0 "200 � ,, '(1 • _HTU210.(Min.) ao ,1225-.3225 HTU210(Max:) , : 911d -• 15/a' 91tis 111h' ; (32) 0.162 x 31h. (32)`0.148 x 11/z, 31315.i• 4705 : ' 1 ,iit, . a 'G;` 'S,995 2;850' 4,045 oC5'. 4,�u'0.', 5,155 Double 2x Sizes HTU26 2 (Min.) 3'/a <' 3�Se; ;5�fic : 3lfz' .(20) 0.162'z 31h (14) 0.148 X3 ' .1,515. 2,940 ' 3,��(, '3r�0 „"3910 =1;305 1,850 2,090 , '2;255 .2,465 HTU26-2 (Max,,) ' 51h, ; Ne' 57he' -31, (2o)'b.162 x 3'/z ' (20) 0.1' 'x 3-• 2,175` 2,940 '`'a 3% 1 ., 80..4 4$0 : 1,670" 21530 4 :'88 PNK 3,655' HTU28-2 (Min.) 37/e 31AG 7% 31/z (26) 0.162 x-31h (14) 0.148 x 3 1,530 31820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-2 (Max.) T/a 3�fia 71fi6 31h (26) 0.162 x 31h (26) 0.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 .3,'10'' 4 S � 5 10. LA LA MTU210-2 (Min) 3�/a' ` 3§4(i; 91fa :31h" {32)'0:162 x 3'h . , 04) 0:148 x.3 1;755° ' A,705; ti-0;815•, 4615 ` 4',615, • 1;51gm 3,5301, 3,610 . `3;610 3;610 HTU2102;(Max) 91/i;"; 35/ie 91tia .31h: (32)0.162:01h .,::(32).0.148+x3 .. 4,ilo, 4,705 S,31u 5`i30 6;5"� 3,535 4;045;i 60 ;4;a3 5.5D5'' 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between % and'h", 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 1 W nails in the header and reduce the allowabb 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. a96 HTU Face -Mount Truss Hanger (cont.) tMany 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 Mm '' `s Heel Herght in; Minimum Carrying Member Fasteners pn) DF/SP Allowabl e Loads 5PF/HF Allowable Code,, Ref:. Carrying g Member= Carried N„ Member Uplift (160) ; Floor (100)` Snow (115) Roof T(125)' Wmd {160) Uplift (160) Floor; (10D)} Snow (115) Roof (125) Wmd (160) HTU26 (Min.) 37A (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/z 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51h (2) 2x4 (10) 0.162 x 31h (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 HTU28 (Max) ; ' 71/a ' `,(2) 2x6 , -(20) 0162 x'31h (26) 0.148 x 11Iz; 1970 =2 940 t ;5�0 3,9D5 1,695 2,5303fi0" FL, LA HTU210 (MaX)'' ` 91/a (2)'2x6 'i :.(20) 0162 x 31h (32);0148 x 11h`- 2760 _2 940 .3 �2 > n 3,905 2 375 2,530z 355;' f r5D `.'3,360- 1. See table above for dimensions and additional footnotes. . 2. Maximum hanger gap for the altemative installation is 1h°. 3. Wind (160) is a downbad rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads C1211 Maximum Hanger Gap) Model No Mm He Het g Dimensions (m) = g Fasteners (m) Carrymgi Gamed Membec Member ,.. DF/SP Allowable Loads Uplift floor Snow Roof" Wmd (160) (100) (11� (125) (160) SEF/HF Allowable Loads Upbft Floor Sriow Roof Wmd (160) (100) (]75) {125) (160)- £odc Ref Single 2x Sizes HTU26 3Vz i3 , c3 F �� 2 acq.- •> c4c(g0012 510 1 90 1 �� 1 ii0' HTU26 (Min) 3'/a 1 S/e 57/e 31h„ (20) 0162X`31/z (14) D:148 x 11h ? 1`175 2;94D 3 i00, 3100; 310D .1010 1':955 11,955 ] 955; 1 955.; - ; MTt126 (Max ), 1 5 /z .' 1,5/e 57/1s 31h {26) 0162 z 31h (20) 0.148 x ir1%2, r 1215 2,940. 3 Vie( ' �t 3 3 ..,, won .. yi 045 1;856 - .., 2 all ..,.; a5, 2 �a5'; IBC, HTU28 (Min.) 37/a 15h 71A6 31/z (26) 0.162 x 31h (14) 0.148 x 11h 1.110 3,770 3,770 3,77D 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 71/4 15/s 714s 31h (26) 0.162 x 31h (26) 0.148 x 1112 1,920 3,820 4,315 4,655 5;015 1,695 2,865 3,235 1 3,490 1 3,765 LA HTU2 if] (Min.) :, r 37/a < 1'/e. ,9 Y8" 31fz. {32) 0.162 x;91h (14) Q 148 x i f/z' 1250 -3;600 3 600' 3 600 3 600 ;';1075 . 2,700 2 700 2 700v 2;700 HT.U210 Max .= ( ) 9Ja 1'/s 9Ys : 31/z;' (32) 0.162 x.31h, (32) 0,148 x_1?/x 3 255 4,705 ,• 5-020 5 020.. 5 020 `2 800 ',3;530 3,Z6a 3165,: , 3,765 Double 2x Sizes HT026-2 (Mln.) •„ 37/e 33'is `y06 1 31h .(20) 0.162 z;31h (14) 0148x.3 1 515 2 940 320 3 50& 3 500 : 1305 2,205 2 205 ,2,205' 2205.1 HTlJ26 2 (Max.) 51%z . 3456 5?tig .' 3'/z . ;(20) 0162 x 31h. :(20)'01-0S,x 3 `.1910 '2;940 ,20 3 50R 3 FDD f- 645 ; 2,205' •2,205 , 2,205 " 2205 . HTU28-2 (Min.) 3% 33'ie 7% 31h (26) 0.162 x 31h (14) 0.148 x 3 1,490 3,820 13,980 3,980 3,980 1,280 2,865 2,985 2,985 23985 IBC, HTU28-2 (Max.) 71/a TAs 7346 31h (26) 0.162 x 31h (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,4901 4 140 FL; LA HT& q 2 (MiQ'" 3_"3�6 9 A. 31/Y .(32) 0.162.z 31h .' (14) 0148 x 3 ' 1755 4 255 14;255 4,255 4 255 ,; ,• 1 516 3,190 3;1.90 3,190, •;3190 HTU21,0 2 (Max j' 9Ya ,3 s' _ 914e 31F' ,(32) 0162 x:31h (32) 0148 x 3' 3 855 :•4,705 a=0 G' 6 470' ;.3,315 3;530 3,980 4,300 4,855= 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table 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 govem. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/V and 1h°, use the ARemate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUfPI 1-2014. Simpson Strong -Ties' Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. a I flu 19 C> z } z a 0 z 0 F z 0 a W m 0 m 0 N U C) 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 2 s/16" or greater, at 100% of the table load. Speedy 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 speedy flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with'/4" x 13/4" Titen® 2 screws (Model TfN2-25134H) for concrete and 1/4" x 23/4` Titen 2 screws (Model TT12-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or RIP 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 0/4" x 23/4" — Model TTN2-252344 and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/k -diameter hole to the specified embedment depth plus 1/2'.. • Alternatively, drill the 3/,6'-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 Y,,6" drill -bit and hex -head driver bit (Model TTNT01-RC); a She" x 41h" drill bit is also available (Model MDI318412). • A minimum edge distance of 1'/2' and minimum end distance of 37/e".is required as shown; in Figure 1 for full uplift load. • 41Tnere no upGrft load is required, a minimum end distance of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 1v. HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Simpson Strong -Ties' Wood Construction Connectors Medium -Duty Face -Mount Hangers (cont.) 0 These products are available with additional corrosion protection. For more information, see p.15. F 1" Model NoGFCMU Fasteners a ° f ) AIlowable•Load s (DF1SP) Code., ixeConcrete: Standard Concealed GFC ®U iden 2 Concr®te Titen �2 i Umst r F r U lift (160) Down (1001125)� Uplift, (160) down' (1f1D1125) : Ref HU26 HU26X (4)1/a x 23/4 (4)1/a x 13/a (2) 0.148 x 1'/z 335 1,000 335 1,545 HU28:{: HU28X ' (6)'lax 23a �... (6) Y4 X 13/a . (9) 0148 x 1'h 545 v 7 500 _ 760 2 40D 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 (Mm.) . HUC26=2 (8)1/4 (8)1/a x 13/a 0148 z 3 760 2 000 `: - 760 HU26.2 (Max ', HUC26 2 (12) Ya x 23/a : `,, (12)1/4 X 13/a w - (6) 0148:X 3 G i „,1135 3 000 - n 1,135 t3 950 .'. HU26-3 (Min.) HU026-3 (Min.) (8)1/4 x 23/4 (8)1/a x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HU026-3 (Max.) (12)114 x 23/a 1 (12)1/4 x 13/a (6) 0.148 x 3 1,135 3,000 1,135 3,950 H ` H2M 23a10)Y 0U28M 3ax 725 ~m) ' HU28 2 (Max) HUC28 2 (Max) , {14)114 x 23/a I -i (14)1/a x 13/a (6) 0148 X 3 1135 3 500 1135 4 HU210 HU21 OX (8) 1/4 x 23/4 (8)1/4 x 13/a (4) 0.148 x 11/z 545 2,000 760 2,415 HU210HUC216 2 (h4m) (14)'�74'x 23/a (14) ?/ax 13/a (6) 0746 x;3 1135 3 500 . 1135 4 920 H121D-? (Max) _: HUC710.2 (Max) r (iB),'/a.x �3/s �14)1/�800 - HU210-3 (Min.) HUC210-3 (Min.) (14)114 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 HU212: m •, HU212 0/a 0148 1;135 w 2 5D0 1135 2 665 H0212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 (16)1/a'x 23/a a (i 6)1/a x 13/a „ . (6) 0748 z 3 ,1,135s 4 000 _ 1135 r 4,920 HU212-3 {Max) 1 _ HU021i (Max.) =; (22),i/,x 23/a (22)1/a x;13/a` ;(10) 0148 x 3 1,800 5 085 '> 1 80Q 5;085 1s - HU214 HU214X (12)1/4 x 23/4 (12)1/a x_13/a (6) 0.148 x 1'/z 1,135 2,665 1,135 2,665 HU244;2 {Mm.) _ HUC214 2 (Mm } t':' ; (18)1/a' x 23/a , _ (18} 1/qx 13/a (B) 0148 z;3 y 1;515 ,4 500 ,.. 1 515 5 OB5 HU214-2 Max ( ) ' ` HUC214-2 Max , ( ) (24)'%' z 23/a ' '' 24 1%i x 1 /a (12) 0148 X3 2015 : 5 085 2,015 5,085 HU214-3 (Min) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 (24)114 x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU276'_, HU216X: (18)1/<'z 23/a (18)1 1/a z 3/a (8} 0148 x 1 �/z 1 515 2 92D 1 515 2920 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/a x 23/4 (26)1/a x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 3 in) HUC216-3 (Mm) (20)1/a x 23/a (20)1/ax 13/a (B) 0148 x 3 1 515 '_HU216=3 (Max } 1= HUC2i6 3 (Max) `. r {26)?/a x 23/a (26) �/a x 13/i (12) 0148 x_3 2015 5 085 2 015- HU7 (Min.) (Not available) (12)114 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/z 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)114 x 23/4 (16)1/a x 13/4 (8) 0.148 x 11/z 1,085 3,485 1,085 3,485 HU9 (Mn.), (Not available) , y ;. (i B)?/a X 23/a (18)1/a x 1�3/a (6) 0148 x 1'h i,135 3 230 i 135, 3 230 HUl3 (Max) `, {Not available) (24)1%a x 23/a ; (24)1/a x,13/a ;(10) 0,148 x. i 1h 1,445 =-„ 3 735 1445 3735 :` HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/a x 13/a (6) 0.148 x 11/z 1,135 3,230 1,135 3,230 - HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/a x 13/4 (10) 0.148 x 11h 1,445 3,735 1,445 3,735 HU14 (Min) (Nof available) (28)'/g x 23/a (28)1/a z;13/4 ll (8) 0148 x 1'/z 1 515 3 4B5 1 515 ; 3,485 HU14 Max ( ) Notavailable ( ) {36} 4 x 23'a (36)?/a x 13/4 (•14) 0148 xa �h 2 015 .,38 STAGGER JOINTS - TYP z du w0. N c ' ■I, UPLIFT/SHEAR ANCHOR—r—V`�l EACH TRUSS - SEE B/SKI PLAN NOTE: ADVL FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRU65 BEARING A BGALENT6 51G1 i a ,ED HEEL ROOF TRU5SES PLAN ROOF SHEATHING- SEE SOFFIT/FASCIA- SEE ARCI RAISED HEEL ROOF TRUSSES -SEE PLAN 0 W 0 RIBBON BOARD SEE SCHEDULE .': FOR SPACING 4 RIBBON BOARD- SqE FASTENING TO d N SCHEDULE FOR SPACING 4 TRUSSES FASTENING TO TRUSSES WALL SHEATHING -SEE PLAN ---A i MIN. 15/32' CDX PLYWOOD OR 1/I6' 055 WITH ed GUN NAILS \—MASONRY WALL- ' (0.131' X 2 IR7 a 6' O.G. TO UPLIFT/SHEAR GYP. GEILING- SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN ( TRUSS -SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL- 50TTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING B 6CAL9. NTS SKI RIBBON SCHEDULE` DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult•165 MPH (Vabd=128 MPH) l2J 12d GUN (0.131' X 3') EXP. B, 2*4 SPF•2 24' TO EACH TRUSS, (4) ENCLOSED ! ` t, NAILS AT JOINTS VUIt=180 MPH (Vabd=139 MPH) !' (2) 12d GUN (0.131' X 39 EXP. G, ?X4 SPF02 16' TO EACH TRUSS, (4) ENCLOSEDi : NAILS AT JOINTS SH ET ME: -FOR ¢OOiiN55� SKJ • v • 1 ALPINE . r.,vocompAme januai7 1%,2.020 ;Catp,entet'.Cdhtractots of AmeMcd, Inc... 96.0, avenue G'', NW WiMer-'Aaveri, FL:33880-6201 Dear Matt: Ithais. come to my attention.fifiat some qqeso'ons were raised.c.on-corniq 5/8" dfai i ete;r holes. drilled thru the chordsfwid6 face) of sY.W ga:bl-epAd trusses- toallowfor threaded rods used for "tie abwns." If these gable ends -are vve I r continuous support With the fko no 6loge-than 4' O.C. M"t4otitfdamqgi,ng-.anyconnettot'pl;ate8 or veriic�l webs then no repair is required: The truss only stipp - Orts: 2 feet- of flobr, !dads and no If you have any questib7hs-,'Please give me-,acalj.' Shicerely, Y 4, 4Z DENS Ro. 8f$67 PATE' OF R k I/ (P(nn 6750 Fbrum.bri Suite 865. Orlando; rlandP,'FL 3282.1 -- (40Q) S21-9790 - (863).422-8,685 wWW,;a1p1np,ftw,c6m Alpine; an ITW Company .►'41 s �v` �� s No.86367 44- -STATE OF � g + • 9 �p/11f1f1.11��� - 6750 Forum Drive, Suite 305 Orlando, FL 32821 ALPINE Phone: (800)755-6001 ANIPNCOMFANYwww.alpineitw.com FL REG#278, Yoonhwak; Kim, FL PE #86367 �� 03/22/2021 '�� oo ww mt bus barn +ksdroniody shoed Pd wOwut�an ar I using the Wigkat 4*dMnie version,. 0am ".�g g Customer' Carpenter Contractors of America Job Number. N362323 Job Description: ,7A51320 ,4EHJG ,01 D ,RH01 / 4EHB /2601 HAYDEN EXPRESS / ELEV.G Address: Design Code: FBC 7th Ed'. 2020 Res lntelliVlEW Version: 20.02.00A JRef#:' lX3U897501.37 Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso 37.00 Building Type: Closed This package contains general notes pages, 30 truss drawing(s) and 5 detail(s). No 1 078.21.1706.36941 Al 3 078.21.1706.36754 A3 5 078.21.1706,36894 A5 7 078.21.1706.36848 A7 9 078.2.1.1706.37348 A9G 11 078.21.1706.37425 B2G 13 078.21.1706.37175 U G 15 078.21.1706.37316 CJ1L 17 078.21.1.706.36785 E2 19 078.21.1706.37269 MG1 21 078.21.170636723 EJ2 23 078.21.1706.36849 CJ5 25 078.21.1706'.36675 CJ3A 27 078,21.1706.37113 CJ1E 29 078.21.1706.36581 HJ2 31 A16015ENC101014 33 A16030ENC10101.4 35 1 G13LLETIN0118 2 078.21.1706.36879 Ss r y A2 4 078.21.1706.37098 A4 6 078.21,.1706.36597 A6 8 078.21.1706.35770 A8G 1,0 078.21.1706.37426 131 12 078.21.1706.37285 Li 14 078.21.1706.37176 EJ31- 16 078.21.1706.37206 E1 18 078.21.1706.36987 E313 20 078.21.1706.36550 EJ7 22 078.21.1706.37020 CJ5A 24 078.21:1706;36628 CJ3 26 078.21.1706.37112 CJ 1 28 078,21..1706.37427 HJ3L. 30 078.211706.35722 HJ7 32 A16015ENC160118 34 A16030ENC160118 7Florida Certificate of Product Approval 4FL1999 Printed 3/22/2021 75046 AM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.org. 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: 52637 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T6 / FROM: RAA Qty: 1 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36941 Truss Label: Al / YK 03/19/2021 6'1"4 12'2"9 18'3"4 21'4"12 2.7 33'6512 39'8" 4"11 31"8 60"1 1 6'1"6'1"4 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: 22.84 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"x2ff%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. .5X5 =5X5 E F 39'8" 10, 10, 19,10" 29'10" Snow Criteria (Pg,Pfin 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 Defl/CSI Criteria PP Deflection in loc L/defi L/# 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: 0.298 VIEW Ver: 20.02.00A.1020.20 011A14V4►1?fff�/ �\'� eA1AWAA- fso,, �CEN,9 * 4 , `'�• srr No 815367 a 4 � ;b ° STATE OF a 9-" i . � 399'88" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1546 /- /- /861 1785 /303 N 1546 /- /- /861 /785 /- 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 1581 - 3037 F - G 1147 - 2011 C - D 1437 - 2773 G - H 1437 - 2773 D - E 1147 - 2011 H - I 1581 - 3037 E - F 1161 -1892 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2726 -1347 L - K 2369 -1060 M - L 2369 -1060 K - I 2726 -1347 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp, Webs Tens. Comp. M - D 453 - 68 L - F 521 - 236 D - L 482 - 703 L - G 482 - 703 E - L 521 - 236 G - K 453 - 68 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "'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 Froper)Y attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e. AfpTy plates to each face of truss and position as shown above and on the Join! Details, unless noted otherwise. F�efer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. vision of ITW Build inlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the iformance with ANSI PI PI 1, or for handling, shipping,. installation and bracin44of trusses. A seal on this drawing or cover page irawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of )his any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE ANR COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 52638 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T12 ! FROM: RAA Qty: 2 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36879 Truss Label: A2 / YK 03/19/2021 6'1"4 12'2"9 1722'8" 27'5"7 6'1"4 6.1"5 4'9'"7 5'8" 4'97 e5X5 5X5 E F 33'612 + 39'8" 6'1"5 6.1"4 M W 1� —s.18'8"12 4Ab(t5[) -5X5 =5X10 -5X5-4X6(B2) 1' 9'10" �' 'T 9'1011 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: 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"x2ff%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42%high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. 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): 10, 29'10" 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: 0.299 VIEW Ver: 20.02.00A.1020.20 ����i111Y11P/lFfto �� ► Y �/ E Ns No, 86367 m STATE OF�,�cv�,� 9.101, "8 ' 39 39 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1645 /- A /867 /786 /284 N 1645 /- /- /867 /786 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brig 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 1590 - 3292 F - G 1164 - 2207 C - D 1436 - 3025 G - H 1436 - 3025 D - E 1164 - 2207 H - 1 1590 - 3292 E-F 1198-2198 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2958 -1357 L - K 2568 -1052 M - L 2568 -1052 K - I 2958 -1357 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 456 - 77 L - F 590 - 217 D - L 430 - 708 L - G 430 - 708 E - L 590 -217 G - K 456 -77 °/ °•obi+® SJ0dQ�j1 *,"'i FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **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 propedv 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 16OA-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 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional encLineernng responsibilityy solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSIRI 1 Sec.2. ALPINE ANMCCWP 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 526391 HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T11 / FROM: RAA Qty: 2 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36754 Truss Label: A3 / YK 03/19/2021 Fo 169 T8"6 7'9"6 9'10" 9'1 o,. 15, 19'10" 24'8" 31'11"10 T3"10 '+ 4'10" 1 4'10" + TX10 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: 1.0.00 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-2.0E; 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. =5X5 1112X4 =5X5 D E T3 F 39'8" 10, 10, 19,10" + 29'19' 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): Defi/CSI Criteria PP Deflection in loc L/defl L/# 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: 0.361 Ve r: 20.02.00A.1020.20 ``.ONAHWAkto,,t 1 v No.86367 " STATE OF d 4q „ 0 V. 39'8" 7'8"6 91101, "8 - 39 39 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1692 /- /- /874 1789 /255 M 1692 A /- /874 R89 A 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 1568 - 3391 E - F 1339 - 2703 C - D 1522 - 3172 F - G 1522 - 3172 D - E 1339 - 2703 G - H 1568 - 3391 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 3045 -1322 K -J 2456 - 925 L - K 2456 - 925 J- H 3045 -1322 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 409 - 349 K - F 411 -137 L - D 639 - 282 F -J 639 - 282 D - K 411 -136 J - G 409 - 349 S®�j� + 4 4: R FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 `"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-sapety 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 bracing installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. ffefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildincc��Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the AN RW coMPANv truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin44of trusses. A seal on this drawing or cover pa a 675o Forum Drive - - listing this drawing indicates acceptance of professional enpmeering responsibility solely -for the design shown. The suitability and use of This Suite Fos drawing for any sgructure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. 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:52640! HIPS Ply: 1 Job Number: N362323 Cust:R8975 JRef:1X3U89750137 T10 / FROM: RAA Qty: 2 7A5I320 ,4EHJG ,01 D ,RH01 / 4EHB 12601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37098 Truss Label: A4 / YK 03/19/2021 7'4"5 7'4"5 9'101. 9'10" 13' 19'10" 1 26'8" 5'7"10 6,10" 6-10" 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: 21.75 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; 62,133 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. 32'3"l1 } 39" '8 57'11 7'4"6 =_5X5 1112X4 =5X5 D E T2 F 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): 10, 29'10" 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: 0.388 VIEW Ver: 20.02.00A.1020.20 ,,,1�1111l411NIiryo HWA r'r, a No. 86367 go O � STATE OF o 4/q; 9.10.1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1657 /- /- /875 f790 /225 M 1657 /- /- /875 f790 /- 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 1568 - 3301 E - F 1517 - 2994 C - D 1495 - 3073 F - G 1495 - 3073 D - E 1517 - 2994 G - H 1568 - 3301 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2960 -1323 K - J 2537 -1026 L - K 2537 -1026 J - H 2960 -1323 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 504 -171 K - F 590 - 265 D - K 590 -264 F - J 504 -171 E - K 357 - 388 of Apes v ONA'L �°�Itfe1111111��� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **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 bracingper 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 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 Join 9Details, unless noted otherwise. Defer to A LPI N E 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 ANR CCMPAW truss -in conformance with ANSI/TPI PI 1, or for handling, shipping,. installation. and bracin of trusses. A seal on this drawtn or cover pa a 675o Forum Drive listing this drawin indicates acceptance of professional en ineertng 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/T1 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: 52641 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T9 ! FROM: RAA Qty: 2 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36894 Truss Label: A5 / YK 03/19/2021 7'4"4 11' 16'11"4 228"12 28'8" 3'7"12 + 5'11"4 5'9"8 5'11"4 =5X5 =5X5 =4X4 5X5 D E F G 12 32V'12� 39'8" 3'7"12 7'4"4 5 2C4 of H4 T (a) W (a) M W A 6 0 e 1 J �18'8"12 4X6(B2) =saxin B2 L B3 K N = =8X8 _8x10 K �1 r 910" 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,B3 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, 19'10" r 2910" 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 Ve r: 20.02.00A.1020.20 WAk a a ,oa No. 86367 • STATE OF ®4, �y • 9'10" 1' iN -1 ' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /872 /791 /196 N 1546 /- /- /872 /791 /- Wind reactions based on MWFRS B Big 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 1561 - 3016 F - G 1322 - 2353 C - D 1495 - 2800 G - H 1495 - 2800 D - E 1323 - 2354 H - 1 1561 - 3016 E - F 1678 - 3107 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2698 -1315 L - K 3032 -1424 M - L 3030 -1423 K - I 2698 -1315 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 823 - 374 F - K 497 - 817 M - E 494 - 814 G - K 825 - 375 �aiirsa�a�►t,o� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 —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 BCSL Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigqid 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 ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI/) PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional emmneering responsibilitty�r solely -for the design shown. The suitability and use of this drawing for any sQr'ucture is the responsibility of the Building -Designer per ANS11WI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52642 / SPEC Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T20 / FROM: RAA Qty: 1 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36597 Truss Label: A6 / YK 03/19/2021 1'10' T1"1 10,101, 19'10.1 24'8" 30'8" 32'�"5 39'8" 7'1"1 3'8"15 7'2" + 4'10" {` 6' i 1'7" T4"11 i =5X5 1112X4 D ,a =6X6 __ —5X.5 @5X5 39'8" 10, i 9'10" 19,10" 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 EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.30 ft NCBCLL: 10.00 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: 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)/10(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 9.10" 29'8" 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: 0.849 Ver: 20.02.00A.1020.20 p NO.86367 0 P� v STATE OF 0-0 4, to., va• TT (V ' T� 10, 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /855 /788 /193 O 1546 /- /- /859 1791 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 O 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 1552 - 3005 F - G 2005 - 3760 C - D 1466 - 2780 G - H 1478 - 2776 D - E 1272 - 2352 H - I 1483 - 2789 E - F 2005 - 3761 I - J 1551 - 2992 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 2688 -1311 M - L 3452 -1671 N - M 3197 -1526 L - J 2675 -1305 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N - D 1865 - 998 M - G 400 -132 N - E 1072 -1815 G - L 559 - 854 E - M 645 - 356 L - H 867 - 430 ®��F.me �pRIVrCL .�� S 4 aS,aN+A' k ill' FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **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) foi 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 1310,- as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f(efer to ALPINE drawings 160A-Z for standard plate positions. 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 AN —COMPANY truss In conformance with ANSI gPl-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 enctiineering responsibilityy solely -for the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821 SEON: 52643 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRei:1X3U89750137 T8 I FROM: RAA Oty: 1 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DnvNo: 078.21.1706.36848 Truss Label: A7 / YK 03/19/2021 T1"2 9' _ 16'8" 23' 30'8" 32'6'i14 7'1"2 1'10'i14 7'8" 6'4" 7'e" 110114 7'1"2 't �I =5X5 =4X4 =5X5 =5X5 12 .2x4 D E T2 F T3 G —9Yd 9'101, 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: 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: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 - Wind Duration: 1.60 Lumber 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. T in T_s,18'812 39'8" 10, 10, 9'10" 19'10" 29'10" 39'8" 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): 0.367 L 999 360 VERT(CL): 0.681 L 694 240 HORZ(LL): 0.110 K - - HORZ(TL): 0.203 K Creep Factor: 2.0 Max TC CSI: 0.898 Max BC CSI: 0.869 Max Web CSI: 0.320 VIEW Ver: 20.02.00A.1020.20 0 %,11111i1P�p1���v' m,4 q0 1,� a P s N0.8636/J s a p m a a� �� STATE OF a �d 0.0 0 `7 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 A /- /864 /827 /166 N 1546 /- A /864 /827 /- 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 1624 - 2998 F - G 1541 - 2758 C - D 1561 - 2811 G - H 1561 - 2812 D - E 1541 - 2757 H - I 1624 - 2998 E - F 2044 - 3700 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2681 -1371 L - K 3612 -1840 M - L 3615 -1842 K - 1 2681 -1371 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - M 776 - 360 F - K 638 - 989 M - E 641 - 992 K - G 773 - 357 '°°X\F0• 40RIVr e� S1 rao®e°V FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **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)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 oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to A LP I N E drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN MCOMFANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover page s75o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility 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 theseweb sites: Alpine: ai ine!tw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52661 / HIPS Ply: 2 Job Number: N362323 FROM: RAA Qty: 1 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Truss Label: A8G 2 Complete Trusses Required i T D 7' 13'5"14 19'10" 26'2"2 32'8" 7' 6'5"14 6'4"2 6'4"2 6'5"14 12 =-6X6 =4X4 =8X8 =-4X4 =6X6 5 C__1 C D T2 E F T3 G Cust:R8975 JRef:1X3U89750137 T14 / DrwNo: 078.21.1706.35770 / YK 03/19/2021 39'8" T 1112X4 -8X8 =3X8 -6X8 1112X4 39'8" 6104 6'5"14 6'5"14 6'5"14 65"14 6'10"4 11� 6'10"4 13'4"2 19'10" 26'3"14 32'9"12 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in Ioc Udefi U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.434 E 999 360 Loc R+ / R- / Rh / Rw / U / RL B 3115 /- /- /- /1614 /- BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.813 E 581 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.071 C - - O 3115 /- /- /- /1614 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.133 C Wind reactions based on MWFRS Building Code: NCBCLL: 0.00 Mean Height: 20.50 ft TCDL: 4.2 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: 0.542 0 Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.411 Bearings B & H are a rigid surface. 'Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: No Max Web CSI: 0.743 Bearings B & H require a seat plate. Lac. from endwall: NA 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 WiInd Duration: 1.60 WAVE o r Luuraer C - D 2492 -4892 Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; D - E 2781 -5458 F - G 2493 - 4893 G - H 1763 -3443 Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Nailnote Chords Tens.Comp. Chords Tens. Comp. Nall Schedule:0.128"x3" nails B - N 3147 -1600 Top Chord: 1 Row @12.00" o.c. L - K 4957 - 2539 N - M 3136 -1600 Bot Chord: 1 Row @12.00" o.c. M - L 4956 -2539 K - J 3137 -1601 J - H 3148 -1601 Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails ,,+i111�1lf I f f ►(���, �I��/'r Maximum WebForces in each row to avoid splitting. �r`oQNN W/�Ak Per Ply(Ibs) Webs Ten Loadin o�`✓ • ��"� '/'�/�, Tens. Comp. #1 hip supports 7-0-0 jacks with no webs. +a�~`e� �CE'vS C - M 1951 -991 • L - F 553 -267 •"` • i M - D 488 - 672 F - K 488 - 672 Wind a o No. 8636/ i d D-L 554 -267 K-G 1951 -991 Wind loads and reactions based on MWFRS. ' • at "' Wind loading based on both gable and hip roof types. a o STATE OF : . ON+A, ►��` FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **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, hand)!% 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 attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. AppTy plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to " drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the in PI RNMCOWAW truss conformance with ANSIf� 1, or for handling, shipping,. installation and bracinq. of trusses. A seal on this drawl% or cover paga listing this drawing indicates acceptance of professional engineering responsib!litY solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. 6750 Forum Drive 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: 52675 / SPEC Ply: 2 Job Number: N362323 Cusl: R 8975 JRef:1X3U89750137 T15 / FROM: RAA Qty: 1 ,7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37348 Truss Label: A9G / YK 03/19/2021 2 Complete Trusses Required 7'1"4 f '{ 10'10" 14'8" 20' 24'8" 32'8" 39'8" 7,1„4 3,8„12+ 310" 5,4„ 48 -r 8, 7 =5X5 T 12 5 I� �2C4 D ///6X8(SRS) E 1112F4 T3 =8X8 T4 -6X6 T G H o W T� t) =4X6(A1) B V =4X8(B1) 1 A ff J 11 _,$,.18'8"12 B1 O =8X10 =-H0710 =8X8 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 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3 2x6 SP #2 N; T4 2x6 SP SS; Bot chord: 2x6 SP SS; B1 2x6 SP #2 N; Webs: 2x4 SP #3; W3 2x4 SP #2 N; 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 pif at -1.00 to 55 plf at 21.18 TC: From 28 pif at 21.18 to 28 pif at 32.67 TC: From 55 plf at 32.67 to 55 plf at 40.67 BC: From 20 plf at 0.00 to 20 plf at 20.00 BC: From 10 pif at 20.00 to 10 pif at 32.64 BC: From 20 pif at 32.64 to 20 plf at 39.67 TC: 175 lb Conc. Load at 22.60,24.60,26.60,28.60 30.60,32.60 TC: 211 lb Conc. Load at 32.67 BC: 1397 lb Conc. Load at 21.18 BC: 130 lb Conc. Load at 22.60,24.60,26.60,28.60 30.60,32.64 BC: 363 lb Conc. Load at 32.67 Wind Wind loads and reactions based on MWFRS. 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)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.470 F 999 360 VERT(CL): 0.869 F 543 240 HORZ(LL): 0.104 D - - HORZ(TL): 0.192 D Creep Factor: 2.0 Max TC CSI: 0.755 Max BC CSI: 0.828 Max Web CSI: 0.986 VIEW Ver: 20.02.00A.1020.20 Additional Notes WIND LOAD CASE MODIFIEDI It is the responsibility of the Building Designer and Truss Fabricator to review this drawing prior to cutting lumber to verify that all data, including dimensions and loads, conform to the architectural plans/specifications and fabricators truss layout. ��ljli19N H WAk F`'•, r �oeaoe��f� t® a No. 86367 s STATE OF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 2707 /- !- A /1550 /- O 3744 /- A /- /2192 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.9 O 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 1687 - 2915 F - G 3645 - 6372 C - D 1584 - 2809 G - H 3167 - 5551 D - E 1386 - 2447 H - 1 2442 - 4167 E -F 3646 - 6372 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 2650 -1522 L - K 3811 - 2230 N - M 5023 - 2894 K - I 3816 - 2228 M - L 6149 - 3652 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N - D 1927 -1050 G - L 684 - 843 N - E 1944 - 3315 L - H 2O31 -1093 E - M 1549 - 863 ''o'�•n"� 4��1�� `mob C ��O V ��rqe• q rP�FfsIQNAa Bt��1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 -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, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl rigid ceilmq 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. Defer 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 notbe responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI i Pl 1, or for handling, shipping,, nstallation and bracincl of trusses. A seal on this drawing or cover pape listing this drawing indicates acceptance of professional enppmeering responsibilityy solely -for the design shown. The suitability and use of mis drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 526701 HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRO:1X3U89750137 T2 / FROM: PFH Qty: 1 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37426 Truss Label: B1 / YK 03/19/2021 4 5'7"6 9' 12'8" 16'2"8 21'0"8 5'7"6 i 3'4"10 F 3'8" T 3'6"8 4'10" 1 ` 8.8"8 8'8"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: 20.34 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 #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes (++) - This plate works for both joints covered. 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. =04 -4X4 D E 21'0"8 4'1 "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): 7'11"4 20'9" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): -0.062 J 999 360 VERT(CL): 0.113 J 999 240 HORZ(LL): 0.025 G - - HORZ(TL): 0.047 G Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.751 Max Web CSI: 0.677 VIEW Ver: 20.02.00A.1020.20 1111IIFIIf���, �k°QW Ak�'`'�o 10 No. 86367 r STATE QE ® ® ®% 33""8 2 Y'0"8 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 852 /- /- /478 /523 /137 H 779 /- /- /399 /475 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H 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 ' 900 -1408 D - E 726 -1025 C - D 766 -1177 E - F 753 -1164 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - J 1239 -757 1 - H 1172 -730 J - 1 1031 - 510 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. F - H 780 -1174 S/0tq FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Alpine, a division of ITW BuildinlgComponents Group Inc. shall not. be respponsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,. mstallatron and bracingof trusses; A seal on this drawingg or cover page listing this drawingg indicates acceptance of professional engineering responsibilityy solely -for. the design shown. The suitability and use of This drawing for any sfructure is the responsibility of the Building Designer per ANSIXI 1 Sec.2: - For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ALPINE AMM OMPAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 52668 / FROM:RAA HIPS Ply: 1 Job Number: N362323 Qty: 1 ,7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Truss Label: B2G 7' 10,101, 14'8" 21'0"8 7' 3'10" + 3'10" + 6'4"8 =5X5 =4X4 =5X5 C D E r1, 738 7'3"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 Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 19.92 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 #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; Rt Stub Wedge: 2x4 SP #3; Plating Notes (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. 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. =8X8 =4X4 21VT TV 14'4"8 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)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.131 D 999 360 VERT(CL): 0.245 D 999 240 HORZ(LL): 0.034 G - - HORZ(TL): 0.064 G Creep Factor: 2.0 Max TC CSI: 0.733 Max BC CSI: 0.835 Max Web CSI: 0.333 EW Ver: 20.02.00A.1020.20 t`, 1Ijllt111►IIf �•��,nQ�V4 WA� • 0 P 4 No, 86367 s to � r ® � 9la�aPa 4 RRRR i STATE OF P , 6'8" 21'0"8 Cust: R8975 JRO:1X3U89750137 T4 / DrwNo: 078.21.1706.37425 / YK 03/19/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1626 /- /- /- /982 /- F 1593 /- /- A /940 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.3 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 1911 - 3239 D - E 1698 - 2948 C - D 1728 - 2999 E - F 1893 - 3206 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 2919 -1698 G - F 2867 -1665 H - G 3234 -1969 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 837 - 319 G - E 875 - 344 D - G 359 - 379 firo IS '+®�OdSaON� , 11 , FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatingg handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety.lnformation, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs -shall have bracrn installed per BCSI sections B3, B7 or B10, as applicable. Apply to each face truss as the Join Details, Refer to plates of and position shown above and on unless noted otherwise. drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the truss in ANSI/TPI 1, for handling, bracin trusses. A this drawing ANMCOWAW conformance with or shipping,, installation and of seal on or cover pa 4e listing this drawingg indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of This 6750 Forum Drive Suite 305 drawing for any sfr'ucture is the responsibility of the Building Designer per ANSI/TPI 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.or - Orlando FL, 32821 SEQN: 52645 / COMN Ply: 1 Job Number: N362323 Cust: R 8975 JR&AX3U89750137 T5 / FROM: RAA Qty: 2 ,7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37285 Truss Label: Lt / YK 03/19/2021 T 13 5 5' 10, f 5' 5' 12 = 4X4 4 F -7— T B D 4Li T�8-8„ F 2X4(A1) 1112X4=2X4(A1) 10' 1 i 5' � 5' 5' 10, Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.016 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 Buildin Code: g NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Cree Factor: 2.0 p Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.183 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)/l0(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; 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 /- /- /187 /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 297 - 641 C - D 297 - 641 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 578 - 214 F - D 578 - 214 ® ep®9O®o1/ rip `� o ENS�r' 4 No. 815 b e STATE OF e �� NAD k0i" 5 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 ""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 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alping, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANRwCOMOANV truss In conformance with ANSI 1, or for handling, shipping,. installation. and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance;of professional enMneering responsibilityy solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSIRI 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52663 / HIPS Ply: 1 Job Number: N362323 Cust: R 8976 JRef:1X3U89750137 T30 / FROM: RAA Qty: 1 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37175 Truss Label: L1G / YK 03/19/2021 3' 1 7' 10, 3' 4' Din 3' 12 4 = 4X4 = 4X4 C D T c1B E 3-T155 A F $.a.. H G 2X4(A1) 1112X4 1112X4-2X4(A1) 1 10' 1 3'1"12 3'8"8 3T'12 3'1"12 610"4 10, 1 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 L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.037 G 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.074 G 999 240 B 628 /- /- !- /276 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.011 G - - E 628 /- /- /- /276 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.020 G Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Soffit: 0.00 BCDL: 5.0 psf 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. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Varies by Ld Case Max Web CSI: 0.070 Bearings B & E require a seat plate. Loc. from endwall: Any 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. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 506 -1313 D - E 506 -1313 Top chord: 2x4 SP #2 N; C - D 461 -1249 Bet chord: 2x4 #2 N; 3; We Maximum Bot Chord Forces Per PI Ibs Webs: 2x4 SP #3; y ( ) Chords Tens.Comp. Chords Tens. Comp. Special Loads B - H 1226 -466 G - E 1226 -466 ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) H - G 1249 -461 TC: From 55 plf 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 3.03BC: From 10 plf at 3.03 to 10 lf at 6.97 TC: From 98 lb Cone.Loadplf at at6.97 o6 97 0 plf at 10.00 q`+�4��01 '®• �y • '� ���8'S� /�` a TC: 63 lb Conc. Load at 5.00 a•` e Er Ys� • �i�, BC: 119 Ib Conc. Load at 3.03, 6.97 • • BC: 50 lb Conc. Load at 5.00 • N®, • A m 86367 f, Wind a • o Wind loads and reactions based on MWFRS. s • � � a o Wind loadingbased on both able and hi roof es. i • ° • 9 P types. �} 0 STATE OF >,.p�• �k<lS d •00000 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 "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 sapety 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 1310, as applicable. Apply plates to each face, of -truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the MMCOWAW truss in conformance with ANSI 1, or for handling, shipping,. installation and bracinctof-trusses. A seal on this drawing or cover pare 6750 Forum Drive listing this drawing indicates acceptance of professional enpsneering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. Suite 305 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: 52646 / EJAC Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T37 / FROM: RAA Qty.. 3 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37176 Truss Label: EJ3L / YK 03/19/2021 12 4 � C 9r$rr7 LID B M ti 8rprr � A O D 2X4(A1) 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: 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. 31 3' 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): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.079 Max BC CSI: 0.071 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 185 /- /- /149 /85 /67 D 50 /- /- /27 /- P C 63 /- /- /36 /54 /- 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# dOra®•••a+�� oAM Nv, 86357 ® d o 6• STATE of 0- FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "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 Uer 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 braciing installed per BCSI sections B3, B7 or B10, as applicab-le. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to A LPI N E 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 MN COWAW 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 engineering responsibility solely -for the design shown. The suitability and use of This Suite 305 drawing for any sgr'ucture is the responsibility of the Building-Designerper ANSI/TPI 1 Sec.2. 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: 52647 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JROAXW119750137 T36 / FROM: RAA Qty: 4 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37316 Truss Label: CJ1L / YK 03/19/2021 12 4 C B A D 2X4(A1) 1' 11114 11114 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: 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): T 9'0"3 T11 _ $t$rr 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: 2.0 Max TC CSI: 0.063 Max BC CSI: 0.009 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 141 /- P /134 /102 131 D 10 /-1 /- /16 /11 /- C - /-15 /- /29 /28 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �1t't����rrrf��r►o ♦ `oat•�• �' / w��♦` �� �rlCE f pY s�0 No. 85367 o a STATE OF a �� zopov FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS atest edition of BCSI (Building allers-shall provide temporary )m chord shall have a properly CSI sections B3, B7 or B10, noted otherwise. ffefer to rision of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any; failure to build the !ormance with ANSI/I PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover page rawinq indicates acceptance of professional engineering responsibility solelyor the design shown. The suitability and use Nis any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE ANR COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 52648 / SPEC Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T29 / FROM: RAA Qty: 1 7A5/320 ,4EHJG ,01 D ,RH01 / 4EH8 / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37206 Truss Label: E1 / YK 03/19/2021 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 " u Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 4' 6'S"1 4' 2'S" 1 3 4X4 17 `' 67' 14 4' 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): 1'11"14 5'11"14 81, _6 6'7"14 Defl/CSI Criteria PP Deflectionin loc Udefl U# VERT(LL): 0.011 G 999 360 VERT(CL): 0.019 G 999 240 HORZ(LL): 0.008 E - - HORZ(TL): 0.015 E Creep Factor: 2.0 Max TC CSI: 0.147 Max BC CSI: 0.152 Max Web CSI: 0.428 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 310 /- /- /206 /147 /71 D 246 /- /- 1122 /111 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 3.3 Min Req = 1.5 Bearings B & D are a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,1rti'tai�frlrrpOr�Of `�1 ®Q•�p!•••�f dI � • P No.86367 : ? O oe�uw 0 1; 10 o STATE OFft rre�� •�o®�� r �f�ei�altaN►p�®� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **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 ceilin Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Join gDetails, unless noted otherwise. Refer to A LPI N E 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 ANmvcoNmANv truss in conformance with ANSI 1; or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional encLrneering responsibilitty�r solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: a1Pineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: [CC: iccsafe.oro: AWC: awc.orq Orlando FL, 32821 SEQN: 52649 / SPEC Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T17 / FROM: RAA Qty: 1 , A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36785 Truss Label: E2 / YK 03/19/2021 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 " 3'8" +4'4" 6'S"1 C'7� 14 8" 2'1"1 " 3 =4X4=4X4 12 C D TT 5� T m m E N ry B 4�15 c7 1 9,4�� 1 A 17"14 pL\(ir \j' ea B� 1 8'8" 4X4(B1) J=4X4=2FX4(A1) 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; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 6'7"14 3'9"12 4"� 1'9"10 1 3'9"12 4'24 511"14 f 6'All 7"14 i 4'4" i-- 17"14 +-{ 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): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.011 J 999 360 VERT(CL): 0.020 J 999 240 HORZ(LL): 0.008 F - - HORZ(TL): 0.014 F Creep Factor: 2.0 Max TC CSI: 0.125 Max BC CSI: 0.151 Max Web CSI: 0.439 Ver: 20.02.00A.1020.20 1NIfIpfff k'.'` A wA'+00 N0. 86367 . o w° STATE OF ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 310 /- /- /208 /147 166 E 246 /- /- /123 /112 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.3 Min Req = 1.5 Bearings B & E are a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# NA*4P, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **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 and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary. BCSI:-Unless noted -otherwise, top chord shall have pToper)v 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, ) e._ AppTy plates to each face of truss and position as shown above and on the Join �Details, - unless noted otherwise. Refer to WA-4 Tor stanaara plate positions. KeTef to )OD'S uenefal Notes page Tor aaanlonal Informaton. elision of ITW BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the formance with ANSI/TPI 1, or for handling, shipping,. installation. and bracin4 of trusses. A seal on this drawing or cover pa e rawinq indicates acceptance of professional enpineenng responsibility solely for the design shown. The suitability and use of 1hls any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. xmation see.these web sites: Alpine: alvineilw.com: TPI: tvinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.oro -. ALPINE ANMCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 52664 / HIPS Ply: 1 Job Number: N362323 �Cust R 8975 JRef:1X3U89750137 T1 / FROM: RAA Oty: 1 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36987 Truss Label: E3G / YK 03/19/2021 1'8" 6'4" 1 8' 1 8 4'8" 1'8" ') 12 5 = 4X4 = 4X4 C D 1.. rn CV _F B E aLi F 88 H G I 1112X4 1112X4 4X4(B1)=4X4(B1) 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 Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 9.32 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: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bat chord: 2x4 SP #2 N; Webs: 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 1.67 TC: From 37 plf at 1.67 to 37 plf at 6.33 TC: From 55 plf at 6.33 to 55 plf at 9.00 BC: From 20 plf at 0.00 to 20 plf at 1.67 BC: From 17 pit at 1.67 to 17 plf at 6.33 BC: From 20 pif at 6.33 to 20 plf at 8.00 BC: 19 lb Conc. Load at 1.67, 6.33 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types 8' 3 8' 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 L/defl L/# VERT(LL): 0.009 H 999 360 VERT(CL): 0.016 H 999 240 HORZ(LL): 0.004 G - - HORZ(TL): 0.007 G - Creep Factor: 2.0 Max TC CSI: 0.207 Max BC CSI: 0.207 Max Web CSI: 0.017 VIEW Ver: 20.02.00A.1020.20 ,,`�ilHi ttol/ttq G Ns*, . P� a No. 86367 e P p r +r ®o STATE OFft f ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 324 /- /- /- /169 /- 1 324 /- /- /- /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 1 Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 172 -400 D - E 172 -400 0011- �®�f+a�A�k l®SNsa®� ►`e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **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 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 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 ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alping, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN" CCWAW truss In conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engeering responsibilittyy solely -for the design shown. The suitability and use of This drawing for any sgIucture 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: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52665 / MONO Ply: 2 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T7 FROM: RAA Qty: 1 ,7A5/320 ,4EHJG ,01 D ,RH01 / 4EH6 / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37269 Truss Label: MG1 KD / YK 03/19/2021 2 Complete Trusses Required -F i 3'2"8 7' f 3,2,:8 -1 3'9"8 1 112X4 12 5 F7,- 0 4BX4 Uri ih 4X4(A1) A Li 1e'a"1z E D 1114X6 1114X8 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: 20.70 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: 12.0 " C&C Dist a: 3.DO 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 SS; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"xY 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 28 plf at 0.00 to 28 plf at 7.00 BC: From 10 plf at 0.00 to 10 plf at 7.00 BC: 162 lb Conc. Load at 1.09 BC: 1593 lb Conc. Load at 3.09 BC: 779 lb Conc. Load at 5.09 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. 7' 3'0"17 3'11"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: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.018 E 999 360 VERT(CL): 0.033 E 999 240 HORZ(LL): -0.005 C - - HORZ(TL): 0.008 C - Creep Factor: 2.0 Max TC CSI: 0.229 Max BC CSI: 0.292 Max Web CSI: 0.416 VIEW Ver: 20.02.00A.1020.20 e1111111 i I Ifni/P le '9 No. 86367 • p w 0 v m S ATE 4F a <v�; b r 4 , 1+ � 1% ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 1400 /- /- /- /884 /- D 1397 /- /- /- /882 /- 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 - 862 -1363 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 1244 -785 E - D 1185 -750 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. E - B 945 - 576 B - D 797 -1260 '•�'�°®�OR1Dr •� S •,owes FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **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 proper1Y 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 applicable. Apply plates_to each face of truss and position as shown above and on the Join Details, unless noted otherwise. I#efer to ALPINE 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 AN-CO.PAW truss in conformance with ANSI 1, or for handling, shipping -installation and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enpmeering responsibili(t�� solelyor the design shown. The suitability and use of This Suite Fos drawing for any s9ructure is the responslbdity of the Building Designer per ANSI/TP1 1 Sec.2. 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: 52650 / SPEC Ply: 1 Job Number: N362323 Cust: R 8975 JRef1X3U89750137 T18 / FROM: RAA Qty: 25 , A5/320 ,4EHJG ,01 D ,RH01 / 4EH8 12601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36550 Truss Label: EJ7 / YK 03/19/2021 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 " C 21'10"3 12 5 M M M ti M B A 18'8"12 D 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 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. 7 7' 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): -0.018 D HORZ(TL): 0.023 D Creep Factor: 2.0 Max TC CSI: 0.740 Max BC CSI: 0.549 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 327 /- /- /224 /164 /210 D 130 /- /- /71 /- P C 175 /- P /97 /206 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �e�t�onrnri��l .e•'`�N�wAk No, 86367 0 ep go.: � STATE OF q .r.4 Ia a � ORI'D 110NA FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **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 anc7 SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 ) a Apply plates to each face of truss and position as shown above and on the Join, Details, unless noted otherwise. Ifefer to 60A-Z far standard plate positions. Refer to job's General Notes page for additional information. vision of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the iformance with ANSI PI 1, or for handling, shipping,, not, and bracingof trusses. A seal on this drawing or cover pa e - irawing indicates acceptance of professional engineering responsibilityV solelyor the design shown. The suitability and use of this any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: SEQN: 52651 / EJAC Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T25 / FROM: RAA Qty: 2 , A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36723 Truss Label: EJ2 / YK 03/19/2021 12 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 Spacina: 24.0 " T 6"3 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. 4X4(B1) 11811 1r$n 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 1 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.060 Max BC CSI: 0.021 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 917rr 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 144 /- /- /122 /64 /54 D 29 /- /- /15 P /- C 25 /- /- /15 /32 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �,,�>,i114ft111I���OF ,"q' ,0AH WAk , s In11 i No.86367 Q -P- 2. STATE OF a �� gel 40 C4RID 'ds °Prto,�e ev�S®I0 CAI , +, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **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)y 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 of truss and position as shown above and on the Joint9Details, unless noted otherwise. f�efer to ALPINE� 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 ANR COWAW 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 engineering responsibility solely -for the design shown. The suitability and use of is 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 ineilw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52652! JACK Ply: 1 Job Number: N362323 Cust: R8975 JRef:1X3U89750137 T31 / FROM: RAA Qty: 1 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37020 Truss Label: CJ5A / YK 03/19/2021 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 " 19 D C 2X4 r 4'3"12 -1 13"$ 4'0"4 13116 4'3„12 i Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.41 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 ft GCp!: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Provide hanger or special connection at top chord. Provide hanger or special connection at bottom chord. **IMPORTANT** 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): 20'11"14 v N 18'8"12 DefI/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): -0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.001 A Creep Factor: 2.0 Max TC CSI: 0.316 Max BC CSI: 0.224 Max Web CSI: 0.042 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D 156 /- /- /102 /121 /- B 119 /- /- /56 /96 /115 C 86 /- /- /43/- Wind reactions based on MWFRS D Brg Width = - Min Req = - B Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Members not listed have forces less than 375# 1�,,rrrrn�nrr���o ` I N0. 86.367 op _P_ 0 STATE OF 9 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 RNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary _ bottom chord shall have a properly )er BCSI sections B3, B7 or B10 iless noted otherwise. Defer to rision of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ormance with ANSI 1, or for handling, shipping,. installation and bracin of; trusses. A seal on this drawln or cover paWe rawintq indicates acceptance pf professional enpineering responsibility solely or the design shown. The suitabili>9y and use of This any s ructure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. ALPINE ANMCOMPAW 6750 Forum Drive Suite 305 Orlando FL, 32821 ISEQN: 52653 / JACK Ply: 1 Job Number: N362323 Cust: R8975 J Ref. 1 X3U89750137 T26 FROM: RAA Qty: 9 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36849 Truss Label: CJ5 KD / YK 03/19/2021 C 12 20'11"14 5 00 o, N CV B A 18'8"12 D 4X4(B1) 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: 20.07 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 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. 411 "4 411 "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): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.006 D HORZ(TL): 0.007 D Creep Factor: 2.0 Max TC CSI: 0.333 Max BC CSI: 0.258 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 252 /- /- /180 /128 /152 C 121 /- /- 167 /143 /- D 91 A A /49/- 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# 0 Q (a� I 6 P No. 86367 o .� STATE OF O;; 0 "q k' °omeea �e ®+®lS �d O Na 8 1 5 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **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 satPety 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 attached rigqid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, _ as applicable. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Pefer to ALPINE� drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANRWCOW- truss in conformance with ANSI/1 PI 1, or for handling, shipping,, installation and-bracinqc1of trusses. A seal on this drawin or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitabilil9y-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 inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 526541 JACK Ply: 1 Job Number: N362323 Cust: R8975 JRef:1X3U89750137 T27 / FROM: RAA Qty: 9 7A5/320 ,4EHJG ,01 D ,RHO1 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36628 Truss Label: CJ3 / YK 03/19/2021 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 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 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 C 211 "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): bo Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.090 Max BC CSI: 0.080 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 20' 1 "14 20 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 182 /- /- /139 196 /96 C 66 /- /- /34 /81 /- 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 = 1.6 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,��r,,arv�ettrr►�����r Q�`lr4 WAS `''� 0.0 N0. 86367 q STATE OF��4,� ®°s s ,®A®�taa4L, e ®°e'ads10►V Al �ddddddi9l�d+ I FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **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 SCSI. 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 appllcab-le. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMVCCMVAW truss in conformance with ANSI 1, or for handling, shipping,, Installation.and bracing of trusses. A seal on this drawing or cover page 675fJ Forum Drive listing this drawing indicates acceptance of professional enppmeenng responsibilityy 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:. sbcindustry.com; ICC: iccsafe.org• AWC: awc.org Orlando FL, 32821 SEQN: 526551 JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 713 / FROM: RAA City: 1 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36675 Truss Label: CJ3A / YK 03/19/2021 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 Spacinq: 24.0 " T 6"3 i 4X4(B1) Wind Criteria Wind Stdr 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 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 12 5 F_� 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 T _BO r� 18'8"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 TC CSI: 0.114 Max BC CSI: 0.083 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 A 115 /- /- /69 144 /7E B 74 1- /- /42 /88 /- C 54 P /- /30/- 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# wi to 1t I Flit/p,0 �4,® , CE r Y,� No, 86367 m i Y ace'�mo i +fie =~° m STATE OF �ee 0 OR v s,4l.SS�0+Ae,l e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **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 SBCA) r sa shipping, 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 bracin installed per BCSI sections $3, % or B10, as-applicab�e. -Apply plates to each face. o truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positrons. 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 _ A"nWCOMPAW tr ss in conformance with ANSIrfPI 1, or for handling,- shipping,. installation and bracin of trusses. A seal on this drawing or cover paga 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solelyorthe 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 inst.or : SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52656 / JACK I Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T28 / FROM: RAA Qty: 10 7A5/320 ,4EHJG ,01 D ,RHO1 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37112 Truss Label: CA / YK 03119/2021 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 W3 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.23 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 5 �7_77- C 1, 11 "4 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): v T 00 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: 0.060 Max, BC CSI: 0.011 Max Web CSI: 0.000 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 /44 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# qN-6 "will WA+rrrt! J I No, 86357 ST OF ° '1'a'< 0 �OR1D�; JQNAi�► FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **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 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 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. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the *"rtwco un r truss in conformance with ANSIlTPI--1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing orcover pacle 6750 Forum Drive listing this drawing indicates acceptance of professional encLsneering 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 ANSI/TPI 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: 52657 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T33 / FROM: RAA Qty: 4 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.37113 Truss Label: CJ1E / YK 03/19/2021 12 5 C 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 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. For more 1, 11,14 11114 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 00 o Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 C HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.060 Max BC CSI: 0.011 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 9'3"2 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 135 /- /- /124 [77 ME C - /-11 /- /27 /30 /- D 14 /- /- /9 /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# • No.86367 1, 2. STATE OF a w ORQ�4`$ FL REG# 278, Yoonhwak Kim, FL PE #863,67 03/22/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quirequire extreme care in fabricating handlin shipping, installing.and bracing. , Refer to and follow the latest edition of BCSI (Building Information, by TPI an 'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise, top chord shall have proper!Y attached structural sheathing and bottom chord shall have a properly qid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10, fle. AppTy plates to each face of truss and position as shown above and on the Joini Details, unless noted otherwise. Defer to 6OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW Buildinc Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the iformance with ANSI 4PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover page Jrawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitabilif9y and use of This any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. formation see these web sites: Alpine: alpineitw.com: TPI: tpinsl.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora ALPINE ANnWCOMPAW I - 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 52658 / HIP_ Ply: 1 Job Number: N362323 FDr-wNo: 75 JRef:1X3U89750137 T38 / FROM: RAA Qly: 2 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G 78.21.1706.37427 Truss Label: HJ3L K 03/19/2021 12 2.83 C T918114 N B r- I, ce) 3' L5 A 81811 E D 2M(A1) 1 rCrr 412113 .J 4'2't3 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 L/defl 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 E 142 /- /- /- /86 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.001 D D 69 /- /- /- /6 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.004 D C 36 /- /- /- /8 /- NCBCLL: 10.00 Mean Height: 15.00 ft Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.0 psf E Br Width = 10.6 Min Re Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI:' 0.120 9 q = 1.5 D Brg Width = 1.5 Min Req = - TPI Std: 2014 Max BC CSI: 0.144 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Varies by Ld Case Max Web CSI: 0.000 Bearing E is C Brg a rigid surface. Loc. from endwall: Any FT/RT:20(0)/10(0) Bearing E requires a seat plate. GCpi: 0.18 Plate Type(s): I 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; 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 plf at 0.00 to 2 pif 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 e��ri�iltigll'1!1/���f Wind x% Wind loads and reactions based on MWFRS. ,t11 �Q e • Ar • �+�p_Afo, Wind loading based on both gable and hip roof types. Additional Notes e No86367 Provide (2) 0.131 "x3.0", min. toe -nails at top chord. 71f r Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.as STATE OF 6 .y r� �j � A ll 4"; �''/014 A1. �4t411A1t FL REG# 278, Yoonhlvak Kim, FL PE 486367 03/22/2021 "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) attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint otywebs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. AppTy plates_to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. 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 ANmscoAVANr truss in conformance with ANSI 1, or for handling, shipping;• installation and bracin4of trusses. A seal on this drawingg or cover page 6750 Forum Drivelisting this drawing indicates acceptance of professional en veering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305 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: 52660 / HIP_ Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3U89750137 T16 ! FROM: RAA Qly: 2 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.36581 Truss Label: HJ2 / WHK 03/19/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 6"3 12 3.54 [-� C i 2'3"9 1 r5rr ar� 213119 � 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: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 1-7-8 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 (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: No 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): -0.000 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.076 Max BC CSI: 0.019 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 9'6"13 N ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 68 /- /- /- /43 /- D 3 /- /- /6 /- A C 6 /- /- /- /6 A Wind reactions based on MWFRS B Brg Width = 10.6 Min Reg = 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# 01111111111flo � �a'N1`O WAS{ r�°h L�CENS •tl trr�10 4 0 � 4 No. 86367Cr m a + ;. STATE OF, Q •'0 OR N i sFS+QNAi;dib Pee FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **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 proper)Y attached structural sheathing and bottom chord shall have a properly attached rigc�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 ALPINE drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW BuildinQComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANRWCOMPANY 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 engineering responsibilit(y� solely -for the design shown. The suitability and use of Phis Suite 305 drawing for any sgructure is the responsibility of the Building -Designer per ANSIfTP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: -t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 52659 / SPEC Ply: 1 Job Number: N362323 Cust: R 8975 JRef1X3U89750137 T19 / FROM: RAA city: 5 7A5/320 ,4EHJG ,01 D ,RH01 / 4EHB 12601 HAYDEN EXPRESS / ELEV.G DrwNo: 078.21.1706.35722 Truss Label: HJ7 / WHK 03/19/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 57'8 5'7"8 9110,11 4'2"9 D 21'10"2 12 3.54 ; 4X4 C Cn °O ih r` ih B ALi 18'8"12 G F F �-- 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 Top chord: 2x4 SP #2 N; Bat chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setbackjacks 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. 5'5"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): 3'6"3 1C 8'11 "15 9'1 Defl/CSI Criteria PP Deflection in loc Udefl 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 VIEW Ver: 20.02.00A.1020.20 0.101111111111►O/jlpI Q�� WAS .0,��� 4 ® �00 No..86367 • « r lop 110 STATE OF iv� � g • � ��l,fe� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 324 /- /- /- /205 A E 363 P /- /- /142 /- D 211 /- /- /- /206 /- 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 ORIV ®ass/ON Ae FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **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 proper)v attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e._ AppTy plates to each face. of truss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to )UA-L Tor standard plate posmons. Kefer To )oD s uenerat Notes page Tor addmonai information. iision of ITW BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the formance with ANSIITPI 1, or for handling, shipping,. installation. and bracin4 of trusses. - A seal on this drawtn or cover pa e rawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this any s ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE _ 6750 Forum Drive Suite 305 Orlando FL, 32821 Gable Stud Reinforcement Detail ' ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enc(osed, Exposure C, Kzt = 1,00 Or; 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 - Ori 120 mnh Wind Sneed. 19' Ill- Holnh{_ Pnn+Wk, Carl -A n vim+ - I nn 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 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U S P F #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 81 7' 11' 9' 1' 9' 6' 12' 0' 12, 6' 14' 0' 14' 0' p '. Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' CU #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' d Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' ill 0' 13, ill 14' 0' 14' 0' 14' 0' _P _ S P F #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 1 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' u C Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U �l r 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' V 14' 0' 14' 0' 14, 0' S #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' CJ D F L r Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' V 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 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' LJ U u F 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� 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 i S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' _ 14' 0' 14' 0' 1 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 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' S. 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 j Vertical length shown In table above. Connect dlagona at midpoint of vertical i PI E AN ITW COMF 11 514%Earth\ City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 2x6 DF-L #2 or better diagonal bracel single or double cut (as shown) at upper end. Aboa T 18'+ :ace L I r 1 L 1 NN 141.1 Refer to chart aboi'i2' "WARM- READ AND FMLnW ALL NOTES IH THIS DRAWItKil IV w DWMTANTo FLR ISH THIS DRAWDffi TO ALL CUNTRACTORS DICLU➢M THE INSTALLERS. C Trusses require extreme care In fabrlcating, handling, shipping, Installing and bracing. Refer to and Atow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety •actices prior to performing these functions. Installers shall provide temparary bracing per BCSL Mess noted otherwise, top chord shall have properly attached structural sheathing and bottom chor Wt. have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs ,all have bracing Installed per BCSI sections B3, B7 or 1110, as applicable. Apply plates to each face truss and position as shown above and on the Joint Details, unless noted otherwise. .fer to drawings 160A-Z for standard plate positions. Alpine, a divWon of ITV Building Components Group Inc shall not be responsible for any deWation frc its drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, -tallation & bracing of trusses. A seal on this drawing or cover page Listing this drawing, Indicates acceptance of professlomt gineering resparis6Nty solely for the design shom The suitability and use of this drawing r any structure R the responsibility of the Building Designer per ANSI/TPI 1 Sec2. For more Information see this Job's general notes page and these web s�'n'L7R ALPINE, www.alpineltr.comi TPD www.tpinstorgi SEM w-sbclndustry.orgi 100 rvj %'gYf 9 ®1 WA A- ,1P�0 9 63 h7 3eoring # q ma EL.'OR'COLL, C1. Z O R • 9046 J® NtAB Bracing Group Species and Grades) Group At Spruce -Pine -Fir Hem -Fir #1 / #2 IStandard #2 1 Stud #3 1 Stud 1 #3 Standard Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Stan daStandard rd Group B; Hem -Fir #1 & Btr #1 Douglas Flr-Larch Southern Plnewww #1 #I #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). wwFor lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values maybe used with these grades. Gable Truss Detail Notes; Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails. )K For (1) 'L' brace- space nalls at 2' o.c, In Is' end zones and 4' o.c, between zones. )K)KFor (2) 'L' bracesi space nalls at 3' o,c. In 18' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 807 of web member length. 11 Gable Vertical Plate Sizes 11 Vertical Lenth No Slice 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 peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. AX. TOT. LD, 60 PSF X, SPACING 24,0' F ASCE7-10-15016M TE 10/01/14 WG A16015ENC101014 Gable Stud Reinforcement Detail ASCE 7-16: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 mnh Wind Snppd. 19, Mp Floinh+. Pe.-+Wl" r*__1 ._ed c.,..,.. ,..., n - _ I nn S 2x4 Brace Gable Vertical Spacing, Species I Grade No Braces (1) lx4 'L' Brace 0 (1) 2x4 'L' Brace !E (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace * (2) 2x6 'L' Brace iF Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, 8' 14' 0' 14' 0' U r #3 3' 8' S' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Hr Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' o r Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' ill 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' li' 7' 5' 9' 2' 9' 7' 10' 11' ill 8' 14' 0' 14' 0' 1 P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, ill 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' ill 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' ill 0' 13' 11' 14' 0' 14' 0' 1 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U LJ P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13, 9' 14' 0' 14' 0' 14' 0' QJ O I� Standard 4' 2' 6' 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, li' 13' 4' 14' 0' 14' 0' 14' 0' (1) D P L Stud 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 10, 6' 10, ill 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' 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' �J U u 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O �l Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12, 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 6' 7' 9' 9' 10' 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' 0J #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 1 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 1 14' 0' Abot u able Truss I Diagonal brace option, vertical length may be , doubled when diagonal 18' brace Is used. Connect diagonal brace for 600# at each end. Max web 'L' Brace End total length Is 14'. Zones; typ. 2x6 DF-L #2 or better diagonal r length shown brocel single 8' w. ~ Insk talcnl n table �above. or double cut 45• (as shown) at L upper end. on,5y� Connect diagonal at midpoint of vertical web, Refer to chart abOyt• ..VAFWDXR" READ AND FDLLDW ALL MMS UN TM DRAWING! v oDROtTANTo FUIMSH THIS DRAWING TD ALL CONrRACTQtS INCLUDING THE INSTALLERS, 0 Trusses require extreme care In fabricating, handing, shipping, 1-tatting 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 chor shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs m 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. P' Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fro thI' drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation R bracing of trusses. A seat on this drawing or cover page Ustthis drawing, indicates acceptance of professional kg \ \ 514\ Earth\ Cit l Expressway Y P Y engineering responsibility solely for the design sham 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 t For more Information see this Job's general notes page and these web sit�L7 ALPINE, www.alpineltw.coml TPL www. t. Insorgl SBCA, www.sbcindustry.orgi ICC, vwlctshf NQ 1iilr/��WAS'63 7 3enring (n/��'/' q�" y moW, i Ev/N,c� "� 1op, a S 6040ON A eo C, Kzt = 1,00 Bracing Group Species and Grades, Group At S ruce-Pine-Flr Hem -Fir #1 / #2 Standard #2 Stud #3 1 Stud 1 #3 Standard Dou las Fir -Larch Southern Plnewww #3 nFtd uSudStandard Stadard Group BI Hem -Fir #1 & Btr #1 Dour (as Flr-Larch Southern Plnewww #1 #1 #2 1 1 #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 may be used with these -des. 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 IOd (0,128'x3,0' min) nails. )K For, (1) 'L' brace, space nulls at 2' o.c. In 18' end zones and 4' o.c. between zones, )K)KFor (2) 'L' braces, space nulls 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. II 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 I+ Refer to common truss design for peak, spllce, and heel plates. 11 Refer to the Building Designer for conditions not addressed by this detail. X, TOT, LD, 60 PSF Yoonhwak Kim, FL PE #86367 IMAX. SPACING 24,0' REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 Gable Stud Reinforcement Detail ' ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or140 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 Ori 120 Minh Wind Snaad. 3fl' Monn Idohnh+ Pm,.+Wk, 97-1 . A r.,.., ...­ n V- - nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace xw (1) 2x6 'L' Brace * (2) 2x6 'L' Brace wo Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13, 9' 14' 0' S P P #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' U H P Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' Q Standard 3' 6' 4' 7' 4' 11' 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' V 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' P Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10, 13, 8' 14' 0' d Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12' 2' 13' 0' U #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' ID' 4' 13' V 13' 7' 14' 0' 14' 0' U u P Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' ill 10' 4' 13, 1' 13' 7' 14' 0' 14' 0' 0) O 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 #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10' 2' 10' 7' 13' 5' 13, 11' 14' 0' 14' 0' P #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' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10, 5' 12, 5' 13' 3' 14' 0' 14' 0' 0.1 "D.D rr 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' ill 0' 11' 9' 14' 0' 14' 0' r #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d S P r #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' I S' 14' 0' 14' 0' 14' 0' 14' 0' LD HIT P Stud 4' 5' 7' 7' B' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' U �l Standard 4' 5' 6' G' 6' 11' 8' 8' 9' 3' 10, 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 1 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 1 14' 0' 1 14' 0' d S #2 4' 8' 7' 11- 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 1 14' 0' 1 14' 0' 14' 0' #3 4' 6' 1 6' 10' 7' 3' 9' 1' 9' 7' ill 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' c-I D P L Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 1 14' 0' 14' 0' 14' 0' Standard 4' 5' 1 6' 1' 6' 5' 8' 1' 8' 7' 10' 11' 11' S' 12' 8' 1 13' 7' 14' 0' 14' 0' Bracing Group Species and Grades: Group At Spruce -Pine -Fir Hem -Fir #1 / #2 Standard 1 #2 1 Stud #3 1 Stud 1 #3 IStandnrll Dou Las Fir -Larch Southern Plnewww #3 #3 Stud Stud Stnndnrd Standard Group BI Hem -Fir #1 hL Btr #1 Dou Las Fir -Larch Southern Pinewww #1 #1 #2 #2 Ed Ix4 Braces shall be SRH (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 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, AboutL Attach 'L' braces with 10d (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: iK)KFor (2) 'L' braces: space nails at 3' o.c. vertical length may be In 18' end zones and 6' o.c, between zones. doubled when diagonal 18' )K 'L' bracing must be a minimum of 807 of web brace Is used. •. Connect diagonal brace 'far 690# L •L' 19l111!/ �/ member length, at each end. Max web Brace �� WA Gable Vertical Plate Sizes total length Is 14'. 2x6 DF-L #2 or �1gj('�/�fr� �, 1 jr/r 4i (3 # I I� Vertical. Len th No S lice Less than 4' 0' better diagonal ,Q o ` �,� 2X4 r' yA ®� Greater than 4' 0', but 4X4 Vertical length shown bracer single 8, �'� d less than In table above. 45' or double cut L )K A (as shown) at _L + Refer to common truss design for upper end. peak, splice, and heel plates. Connect diagonal nt ontygytsBHenring 44tt 9 s ry, �r Refer to the Building Designer for conditions midpoint of verticnl web, Refer to chart ableo �, ma g Ica not addressed by this detail. "VARNINOm READ AND FOLLDV ALL NaTES a THIS DRAWM / wwDtPQRTANT" FLMMSH TMS DRAWM TD ALL CONTRACTMS UCLUDING Tiff INSTALLERS °f 00 O ,ry rl'� • �� op, REF ASCE7-10-GAB16030 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 0 p V 9® 0 v ('� DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have attached structural sheathing bottom .r� �ed NA {r / 4/ DRWG A16030ENC101014 properly and chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed BCSI B3, B7 B10, `Y //�\�\ a PI per sections or 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 16DA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from AN ITW COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handing, shipping, Installation R bracing of trusses. AX, TOT, LD, 60 PSF A seal on this drawing or cover page Ustling this drawing, Indicates acceptance of professlonal \\514\Earth\City\Expressway engine,,,q respons&dlty solely for ttie design shown The suitability and use of this drawing \\Suit e\242 I for any strucgae is the respons6llty of the Building Designer per ANSI/TPI 1 Sec2. \\Earth\City,\MO\•63045 For more Information see this job's t,general notes page and these web ALPINEi www.al Ineltw.comi TPI, www.t Insar i SBCA, www.sbclndustr .orgi ICO www MAX, SPACING 24,0" Gable Stud Reinforcement Detail ASCE 7-16i 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure Or 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orl 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or- 120 moh Wind Soeed. 30' Mean Hainht. Pnr+inlly Fnrinaorl_ Fvnnc n Its+ - t nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace A (2) 2x6 'L' Brace Nis Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12, 0' 13' 9' 14' 0' U S P P #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' p Standard 3' 6' 4' 7' 4' 11' 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' r Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' d Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' e' 11' 9' 7' 12' 2' 13' 0' U #1 / #2 4' 2' 7' 2' 7' 5' e' 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' 6' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' U LJ P Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13, 1' 13' 7' 14' 0' 14' V (1) O HI 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' C' S P #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' l' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' 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' 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' d 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' LD U H P Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' S' 14' 0' 14' 0' 14' 0' 14' 0' O �I Standard 4' 5' 6' 6' 6' ill 8' 8' 9' 3' 10, 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 21 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 11 Il' 6' 14' 0' 14' 0' 14' 0' 14' 0' 7- #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' 0--I D IC L Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' V 14' 0' Standard 4' 5' 6' l' 6' 5' 8' 1' 8' 7' 10' ill 11' 5' 12' 8' 1 13' 7' 14' 0' 1 14' 0' n C, Kzt = 1,00 3 Bracing Group Species and Gradesi Group AI S ruce-Pine-Fir Hem-Flr #1 / #2 Stnndnrd 12 Stud #3 Stud #3 Standard Dou las Fir -Larch Southern Plnew *w #3 #3 Stud Stud Standard Standard Group BI Hem -Fir #1 & Btr #1 Doll u ins Flr-Larch Southern I"Ir x #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). ■.For 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 135 plf over continuous bearing (5 psf TC Dead Land). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, About LE Attach 'L' braces with 10d (0.128'x3.0' min) nails. able Truss )K For (1) 'L' braces space nulls at 2' o.c. In IS' end zones and 4' o.c. between zones. Diagonal brace optioru )K)KFor (2) 'L' braces, space nalls at 3' o.c. vertical length may be In 19' end zones and 6' o,c, between zones. doubled when diagonal + 18' 'L' bracing must be a minimum of 807 of web brace Is used, Connect L member length, diagonal brace for 690# at each end. Max web 'L' A Gable Vertical Plate Sizes total length Is 14', Brace End a1 r 1 � / Zones, typ. ®� / Vertical Len th No Splice 2x6 DF-L #2 or ® • Q � P ` ply Less than 4' 0' 2X4 better dingonnl I 4A® ®© Greater than 4' 0', but 4X4 Vertical length shown bracel single 8, ya. ® less than 12' 0' In table above. 45' or double cut 3,7 (as shown) at + Refer to common truss design for upper end. peak, splice, and heel plates, Connect dingonnl at onl,IpVs®Bearing lap. 4 � Refer to the Bullding Designer for conditions midpoint of vertical web, Refer to chart abo p C� j1, o ma Cf48c V�Yft not addressed by this detail, nVARNMON READ AND FOLLOW rn ALL NOTES W THIS DRAVINCd �'� ..nlPuzrAlm■ FlslrasH Tlgs DRAWING TO ALL CONTRACTORS mauDn� THE u+sraLERs 1Pe e / op'll[L r�'` i L �l a !� REF ASCE7-16-GAB16030 Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety 0 S + ® DATE O1/26/2018 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord have �a J j, t x % DRWG A16030ENC160118 shall properly attached structural sheathing and bottom chord shatt have a properly attached rigid celling. Locations shown for permanent lateral restraint of webs �IJ / H ` Iddisi�1 w shall have bracing Installed per BCSI sections 113, B7 or 1111, as appllcnble. Apply plates to each face 0l, PI of truss and position as shown above and an the Joint Details, unless noted otherwise. ReFer to drawings 160A-Z for standard Pilate poll Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from AN ITW COMPANY this drawing, any fafture to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation & brdcIng of trusses. AX, TOT, LD, 60 PSF A seal m this drawing or cover page listing this drawing, Indicates acceptmce of professional 11514% Earth\ City% Expressway engineering respons60.tty solely far the design shown. The suitability and use of this drawing 11Suite%242 For any structure hi the responsibility of the "cang Designer per ANSI/TPI 1 SecP. \\Earth\ City,\ MO% 63045 For more Information see this Job's general notes page and these web s11&1.�1z78 Yoonhwak Kiln, FL PE #86367 MAX, SPACING 24,0' ALPINE, www,alpineltw.com) TPI, www.tpInst.orgl SECA, www.sbcIndustry,orgl ICC, wuWc 'T Relnfoi Memk Ga Tr Gabe Detail Fnr I Pt -In VPrtlrnlc: Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs, Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a .te that covers the total area of lopped plates to span the web, „ 2X4 2X4 2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nallsl loci Common <0,148'x 3,',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords. Toenalled Nails, 10d Common (0.148'x3',min) Toenails at 4' o.c. plus (4) toenalls 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 Detail Drawings pp f A11515ENC100118, A12015ENC100118, A14015ENC100118, A18015ENC100118, A20015ENC100118, A20015END1001 1/err A11530ENC100118, A12030ENC100118, A14030ENC1 $(� (paciJIat%r� I� A18030ENC100118, A2003OENC100118, A20030E0 3 �b Q S11515ENC100118, S12015ENC100118, S14015EN 0118,16 ('1pb1�1 S18015ENC100118, S20015ENC100118, S20015E110011% S 0 15P 1 8 S11530ENC100118, S12030ENC100118, S140306MC1001la, S S S18030ENC100118, S20030ENC100118, S2003& 118, S20030PED100118 a Tl See appropriate Alpine gable detall for maximum unrlelnforced-S e`$Lertical lag MVARrmaao READ AND FOLLOW ALL NOTES ON THIS DRAVINCd "IMPORTANT- Fl1RNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Refer to and follow the latest edition of BCSI (Binding 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 hove properly attached structural sheathing and bottom cho shall have a property attached rlgld telling. Locations shown for permanent lateral restraint of web shall have bracing Installed per BCSI sections B3, B7 or BIG, as applicable. Apply plates to each fat of truss and position as shown above and on the Joint BetaGs, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. PIN ' fr E th slpdrawing, ndivisiynof ITV failure to build he Components In Group conform conformance shalt with ANSI/TPI responsible or for handling,eshipping, AN ITW COMPANY installation & bracing of trusses. 115141 EaAhl Cit \Ex Expressway e A seat on this drawing or cover page Using this drawing, indicates acceptance of professional Y P Y engineering responsmllity solely for he design shorn The sWtablUty and use of this drawing \ \ suite\ 242 for any structure s the responsibility of the BWlding Designer per ANSI/TPI 1 Sec.& \ \ Eanh\ City,\ MO\ 63045 For more Information see hls Jab's general notes page and these web sl#ps/� 1,7 ALPIND www.alpineltw.coml TPIi vw.tpinst.orgl SBCAi www.sbclndustry.orgi ICO vwJ L ® STATE OF rrs���C`�� �aR41, �VJ�'yQard ���/4681+,A' 1� e 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Relnforcing 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 Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o,c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 6 MAX, TUT, LD, 60 PSF DUR, FAC, ANY MAX. SPACING 24,0' REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 ,4 ' • R BC 1/2 01 VALLEY FRAMING & BRACING DETAIL Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40%0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7.10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. ITYP) Innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 3 16d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES��J��"�J"ul 13. Collar beam to rafter 416dtoe-nails NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'4" to 10%0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2W"P' or scab reinforcement nailed to flat edge of c2,ple with 10d 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripp es over 10'-0' long requre two CLR's or both faces w/ "T' or scab. Use stress graded lumber & box or common nails. -Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed into ridge board -install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing in accordance to current NDS requirements. Nails are common wire nails unless noted otherwise. ..rrtiM�rr _ e -e H. NVX••• �CjE �s•• /ti • V y (A) (B) (k') nk/ARINIM - READ AM ro_Luv ALL H11ES ON TWS MAWDO = ra@fWTANT" ftRlaSN UM DRAVM M ALL CONTRACTUn hWLn_n` TIC MTALLM&; = • No. 70861 • TC LL 20 30 40 54 REF VALLEY FRAMING Trusses regLAe ext- core in fabrlcat•q, handllrV shipplrq, Instatwe and brach,&' Refer. to arxl•• fotlow the latest edtron of acst (BulLc %l Ca,po.�ent Sofety Wormatlon, by TFI and Sarw) fo�sniQtl. Practices prior to performing these functlorm Installers shall provide temporary bracing per a� . y 7f TIC DL 10 20 7 7 DATE 10/01/ 14 _ DRWG VACNV1801015 L.Wess noted otierwlse, top chord shall have property attached structural sheathing and bo a. shalt have a property attached Hold eetko. Locutlons shorn for perm t lateral eestraktW webse =Halt have hrackg Metalled per BCSI zectwns xe. » or WO, as applicable. Apply to ewer f • • STATE OF : BC DL 0 0 0 0 O u v plates of truss and position as shown above and on the Joint Details, wools noted other ke. L Refer to dmwWW 16M-Z for standard plate Q, BC LL 0 0 0 0 /1N ITWODMPANY positions. Aipine, a dMslon of rTV aulldng Cohponents Crag Inc shag not be resp—We for ar+y devla this drawing, any faAure to build the truss In conformance with ANSI/Ml 1, or far handsKl. a�w i ^ • • ••; QR�Dp`••��� TOT. LD.30 50 47 61 Inst sat Cat bracing of trusses. 9 A seal an tits drawing or cover pope Ilstknp this a -acing, tWicates ameptarcr of professional, f�;wx;= .sd``ye.sp for booty � m tiAea;/I`r�c I Sec. ape`'' ' ��. ..ys..s••••�r� t� / N E .�` DUR. FAC. 1.25 1.15 / 13389 Lakefront Drive Earth City, M063045 page Auras TPi -� rw s°`SBCA,l eraww�sbd ndstra �hthe these h�feorg SPACING SEE ABOVE