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HomeMy WebLinkAboutTrussLn 39'—R" 4'—e 14'-0" lie 39'-8' THIS IS TR A TRUSS PLACEWIT FLAK ITS WENDED M AID IN THE DWM"TDN W TRUSSES. F76DE U MAWDW Alm ARMOECTLPALS StMC4g THIS D=M4T. ESTE .S IN PLAN DE CMJ)CACION TRIAL ESTA [¢SF M PARA ATImAR Of LA D6TAL=W DE TRUSSES LIS DIELL= Y AR4 TEMRAT DE DIGOG RIA DE NISMIKA SIFEPM ESTE D=MNTR tom rLLT-ILr m® taeeirmL ML ttitQ WKL E MSTEtM Tumnm a TL NA L An m saws MM MrT 6L WER =Wn VMUff rSe W W rA2 OFF= LUX C WA3 VDL leR E AL4R0 W M" W %Wn AWRIVM. T �q vMlf MRT Z A1EfAMMIO.r LimiO m VAlT TE 181ID Ia"T��O eiGC Ilrr laAm Mt MR� TQ M VCM PIRr"M AT GWFRITaI HMO or MaR'A DL ae® n RH mm a tAttaM AIM MRf E aeLAQ Mm N etsac TIC TM = M to N r M Av taAaa mTM m®aM1 a VIM I6LTDLl6 1mAt W GPAt 1>1tR1 RVmAS JMAS (ipOWID. 6AV� T mn[ M Aurae W TEM>Q aN d raNtmrrR®rm R mA TDaS W thveaLe E temManaa ®r >m taaaalAaEs AtTaelAevanE MaO a u DOTMACMI T ANM a AFL LN OMIY®1 GIGA I W g MSJ+rMt91 W®d MrtiT®GS mt MMAQMI RkVG lQl CQIIEa alp ®�MOrra a tmV� M aMWE1W MRIRAmMM PNA LLNN W GeGf VN M M lID TAMi a TM�i T aml [iTM EM 11fJM T OI mtV� MIIQ C ME 1� TWSfEe E 16WT E DADmHA 4 aL HIT�lRl+elal' NRA EVIrM W f�ARMmei PACK FOR OONNEOnON. •I -Or TYPICALTYPICAL 7' SETBACK CORNERSET LABELING AND SPACING rt. u C__ SHINGLE PLUM Reviewed for Code Compliance Universal Engineering Sciences r, u Afl-a b ! -7 li,C S ROOF -aU 0 Total Truss Quantity = 60 Labeled End Mark General Notes 1) N paroDll dV bueaae, ttd fnmei aN flat ¢dn mtd Br mP dwd PMBdP 2) =nm be Swom�KW wee oN.tals 3) � epwirg b 24' MC.to I otlm ae 4) Pw Truce Rde k slibb B4481 nmrmedubm perttmtmt X-bft AWA be placed d a rAa b" WQ* t5 O.C. acme the MM, to ba rtpmbd at a madm m d 20' bebme amb 1.0"BC9-81 a Way 6q adOwd bahp deak ROOF LOADING SCHEDUL TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION 1.25 % WIND SPD/TYPE 160 BLDG EXPOSURE — C USAGE a RESIDENTIAL CAT II NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 mTd es' mneedmfbaoerr ACm focebm tn mp-Snc Zconnneencddtocrlapdladtenusj and main wind focresissn nt systems. •'rose trusses have b.--ri—d to cam an additional I ON psf no—o current bottom eburd live load. FLOOR LOADING SCHEDU TCLL = PSF TCDL PSF UBCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AM REACITOM AND UPLIFPS ARE S11OWN ON ENGINEEMG 1PALL KEY ® 0 L-a" DESCRIPnON INIr. DATE ee aATE: tHtr enAm toAD# mscmPfION INIr. DATE 01 NCARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. M. MINTER HAVEN FL13RIDA 33880 PHaNEt(800) 959-8806 FAXr (863) 294-2468 BUILDER D.R. RORTON 3TATERIDE PROJECTCREEE3IDE MODEL 1828/CATA/4EBB CCA PROJ/MODEL/ALT 7A6/ 320/182ED.F ALT DESC OTC 9820 POTOMAC DR LOT 126 BLOCK DESIGNER RES PAGE 1 3 31 17 '1334502L 1 4 "=1' ENGINEERING PACKAGE Builder: �DR HORTON/STATEWIDE _____ _ Project:. 7A5/320 CREEKS IDE Model/Building: 182ED,F Lot Alt: Lot: 12µ6mm Block: Address: Unit: F cs Y _ t L JobNumber: N334502 =- ............................ _.................... ..................... ........... ........................ ff— Revision Date: New Load #: R101 Reviewed for Code CARPENTER CONTRACTORS OF AMERICA, INC Compliance 3900 AVENUE G. N.W. Fa Universal Engineering Sciences WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE March 13,20.19 Mr. Bob, Michaelis Carpenter *Contractors 6f- Am6ricia,-Itid. '3900 Avenue G, Northwest Winter Haven, AFL 33880-6201 Re: Aiternative:tr►stallations.for. 6 single ply carried truss with a width less tha.n the hanger width, 0' v full design - �6' - face -mounted:-' Wo d.blp'bkipgetq:4chie,o ., sIgoloadva efdrhan hanger attachment oiva'one ply supporting girder (Reference detail WMM2)... Pear Bob, F& ta' single ply carried truss with 6. width less than'thd h6hger. width you can ihs!qlf.q prefabricated jack scab Ir .truss for wood blo . ckjogi.-The chord sites- 'chord..grades, and-Aloirtest u to - be th&. same as the single: ply carried truss. The prefabricated jack cab truss (*):Will have a..mini.mum Je�ngthqf 481' and will.have a minimum pitch-:of-,5/12.. The single ply -carriedir, ss, -hall hav rea jo of . 3,500# or less. Attach prefabricated. ac' k:scab:truss. wit4two. (2) roWs"of 0.128"x3,0''*G(in Nails aitT O.C. per -rows -sugared e Figure I Below)_ mpson . Stron l6W)_ P16�s&.eef&rt6tM Si e Catalog C-C 201:9.,. page 216.1 Figure:-3 for more I.nflormation, Figure.-1 Fwa sing.16- pl"",gIfd *"' w0bd'blocking to,adhiovelfUll design load Value for face -mounted y er:that requires hangers atta.ch. one wood. block to the back face of the sl' g...# girder with 'a size and n je::ply the: same grade.as the' boftonchotd',04`lth*o. single -ply: dirdbr. The.:-wo6d:bloc.k l6rigth 6*lie such that .the -wood blocking extends to each ad'' intersections):. Attach wood japentpahol points (Webt.afid bottom chord inte�§e h o d blodk� (�)�-'w with -.t_Wo�..-'(2) -Iow*s..6f'6.128'. x3.0" dun. Nails at 0.1b.. per row,- staggered, 10" applied to the 6750'Forum Drive Suite $05, Orlando; PL. 32821 - (800)'-62'1-979'0* -063):42278*685 www.al,pineifw.com wl ALPINE single -ply-girder face; Withan additional (20) 0,12$"x$ . Jo'!'Gun.N.. aOls *,.ea.* panel point, applied to'the, W60d blo&.fade ($60 FigWW.2 bb-l6W)..PIeasd tbf6t to the Simpson Strong-Tie.'CataIOg C-0-201.9i -pade 216, Fjo.&O. I for tho're irif6finatioh. ffgf.WeZ�' . . ... .... . . . .... ..... ..... ............. ..... ...... . ..... .. .. ........ .. ... ......... ... .. ...... .............. The applidatioh of ptdfabhdated jack scab truss for wood fille''rblocki6gl:or *wood .blocking to. achieve MI. design load value for face ;-mounted ha'ngqrp Must be ;approved by thehardware m4nufact"prer.. Ail edge -and end: distances, a.hd". tpaidihojOr . all nail dbnnedtibr1r; must. be. sufficientto'oeeVEint-.tpliftirig of "Wood. If I can.be of any further assistance, -or if. you have any:questions, please 7g' !ye -me acall., V.A. Villiatp H... Kv!'c;kzP.E-'- Chief Engineer .AIpije-an-ITwCompany Orlando; FL 6750'F6r'U MY - DdVL-.-Suite ;3O6":O'riand6...FL.3282.1 - (80Q)'.5.219790 - (863) 422- - 8685 ALPINE MITWOMMY April 261-:2019.' Mr.. Bob Michaelis Ca.rpeiiter Coritraidtort -of.Arherida, Inc. '394.0 Avenue G; Northwest Winiter H60m FL 338 80-620T. Dear Bob,. M Str6n'qback bridging; on tbdfrusse*. I understand -there is-.§oi id.bohdEirn-oVbr-odrfe.bdrbtiii3ndati'olns'f6rstrofigbafck.bridgin'g' on. r'boftrusises, '8fron �ack bridging for roof trusses is'not.a requirementpf'ANSI-�TP 2014n.pr*i�5i.t.arequir.ement,.of'.the. .. ­ g �x. ... . . . I . - . . .. . . Building Component Safety, lnf(5tma-fi66.. But 'strongbacK. bridging�, brY roof trusses 19 s n dri*.OfArn'�rii n ad _bridging,s pqm .46.4 by-jC0 .6a: -Stf6'gb­i '-Lthe. followin jwo_ pqpata;� ..g functions:.' Onp,,bridging alignsrn chords after -they: are. set ' r the-cellirig the bottom so.. they are uniform m, along line and h'e'1:0'8�'w'ith*".-c"e.'iling"s"orv'ijc.:O...!'.bi.l'i.:N. T.Woi bridging reduces r6lAtiv& deflection of adjacent trusses:: Strongback bddging*.doe* s! hot----*Or6Vqn.t or. r6du6eoverall indiVidual d6flectiOn, especially any roof trusses! ._'defle fip rn.qrq.'( than qjpq� . . ..... ............ .... .. .. ....... ..... . ...q _g -_ — --- . ... ......... .. St Eiritbracing and is no : �t. rongbaqk- bridging in roof. trusses does not serve as ternobrary...or. �Oftan Jhten,d6d td.distri . W-6. orshatb. design loads, lbetWeen trusses. Consequently, pn8eiquently* *, no design loads have` been accounted ted for'With thig.detail and continuous. strdhg back'Mcigirio -EihdUld. bOtbbAttaicilied between coenmon, and :girder trus.ses..'Th.e. use -of strongback . bridging shall not. `interfere with other* design cbnsidefati6hs as specified :by the Engineer -of Record or the Building: Designer_ .9. The outer ends of the strongback bridging shall be: awall or anothersecure end. restraint; or ap.sppcified'.by th6 E6g!n'ee*r'o'f R66ofd orthd Buildino.Deisjjhdr.. Str6fi back- bridgjng'�hall. be of.2X6 borhihat. 10m-06rofiehted-i(i . th the d' ft 9 epth'VO ica[ Attach with 60 extending the W1 .3.) 16d :common. nails (0. nails 'at:. each intersecting mernb&. When stron9batk bridging overlap'by At. a , minimum 'of two .trusses. The jocatioa of. fhe, stron&ack bridg ing maybe specified :bythe Truss Whtftcturer. Engineer of Record, or Building Designer: Please tef6e-to.�- BCSJ "Strangbacking.Tovisions P or :to Alpine:: 8TROR-18R1.014 detail for more. information. The. graphic� hoWfiiridu 6 :illustrative ;pUrpose only. s re -A) is46rge i6rld ,6750 176rum *Drive:8uite 305, Qr%ndo, FL32821- (800) 521-979G- (863) 422=8685 *"—W PAn6itvV.com. ALPINE.Amfflvrn..Aw Figured. If I. - can bb of any funkier assistance' or if you have: any QUOsflonsI ple.ase. give. . me a call. Williai , H.,Knck- P.t. Chief 'En " Engineer Alpine an I . TW.: ' C p - Mpany iih.g Engine6-'Dp' 6 attm'e'fit Orlando; FL FL V82.1. 678.0. - Forum Drive Suite..-W5, Orlando; 'FL 32821 (800) 521-9.790 - (8153).422-8685 W", I... .. Aw A pin.ef ....cQm w STRONG'BAC:K: BRLDGTNG RECOMMENDATIDNS op-- ALL sco:b. -on blocks shall: be. a rllnimum.-2x4 BRI G NG 70GETHE�t' 'stress graded :lumber;" o..-All..stl^ongback bridging .and bracing •shall .be .a. minimum 2x6 's'tress..' grade.:d:.luriber' e►'.Th'e . purpose of strongbaok brldgihq..Is: to ATTACH SCAB WITH 10d;BdX!GUN., develop load sharing between Indlyldua( truss'es,: :4+ =0.' 2x6. (0,128'x3.0') NAILS']N':2 ROWS`'A7 ;SCAB 6' O,C. reS. tlYl In 'Qn overall .In&easp' In,'dthe g NOTE, IN LIEU:.OF- SPLICING. AS SHOWN, I stiffness-.:ofthe' f loor. system; 2x6, LAP`STRONGBACK:BRIDGING MEMBERS FOR: AT"LEAST ONE .TRUSS::SPACING stl^On back' brlcl In g g g:.pdtttI0h0d ids. shown In STRIJNGBACK BRIDGING :SPLICE DETAIL details, Is' recommended at 10' =0' .o.c. .(max:) NDTEI Details ;1 and 2. ar•'e the "gref.erred' dttachmeei-t Methods ®:The terms: 'bridging' and'b"r'acing' are sometimes ATTACH STRONGBACK 70 WEB W/ (3) 1..NAICMMON mistakenly: lused =Interchangeably. 'Bracing' Is. an C0,148rx3'T .NAIL$ 'OR � , O Im Ortant structurai re uirement' of all floor p.. _ . Q, ., y (4).:10d :BOX/GUN 28'xaG'X NAILS O' ! or roof system. Refer t.a the Truss. D'e51gn Drt>;*Jng (TDD) f.or "the: ,bracing requirements 'for eaic'h Individual truss component, 'Briclging;' particularly, 'strongbak-' b.ridging' Is. :a: rec'mm' n ti ' for a .'t . t s steo. help ­ t In add rt oY} ops control. vbr.aon. : aidirig.. In the: distribution of point loads between adjacent truss, str._ongback brlclging _serves: 'to reduce .; STRONGBAGK BR]DGING. , SPACING' REQUIREMENTS ; !o IV Ncne� re ulred pounce.- or residual vibratilpn. 'rk?sumSing. f,Y`cm . . Moving point loads; :such as footsteps: CiolVIrpe:(dant[ror Th-e performance of 'all floor systems -are' (2) 10d COkMON:(OiiaBcx3:0•) OR B0X/GUN: (0.128'x3A')'NAILS'AT 2x6' (MINIMUM) STRCNGBACK,.. 20'tto: 2' i adi in � >, 'Mr" enhanced 'b the. Installatloh of :s+r-6 back' y' g. TOP-AND,:BUT70N..:0F 2x4 RESTRAINED .AT EACH .END. ` :. [erasart7a6pdn4sl bridging and therefore :Is. strongly recommended o�nacun. rL.Ut,& � nrinl.n I :STRONGBACK.TU,BLOCK W/':(3) b Alpine, y p Sod. COMMON (0148Tx3AD NAILS oa' c4ri0d' BWM,4., Cola •X3.0•) q For additional Inforr9atioh regarding xstr.ongbaok NAILS. b _I0I61ng,. refer t:o' ;BGSI (BuiLding Component Safety Information). ov � v ' 0 • o i 1 ATTACH S,TRONGBACIO TO. BUTTON CH02D' WI [ii rid K 7r STRNNGBACK BRIDGING' ATl ACHMENT AL:TE NATIVES :: Q 2 O r■YAMMIGM WM AIID nU.W- J- hGi[S'Ut WS ZRAwaa ><YMT=N ri■ rl $= alas mnvatc m-AIL COMPATI tS > :rtE D[srAL[iNc . ' � *` �, '� + ;� LL: PSF REF .Sl'RpNGBACK - . Trtasfs rrgl r.ex*g; f care it 4*1catMp, honiaYq; a' oo,o, ixta nail braes Resir• tp'ad iWlw the lote@t edtbn or acs[ �dtq cor.ene.sofrt, y In+'arntlo° ,y Te[. °ro 1:8CN _for sairtyf prootke■ prlar to p-earw w4hfs. rs><s>onL [nstaWrs Shalt DCaY p.r..xst.s LMeox I otMrebe tap dwd shall hpit +i ;.i : No. 70861. Tt" DL :PSF -D 10%01/f4 DRWG S fRBRIBR1014: ,+ [� d n 'uJ� ` . prapfrly attadwt struetval aheo. button' d Stan haw a pralm ly attached `� °e laeotta� slaen.ror pfrnatuAt:lattrot restraht oe �% elan'hGve [snhst•Iled pn sr D3 D7 er' D10 asopp�ebr Apply plates torenchfacC of.ir,.Wa and ossh°m.abave and: mrthe .bMtt::Drto[s. �tieu rio2edptherNae '� f ;i S C IDL S ALL., PSF' PSF'• [1�--(f—' Reim-te dre f6Q!MZ Iar sfaadord plate Pa+ltbrw Alptne' a a�tsa,r.+r•]ry HJlri�o tae:porrnts inc.'SlaOrot'tie-rssporoblf`.forany: •ETA . E. F:' ANRWaQMRANY rkvhtlon• rr• this eenhprany rdlw.to'hutd+he irw.>n°w.a.ci:.:nc ARstna{.I. or for h.rrarq ,nl,ptq �O't+ .: [,' D. PSF ia7zaltka nortva Mstallatlan L. Ifrnckq or,trWNc .A.sfol oa ihb :dnMip Ve,ec~popf t1wft this droetp,. ►rI°atfs: acc"jwce °r' pr4fesealial ty;■ wt for the use ■taen; .The.wtnbllty ■nd'af:Hs td—Ing rar tr+t`b Er 1: see2 w y'p� ••• �: „(�;!� j :. i . •.. . FF1C,. 140' $YIo H.lpnrc,M .ihf respaaRtth-of ckq'Des%;r*r pw M[SVIN jgrfM,Is pmt':nitiaarld Ahne web 'SHROMa • ... . /�Ifi •siil • '�r; S ALPM.r■amaw Plintaa tryrw NO s+NceSar:crp . :.: FACING. • yr'urriuneul !++ �� t a. . .... .. .-�. , :�. �.. .• ..... . ......... . ....... .. ... Y' nr+4Pinrwma�°i"PIIR1�sx�n e'ii�e••� nT•� _ ................ _ ......... iF Jti�n1C�ra•1-7, �YY[#nsYY,rl�-ss ' BE FL,,AQEQ. 0 - '�4�G�fii'. TTi1155�5�. ssL��°Tt�t� Ni Ti# LAi �? `:TCk: liE''�{_ •,tC1t(}K1:dItN �f��f31kL ._ ih7 ; iL ;A r LC A 2-TAU98:PRO .. �dIT15-[ SZE -APPROPRTAT-R � �: J :.k71 ' i ht 9A ::� E9F se.A, ?i.A r� % lim. uIld.in.L: !? . rYc � [ ' x :.: s d a:,101r.1AL -At:kg4a: •-� ►� 's �7iJ.�.�1i1S,T'fl-.L,�. R��t� l i qua 1��9w' � � r� 1 iJ� is 4� �'' ' � ar: 1 i b0, 2.E�p'sf;!'°5�'�"�.1zi.rcr I' i Hls f� #� 1`DA: k�f rk. Y;`A' prof j':k'�3nyer: I i t , „ ' NONE, . .'ram Co . em • C�.. , ice..ondO �:P' Cracked or Broken This drawing specifies repairs for a truss with broken chard or web member, This design Is valid only for single ply trusses with 2x4 or 2x6 broken members, No more than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detail, (B) = Damaged area, 12' max length of damaged section (L) = Minimum nailing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Apply one scab per face, Minimum side member length(s) _ (2)(L) + (3) { Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o.c., rows staggered; Nall Into 2x6 members using three (3) rows at 4' o.c., rows stagger�ed, Nall using 1Od box or gun nails (0,12B'x3', min) Into each side member? The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 41 and MSR grade 165Of. This repair detail may be used for broken connector plate at j mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plats? area. Broken chord may not support any tie -In loads. Member; Repair Detail Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force. Memberi Size L SPF-C HF DF-L SYP Web Only ' 2x4 12' 620# 635# 730# 800# Web Only ! 2x4 18' 975# 1055# 1295# 1415# Web or Chord 2x4 24 975# 1055# 1495# 1745# Web or Chord 2x6 1465# 1565# 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# 4745# Web or Chord 2x4 r 2 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 52254 5725# Web or Chord 2x4 .48, . 3460# 3540# 4070# 4445# Web or Cord 2x6 5165# 5280# 6095# 6660# S. Hlnhun L Dktnnee D L L L T�4' o,c Typical L i O -F O -1 O i- O 1 Hlnlnun e � L ;Distance S2' tagger L = Back Face 10d Box (0.128' x 31, min) Nails, ro = Front Face 2x4 ember - DouWe Row Staggered 2x6 MMember - Triple Row Staggered M1Nnun g L Nail Spacing Detail L Dlsionee xWARMNQws READ AND f17.LOv ALL NOTES ON THIS DF VINGI REF MEMBER REPAIR swW3tTAHTIn fMWSH THIS DRAV= TO ALL CONTRACTORS INMIMIHG WE INSTALLERS, Trussrs require swtrenr care h fabrleatlnO, hnMlho, ship ppYw Install and hracho. Refer to end DATE 10/01/14 /allow tin latest rdNlan o/ )CSI auldY.p Corporrnt Safety In ornotion,y TPI and SDCA) for safety pprrnetkrc prior io perfornbs ihrfe functlans, InstaNers .hall pravkls tmperory �raem per- 7C51, IA,lac noted oiherwbe, top chord shall have properly attached structwat sMatSNnp and brtton chord DRWG REPCHRD1014 shall Have a properly 1i ached .laid cr1Na Locations shown For pomenent latrral restraint of webs f1 "I have bracMg Instslled per I se 113. 717 or 330, ae appOenbi►, Apply Plates to tada Face At �� of truss and pnosltlm as shown above and on'the Jolni Dstols, uness note o•Murvlsa Rehr to drawlnps I"A-Z ear standard plat. pasitlan,6 AlpEte, a dNblon 01 ITV luldln Components Oro Inc, shall not be rw�pansihle for o�y devla}Ian iron AN ITW COMPANY M dro Mg, any felurr io bldllthe truss E+ con�ornance with ANSI/TPI 1, or for handitO, shIFDYa, installation o • aeA1p O/ trusses. , A seas'm drawkv or cover poppse Wort iNs drowVv, ldcaies acceptance of esaknsl ■ re�ovulbA�ty solely Ier the Alesyle�,n� shown. TM pAtalonty And use of iNi drawing 133sY LakeOonl OdW f Y r Is lilt rnpaneLilfLy OP ""_ IivW1G Desbner per ANslliri I. Srct. WhrKy,M0O3O45 ror Han Infornailonsee this Job's general notes ppepe_and tires. web sltesi SPACING '�4,0' MAX ALPIND wwr,►I neltw,aonl TP11 vwe,tpkrtt�orO1 SaCN www.sbc4�dus are, 1CG wwwJccsafr.org • r a I P u rfl-m&m TW16S- 7,04i§q. LIN DER VALLEY FRAWNG VALLEY RAFT-F-R.OR R(DCiE 1pbleb'-4'-W'1dr-30 psf (T-L)'A;jd-26 p$f (.TD) Mail. 1pe?.Iittegoh r*w1vtWrttn§ from -th#vwl aysiorslaepom . .... _ wvrk(ngr. 1R&Ad§c-b6ai&5c that crlpiile (octtlonsare -gerwd-kyq.tw"p rqv!s... PA BOARI COLLAR SEAM,.FVERY 714RA (2XG) FAIR OF RAFMRS &Le-- kA -4- Z C N h: W 6 W V. WIN 6 8 t IT. 04 W' -0 d -9 e" ith' i nia' 3. 0 r it rd 4 g N .-Rip LES—, �-c .-p 01. Valley L Mt6et6.two-20 sicepem. 4266[We4zlri s -sidepdi t6-v%3i' 4'16d td&ftlli Ift is Ss 3 260 td&.nj11s,ea.ch slaep.er.p yug :-Md9e:bobrclti3-roof bldck A 164 toe-rigus 10 K Tru" ia dt*We. 416.toerh4M --N g'so'by-vihem) A-16d•tO."OIR "COMMONS RjN/A-qf' #N0Lbdt0 -.TYPICAL, -2X4. St,. . �q: . mn. .F14tiffl�W rib-062 th' rrs;. qpplwl ERSAFE USED) .(APT kEbFJjkkD,IF-.3LEEP .13. Wraftdt 4 16d'tee-nails. ' T -��jd dftN CW'F�PC-E,. 8P.-Ad 8LO.0 'd-OXOTE9. '. -DMMbffNA1L§ -�RAL 90'T-r=S NOTE,11600462:?.4 p ra iibseAmi bi'pI& h. i� b i:rfp� es'bV4f,10'-.G 4664-'rirqure -.oekzo1kfa ea lob 4. ffirmum ai6"I and hfdugiv'* t Htfi' fh a rrritit. &I (e*-,6A'ffhicii el d a'-e"bF tatter.7 c n x1s *91h ' ImUer0nails are gl- s :avalda O'd by. h6:iIu:l'rd1h 4 0* I;hci'rds. d lite" p TZ . - widiog1s: not d' alfihalltnwh aceaffa-neq,to.durren� NOS �e­quireminis; -Maximum MO.Aq'l'df height; 3,04"t tflswie. Iti Mph,."a-.ed, 4. F-7-16, mph; Endlokd, -Exp D yzt".D wji AM; -;.M 9d Sb 40 54 Rt nW=; t1cs 1X .-mAm. t-vLkv1-Aip ,=U than. Ahp *v C&vcrwn!- -atity lY VI4n,=1:W •TC DL: ItZO7`7)kTl101QI/14 to w _4iwu.11 twin: " ' " kwv5�.c.1�i4rg 0 .0 0 0 DRWG V?QW1801015 hdtft .PQ ft W1 liocw-'ilid- ftr.; pe t rl= -'TA BC• LL .0 0 0 n_t t v �NFF' d a,dvisbn of Iry ,�Ind viiu rot." r�W. TOT. LD.370 -504-7 F31 e- Wbic. e�. p -L or Fx,, AN ITWW%�4w' tt'c' vft'AMSVTPI tK= -U-4. d- Lowe Ow W ph. Aam •.. ,. .sort iris. job's ptnc,•.al .wets • c<M,tlxe b .1 Simpson... • Face -Mount Hangers - I -Joists, Glulam and SCL ...........................__..._............._.................._...._..........._...._..._..__...............................................................__..._...._._._._._ - 15_These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 0 0 `Carded. Dimensions Fasteners Member (in.) (m) Allowable.Loatls (in.1 y auu Regd w ,. n . rs race aorsi Uplift Floor Snow Roof ..Floor (115}. (125), (100) Snow 11(115) Roof (125)" _; -� IUS2.56/16 • - 25/s 16 2 Min. (14)0.148x3 - 70 1,660 1,8 5 1,805 1,425 1,555 15�55 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 1 555 1,555 1,5)55 21/z x 16 MIU2.56/16 - 29/16 157/16 21h - (24) 0.162 x 3Yz (2) 0.148 x 11/z 230 3,455 3,920 4,045 12,970 3,370 3,480 U314 ✓ 2916 101h 2 - (16) 0.162 x 3Yz" (6) 0.148 x 11/z" 970 1,945 12,205I 2,375)1,675 11,895 2,045 21�z " HU316 / HUC316 MIU2.56/18 ✓ - 2916 2s16 14Ya 10,6 21h 21/z - = (20) 0.162 x 31/z �� 26) 0162 x 31/ai ( (8) 0.148 x 11/z 1 (2) 01A8 X 1 /3 1,515 230" 2,975 3,745 3,360 13,610 4;fl45 4 045 2,565 3;220 2,895 3,48b 3,110 3,A80 IBC, FL, LA x 18 MU316 7 HUC316 - •�' ✓ "� 29A6 ; 14Ya:. 21h -' , (20) 0162 X 31/z'" (8) 0 748 x 11h". ,; 1515 2,975 3,360,; 3 610 ; 2 565 ;2;$95 j 3,110' 21/z x 20 MIU2.56/20 - 29/16 19Y16 21/z - (28) 0.162 x 31/z (2) 0.148 x 11/z 230 4,030 4,06014,060 3,465 3,495 3,495 21hx 22 to ,. >MIU2 56/20 • ✓ 2sh6 19%6 �22, = (28).0162 x 3Yz (2) 0148 x 1 Yz S 230" 4,030 4,060' 4060 y� (3;465 ! 3,465 3 495: 2916 x 91/4 to 26 2916' wide joists use the same hangers as 21/z" wide joists and have the same bads. 'MIU3,1219. - 3'h }'9s� 21h, -' (16) 0.162 x 31h , (2} 0148 x 1/z� 230 2,305 2,615 2,820;1980 2;245 l 2,425 3 x 91/z HU210-24 HUC210 2 - ✓' 3"A . 81Me: ° 21/z Max. , (18} 0.162 x 3Yz; (1t1)0;.148 x 3` ;' ' r 5; 2,680 3 02(T 3;250 �'2 305 .2 605 2,800 IBC, 1 P/a MIU3.12/11 - 31A 111/a 21/z - (20) 0.162 x 31h (2) 0.148 x 11h 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x _✓ 31/a - 1091s - 21/z Mar. ' 22'0.162x3Ili, „ r:.. 3�275 3,695' S,.970J-2,82-01_31,1801 3,425 LA .HU3.25I12/HUC3.25/,12' e 777 3% 1"11/a T 21Iz ,= (24) 0.182x-31/z= .. (12)0148x3" ,a�a 3570, 4,030 4,335 3 75 3;470 3;735 HU3.251)6 / FlUC3.25/16 • 31/4; ..13131c - 2Yz Min. Max, (20) 0162 x 3'h` 1 (26) 0162 x 3 %s (8) 0148 x 3 (12),O i 48 z 3 1,515 .,795 2,975 3,876� 3,360; 3 610; "4,3651,� 4,i 695: 2;560 3 330 2,890. 3,755 3,105- 4,0`40` - 31/s,glulam ' °HUCQ210-2-SDS - •. _ .' :� 3'/a �" 9 3 �;=° (12)1%a x 21/z SDS ' (6),1/a"'x-211z" SDS 2,3 ;b 4,31 ,"a1 9 3 fi00 '3.71Q 3,710 FL HGUS3.25/10" ` r� 3'%d 8$h 4 - ,: (46) 0162 z 3�'7z'` '(16) 0 162 x 311z 4;Q95' 9;10,0 9,100-' 9.100 7825 7,825 7,$25'' IBC, HGUS3.2b/12 - - " 3Y4' 105/a 1 4 -" -(56) 0:762 x-31h- (20) 0162 x 311z 5,040 9,400 91400`19,00 8,085 8,085 t 8,085 FL LGU3.25-SDS = 31/4, 8 to'30 4% =, `(16)1/V x 24/z" SDS (12),1/v X 21h'; SDS' 5 555 `6,720 731, s 7,31Q' `4840 -2£ e ` 31h 51/a HHUS46 - 3% 5Ye 3 - (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,785 3,1551:. 3,405 2,395 2,715 2,930 x HGUS46 - 3% 434a 4 - (20) 0.162 x 31/2 (8) 0.162 x 3Yz 2,155 4,360 4,885 5,230 3,750 4,200 4,500 lHus48 '. • = . 30A6 � 675hg. 2 f- (6)0162 x 31h ,.- (6) 0,162 x 31/2 -; 1 �0 �;595 1,815�1,960 1365 i 1,555 j 1,680 31/z x 71%4 HHUS48 - • • - 351a 71/s` 3 - ",(22) 0,162 x 31/z, (8} 0.162 x'3'!z , t A210, 4,77015,1A0' $ 615 ..4,;095 i 4;415 HGUS48�' • • - i 3%735c, 4` - _ (36)0162 x 3'/z'r (12)'-0.162 x 3 h �- "3,235 -7;460 7 A60'(7,460,16415 ` 6;- 6' IUS3.56/9.5 - 3% 91/z 2 - (10) 0.148 x 3 - 70 1,185 1,345 11,455 11,020 1,160 1,250 MIU3.56/9 • - 3116 813/i6 21/z - (16) 0.162 x 31h (2) 0.148 x 11/z 210 2,305 12,615 1 2,820 11,980 2,245 12,425 U410 • ✓ 3916 83/a 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 - 3916 81516 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2.420 2,615 1,820 2,070 2,240 HHUS410 - 35/s 9 3 - (30) 0.162 x 31/z (10) 0.162 x 31/z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 31/z x 91/z HU410/HUC410 ✓ 3916 8% 21/z - (36) 0.162 x 3Yz (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 6,415 6.415 G.415 H000410-SDS - 3916 9 3 - (12)1/4" x 21/z" SDS (6)1/4" x 21/z" SDS 2,265 4,500 4:500 4:500 3,240 3,240 3,240 HGUS410 • • - 1 35/a 9116 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/z 4,095 9,100 9,100 j 9,100 7,825 7,825 7.825 IBC, LGU3.63-SDS • • - 135/a 8 to 30 4% - (16)1/a" x 21/z" SDS (12)114" x 21/z" SDS 5,555 6,720 6,720 6,720 4,840 4,840 41840 LA MGU3.63-SDS • • - 3% 91/4 to 30 41/z - (24)1/a° x 21/z" SDS (16)1/4" x 2Yz" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 JUS3.561111.88 • 35/a 113l, MIU3.56711 - 39h6 111Is' ' U414 • •� • ✓ 3%, 10 HHUS410 • • - ash -. 9 ?; HUS412 . 13 . 101h. 3'/zX117/a H1.1412/HU0412' •39hs 10516,` '< HUC0412 SDS - a .. HGUS412, • •' - 31/ ' 10'/16' LGU3.63=SDS • • =' 35A l 8 to 30, :? MGU3.63 SDS "' •' - 3$%' 91/a to 36 HGU3.63-SDS .. ` _ -35ls: 11 toSO , 46 See footnotes on p.150. a THA/THAC Adjustable Truss Hangers ��`�EERfp W 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 THA2x72 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation.-, The straps must be field formed over the header - see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the THA29, nails used-for-joist•aftchment must be driven atan- angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear. nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation - Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation - Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of. the joist into the header. • Uplift - Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3W (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/4 for THAG422 for 122-2 426-2 THAC422 Face nails Top nails per table per table 13/i typical 2Uz' for THA422-2 and THA426-2 THA418 Double 4x2- 2 face nails Use full table value (total) Single 4:2-� 4 top nails See (totaq nailertable °- ,�' 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 heade ® Double -Shear Double- Dome Double -Shear Shear Nailing + Nailing Side View Nailing Side View; (Available on Do not Top View bend t b some models) ems' 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 iypi.ai ["r v Top Flange Installation er to tnote 5 p.187 ,86 THA/THAC Adjustable Truss Hangers (cont.) a These products are available with additional corrosion protection. For more information, see p.15. VIA M 1. Uplift loads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 42 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1'h" nai6 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 bads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 18 Simpson Strong-TleO Wood Construction Connectors Face -Mount Joist Hangers **.ERE& 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 nailing that distributes the load through imio points on each joist nail `or grea'r strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium-loadtruss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-16. 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 bads. ' • %f desidhed for welded or nailer a ipfidafions. 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 m Double -Shear Nailing Top View "< Double -Shear Nailing 0 > Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1' for 2Vs 1'tie° for Vs� eit m` e= O a H m; G�w B LUS28 HHUS210-2 °V '-_ ---- M US28 i O V d a° 0 6-- C O V f: v N r. HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) �q Model No. Min, Heeh J Height Ga. Dimensions (m) Fasteners ". W H g Gar "vying ' Carned Memberz Melmber Single 2x Sizes LUS24°:-; LUS26 = 2%` = 41/4 n , 1911e , ; 31/e °"'�1?/4 (A)'i3148 x 3 "� (2J=0�1A8 x 3 1 s/ie " _ 43/4 � , 13J4 a {4).0148 z 3 (4) 0148 x 3"' MUS26 4111AG 18 1 9/e R6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45A6 16 1 5/8 5% 3 (14) 0.162 x 31/2 (6) 0.162 x 31/ HGUS26i 49/e;n , " 112r ^` 15/a - _ '_� 53A , . 5 ` � "(2%V162 x 3'/ (8) '0.152 x 31Y: LUS28 _ ' 4346 �, 18 , a 1=%, 65/a.,. 13/4 , , (6) 0.148 k 3,. ' " (4) 0.148 x 3 MUS28 65A6 18 19Ar 6"A6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 6% 16 15/s 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 69A6 12 1 % 71/8 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS210' 41/4 _, 18" �) "1"/,6 ;;713/,a ' ,.144 " (8J`_0148x•3 (4),,048 x 3 - HUS210 rA 83/s , 46 ";1'V" 9 '` 3 (30)�0.162x 3'A: (10) 0.162 HGUS210: , '89tis.r 91A " ,.5 ; . (46),Q.162�x 31/z, " (16);O,162 x 31fi "r V1. See table below for allowable loads. N N H d co a Q Q 0 These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p.21. Many of these products are approved for installation 1 with Strong -Drives SD Connector screws. See pp. 335-337 for more information. Sirigle 2x Sizes __. ..-- _- - LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 1 725 785 1 1,000 IBC, FL, MUSH_ 3 3;295t 1,480, " 1,560 " .,a " -1 ' 1,405,,"s1,56 " , "�' , , ,;35Jj, LAW9' HUS26 1,320 2,735 3,095 3,235 3.235 1,320 2,960 3:280 37280 3,280 1,150 2,350 200 2780 2,780 HGUS26 r �4,34Q „4,850 5,170 5390 '" 8Y ." '4,690, ;3,220 5"390„ -5,390 ' :780;° 3,225," _3,6ti0 ,870 3,885`,' 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 1,320 1;730' "1,675' 2,125 1,875 '2,135 " '2255 ;Z,25a " 4' 5C 1,270 . f;554 1,575 IBC,FL,MUS28 LA 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 3,6-90 3,520 HGUS28 1;65G 75` °'7,275 7275 7,275" ! 1,6�0 a` 7,2�o T 7, 7U . , 7 75 7;275 -f.,' " 3. 70 ", "3,820 3;915 -" 4;250' IBC, FL LUS210 1,165. 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HU5210 25;SQr :,5179s' S,Bb""' s3 i '.2,6�.. `; �95 ",578t�L,`a,83� 5:zT30 ' ,`2,220 L, ', 25 25 "2;82v'' LA HGL'S21C 2,090 9,100 9,iG0 9: 00 9,100 2'090 9,€00 5 00 9, 0 9,100 J"r 6,"s40 6,730 6,73Ci 6,730 13C; L 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 onty or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load • 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load '94 Acute 'side opecny angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). Simpson Strong -Tie® Wood Construction Connectors These products are available With For stainless Many of these products are approved for installation. .- ID additional corrosion protection. ED 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. 6S: 7. SSA Double 2x Sizes HHUS26-2 I45/ia 114 135/Ia 53/e 1 3 1 (14) 0,162 x 31/z (6) 0.162 x 31/z 11,320 12,830 13,190 13,415 4,250 1,135 2,435 2,745 12,935 13,655 HGUS26-2 I 4'/A. 1 12 1 35/ia I 57A6 1 4 1 (20) 0.162 x 3Yz (8) 0.162 x 31h 12,155 14,340 14,850 15,170 15,575 11,855 13,730 14,170 14,445 14,795 IBC, FL,I LA LUS210-2 06 18 1 31/a 9 1 2 1 (8) 0.162 x 31/z 1 (6) 0.162 x 31/z 1 1,445 11,830 12,075 12,245 2,830 1;245 11,575 11,785 11,930 12,435 HHUS210-2 8% 14 35ti6 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 3'h 3:550 5,705 6,435 6,485 6:485 3,335 4,905 5,340 5;060 5,190 HGUS210-2 89/k 12 1 35/ia 93/ie 1 4 (46) 0.162 x 31/z. (16) 0.162 x•31/z 4,095 9,100 9,100 19,100 9,100 13,52017,460 7,825 7,825 7,825 Triple 2x Sizes "IIVUJGV-a3 I Y'7,1a_' If, I 'i'-77a 1,J72 , +„?t tLV);U:IAGX012. to) V-1Ipe %2., G,7JJ 4O41j Y,OJV ,� 11U- `V,J:/J; i,873 O,(JU #�1/U: 4,4,'}J, 4r/�3;. IBC, FL, ''HGUS28 3" ` 6' a 12° 415/ia 7Ya '. 4 (36)-0:162 x 31/z' . (12) 0.162 x 3Yz 3 235 7,46Q 7460 7460 ,7,460 2 780` _ 6 415 , -6 415 6,415 6415" LA HHUS210-3 83/e 14 411Ia 87/e 3 (30) 0.162 x 31/2 (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 81`)1a 12 411A6 9Ya 4 (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 ;4 Slia 103/a , 4 ., (5%0162 z 31h =(20)-0.162 , i w 6,'44 0 1,L £ Yd"' i BTi t`hz3d ? r,12 ", IBC FL, 104[ LA Quadruple 2x Sizes "9U0rV-4,,,,, J2 IL O7j6 J%18 �?*�} ;(LU,�'V:IOCX J K2±-O)V.IOG _X'J%2 L,lJJ Y,JYV 4,OJU ',;P,HV �o,J/� 1,0.7.7:; il 7JU �41/U '1,9'tJ ;'k,1UJ' IBC, FL, HGUS28-4 7Ya 12 6a/ia 73iie 4 (36) 0.162 x 31/2(12) 0.162 x 3Yz 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83A 14 6% 1 87/e 1 3 1 (30) 0.162 x 31/2(10)0.162x3l/21 3,405 5,630 16,375 16,485 16,485 12,93014,840 15,485 15,575 15,575 1 FL 4x Sizes IBC, FL, LA IBC, FL LUS48 43/e 1 18 3a/ia 63/a 1 2 (6) 0.162 x 3'h (4) 0.162 x 3Y2 � 060 1 1,315 1,490 1,610 2,030 910; 11,130 1,280 1,385 11,745 IBC, FL, HUS48 61/a 14 3atia 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% 7Ya 3 (22) 0.162 x 31/z (8) 0.162 x 31/2 1:760 4,265 4,810 5,155 5,980 1,51 5 3,670 4,135 4,435 5,145 HGUS48 06 12 3% 7'Aa 4 (36) 0.162 x 31/2 (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 L'US410" "'"'.` 6'/a 18 : 39/6 83/a 2., (8) 0.162"x 31/2"'` (6) 0.162 x 31Iz 1 t4 1;836 2 075- .2 245 <2 830 1245, 1 575 7785..1,930 HHUS a ' x3J10 , A; ,905 5 5 a 175 N6US410 87fia, " 12 35/a 946, -. "4 (46) 0'°:162 x34/z`' (16) 0162 x 3'h, =:4,095 9,1Qi1 9101) 9,100'' 9,100 3 520 7825 .7$25 7825 7 825 IB L,A L, HGUS412 107/Ia 12 35/a 107iia 4 (56) 0.162 x 31/z (20) 0.162 x 3Yz 5,695 9:045 9,045 9;045 9:045 4,900 7,780 7,780 7,780 7,780 HGUS414 117/ie 12 35/a 12346 4 (66) 0.162 x 31h (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes FL 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 -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 31/2" in the joist, with no load reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. e HTU - - Face -Mount Truss- Hanger • The HTU face -mount truss hanger has. nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to'/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/8" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge N Finish: Galvanized L VInstallation: _ Use all specified fasteners;.see General Notes 0 • Can be installed filling round holes only, or filling U round and triangle holes for maximum values i N • See alternate installation for applications using the HTU26 on a 2x4 carrying member or J HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity ,- --'Options:- - HTU may be skewed up to 67Yz°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart j Min. heel height per table 6 Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. ,_, HTU26 Typical HTU26 Minimum Nailing Installation 78 IIIdx. ydp UULWGelI WIU UI truss and carrying member HTU Installation for Standard Allowable Loads (for 1/z" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Alternate Installation - HTU28 Installed on 2x6 Carving Member (HTU210 similar) No Herght i W ; H ' ,B �arrymg , , , uarneu _ 'Member I° Member-, upncr (160) rruur (100) mluw I ,num . (115) �r(125) vuum upuii ;(160) I.(160) nuuv (100); 0uuw (115} x- nuu, ;(125) _vumu (160) =ner:, Single 2x Sizes HTU26 3�1z::.151a '8%; '3"/z ''!20}0.167x31z' (11}:0.148x1'/x, t,'^` 7,6?G 1,6t�,% 6 to rs 70' .:S J :.681', 1,iif 4 f 0; 'HTU26(Min); 37A ;15/a 5?iis (20)0.162.X31h, (14)0.148X`1�Is 1;256` 2,940 3,200 3,200 3;200' 1,075"-.1,85^r,: 2,015 `_2,015'"2,015 HTU26 (Max:)';, `." 51/a, -V% ale ' 3Yz.: (20) 0.1fi2,x 3'h (20} 0.148 x.1,1h 31;5,55 2,9d09 4_j'kV t ( 5,80 4 010 1;335 =2,530 ,^r, 35n , :3, 8 .. 3,450; IBC, HTU28 (Min.) 37/a 15/a 7% 31/z (26) 0.162 x 31/z . (14) 0.148 x 1'h 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 7Y4 15/8 71A6 3Yz (26) 0.162 x 3Yz (26) 0.148 x 11h 2,020 3,820 4,315 4:655 5,435 1,�35 3,285 3,710 4,005 4,675 LA HTU210 (Min:) ` 37%''. 1 % 91AG :3Yz (32} 0.16Zx�31h. ,-(14)A:148 x 1 Y2' '1;330 Uf u r 80i) );/ 300 =3U0 1,145 3,2'25,, .r,22 3;225 ",225 HTU210 (MaX) , 9114:- , 15/a 9"As 311� ', (32) 0.162 x 31h , (32j'0.148 x t "h 3,315 ` 4,705 , 1si.. , r 30 5 995 2,856 4;045 5(%5 ` 4 a t10 `i; 5,155:' Double 2x Sizes HTU26 2°(Min) . 3'/a; 3�4e 5'hs., �31z ' (20} 0.162 x 3'lz ; HTU26-2 (Max.) ; 5Y2' 35ii6''< !e 3Yrv, (20) 0.162 k 31h _(20)'0.148 k3 2,175, 2,940 ' 3 320�j� a80 3i . 1,870 '2,530 ' 2,855 ,08 iF .855' HTU28-2 (Min.) 37/8 35/1s 7'/is 3Yz (26) 0.162 x 3'/z (14) 0.148 x 3 1,530 3,820 4,310 1 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-2 (Max.) 7 /a 35/is 7 /is 3 h (26) 0.162 x 3 /z (26) 0.148 x 3 3,485 3,820 4,315 4,65 5.82� 2,995 3,285 ., ; a ,1, „.'i=' en i 3. '10 FL, LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and 1/z", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11W nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 96 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. • O HTU Face -Mount Truss Hanger-(cont.) @ Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Min. Fa' ners;(in A, A I" U, Mipimuin na Member HTU26 (Min.) 37/e I (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 11/z 925 1 1,470 1 1,660 1 1,790 1 1,875 1 795 1 1,265 1 1,430 1 1,540 1 1,615 HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31/z 1 (20) 0.148 x 11/2 1,240 1,470 1,660 1,790 1 2,220 1 1065 1 1,265 1,430 1,540 1 1,910 IBC, -.-7v. ,' /' -o n� • ron1 ri ino"� q,ic i�FM y a_�Vai . rain :i .3 nnn: ; a..� r' ari' ( Q ona t' i Fn� , Fin , o a fi:° iati = pan' FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1/2". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/? and 1/2", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVFPl 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" 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. 19 HU/HUC/HSUR/L ............ _._..__...__....................._.._.........................................................................._.._......_.._..............................._............................................................................... Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/15" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/1e° at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) far concrete andA" x 2a44" Tite,l 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or BNP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/15"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/1e"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material z will reduce or eliminate the mechanical interlock of the > threads with the base material and will reduce the anchor's z i load capacity. 0 0 • Titen Installation Tool Kts are available. They include a 3/ie" drill bit and hex -head driver bit (Model TTNT01-RC); Z a 3/16" x 41/2" drill bit is also available (Model MDB18412). 0 • A minimum edge distance of 11/2" and minimum end distance 0 /a of 3'" is required as shown in Figure 1 for full uplift load. co Z' m Where no uplift load is required, a minimum end distance m of 11/2" is permitted. S o Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 11'. HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Simpson.. ... Construction Connectors HU/HUC/HSUR/L a ......._... __.._........ __...... _......... _._._..... _..................... _............... _.................. __................... _.__.............._........... _.._....................................... __._......................... _..... _.._..... .................................................. _.... _.................... .... ........ Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. HU26 HU26X (4)114 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 HU28, HU28X {6)11a;X23/a (6)�fazja/a {4}014BX1�/z 545 1,500.' 760 2400 HU24-2 HUC24-2 (4)114 x 23/4 I (4) 114 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 s HU26.2(Min): HUC262 (8}1%a'x23/a #;;� (8)1/4xy3la„(4)0148xp3 �760 2000 7,6,0 3200 f HU26 2 (Max) HUC26 2 (12}:lax 23/a 12 Y4 x13/a I (6) 014$3),135 3 00© 135 3 950 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8)1/4 x 1 3/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)114 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 'HU28-2 (Min )' _ . HUC23 2 (Min) ;` (10)1l X 2'/d '� (10)1l4 x 13/a (4) ^760 ; 2 500 '' ,.760 3 725 f HU28-2 (Max'.) HUC2$ 2 (Max) (14} 1/a x 23/a , b (14)'1/a x131a (6) 014$ x 3 a�1135 3,500 1,135 4 920 HU210 HU210X (8)1/4 x 23/4 (8) 1/4 x 1 3/4 (4) 0148 x 11/z 545 2,000 760 2,415 HU2102(Mm)" HUC210`2(Min}-, (14)llax231a '`. (14}14klaJ4 ''(6)0148'K3 ,7,135w 3,500.'k 1�135._.,. ,s. 4920 f HU210 2 (Max } HUC210' 2 (h9ax.) . ° (1$)1In x 23/a (18} 1/a x 13/a (10) 0148 z 3 1 800 „ ,:` 4 500 ¢ m 1 $00 5 085 HU210-3 (Min.) HUC210-3 (Min.) (14)114 x 23/4 (14)1/4 x 13/a (6) 0.148 x 3 1.135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 : „} HU212X- (10} llax 23/a (10)1/dx=13/4 ' (6) 014$x1 h 1135 2 500 1135J,2 665. HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUG212-2 (Max.) (22)114 x 23/4 (22)1/4 x 1 3/4 (10) 0.148 x 3 1,350 5,085 1,350 1 5,085 HU212=3 (Min ), HUC212'-3 (Min.) 06)-Y/a x 23/4. (16)1la?X 131a (6) 0148 K3 1135 1,135 A 920 HU212-3 {Max) ,', HUC212 3,{Max} '; (22}?lax 23/4t (22} 114 x 13/4 (10} 014$ X 3 1800, 5,0$5 ; t 1,800 5,085- HU214 HU214X (12)1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 11/x 1,135 2,665 1,135 2,665 ACItT i. i�iG'C HU214-3 (Min.) HUC214-3 (Min.) (18) 1/4x23/4 (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.) (2 4) 1/4 x 23/4 (24)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216;% HU216X° ` (18) ?/a x 2�a E (18} 1/a x'13/a (8) 0148 x y/z 1 515 2,920 " 15)5 r2 920 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)1/4 x13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216 2 (Max.) HUC216 2 (Max.) (26)1/a x 23/a I (26)114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU2i_6 3 (Mm } '.'> HUC216-3 4,920 ` 1,515 <:4 920 HU216 3,(Max)_ HUC216: 3 (Max.)` _ (26}'1/4x"13/a + =(12) 0148X 3 015 5 085 2 015 5 085 mr HU7 (Min.) (Not available) (12)1/4 x 23/4 f (12)1/4 x 13/4 (4) 0.148 x 11/z 545 2,980 760 2,980 HU7 (Max.) (Not available) (16) 1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/z 1,085 3,485 1,085 3,485 H119'fMin.l t .: tNot.availahlel f18111e x ?3/4f1811/1 x 13/a 1610148 x Iyh 1 135. 3.230, HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11h 1,135 1 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 1 3/4 (10) 0.148 x 11/z 1,445 1 3,735 1,445 3,735 0 '38 STAGGER JOINTS - TYP.-\ UPLIFT/SHEAR ANC EACH TRUSS - SEE PLAN 1' v RAISED HEEL ROOF TRU55E5 B/SKI SEE PLAN lalalalal, ill,-_� ■I_I■■I.I aaa�a�aaaaa�aaa�aaaaau aaa�.l�.laaaa�aaa�.laaa� B/5KI-W NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY. RAISED HEEL TRUSS BEARING A SCALE: NTs 5KI 1I550N BOARD- SEE ICHEDULE FOR SPANG t ASTENING TO TRU55T5 i MASONRY WALL - SEE PLAN I ROOF SHEATHING- SEE f SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRU55E5 -SEE PLAN N w 0 RIBBON BOARD- u < < ; SEE SCHEDULE z FOR SPACING d _U Fy W z Z Lu OU FASTENING TO w a i a <i TRU55E5 w o _ z 0 c WALL SHEATHING -SEE PLAN = a Z 3 MIN. 15/32' CDX PLYWOOD OR '' I 1/I6' 055 WITH 8d GUN NAILS U (0.131' X 2 IR') 0 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN 4 TRUSS- SEE PLAN SCHEDULE a m DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN W RAISED HEEL TRUSS BEARINGB REVISION: 5CALE, NT$ 5KI RIBBON 5CHEDULE, DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vultdr.5 MPH (2) 12d GUN (0.131' X 39 (Vasd=128 MPH) 2X4 51-F-2 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vu1t=180 MPH (2) 12d GUN (0.131' X 37 lVasMPH) 2k4 5PFF2 I6' TO EACH TRU55, (4) EXP. EXP. f NAILS AT JOINTS ENCLOSEED SHEET ➢RE RlaeDt+oF7MSSE PNSED HEFL ROOFIRUSSE SHEET INFORMATION REVIEWED RY: M SK.1 fAnuary,,I,U,, 2 C(20: c ; arpen, emcn. 'Orac ors 6 t b dAmerica, Inc.. NW Dear 'Matt- lthas come to ,myattention ,ih,gt?somequestions ,were raised concerning4, A, d- iAih6t6r, holes ,dr 116dthhthe: chords (wide .fdcej,q(sys4Zgable,end trussestqa] 0wf6.t ihf&aded rods used for "tie downs " If.these gable ends are over continuous su pport. �dt '6Vtfth&cenil�rline,,,Of't�he,,-Wide--- 'e, d e§m-dfbl illd �b w t face no -c i. . 't ,o-u a. maging.,any.conn-ec,t orlp a es4,'o-.r:veriicdl webs h5 then nci:repatri�reuIrea.lThe truss pnIysrts;Z,feet°Of Floor additional. , load': - If you Kaveany queftions;,'016A§e givem, e-azall., Sincerely, , A A" r 40,8636.7 'ATE: Of 6760'F6rum Drive, 9'uite30'9,Orlando, FL3.282,,l--(8QQ)5?-I=979,0.-'(863):422-,8685 Thsdocumat has been electoNcad r siqmd Alpine, an ITW Company and sealed using a DOWSgo'tawe Pr 10d 6750 Forum Drive, Suite 305 copies vftoa an qil nd s(V%0xEi rma'tbo Orlando, FL 32821 44ed using ft original elecTomversion. Phone: (800)755-6001 ALPINE �w�'�'"`nw.rr. � �4 AN ITW COMPANY vvww.alpineitw. com COA 90,278 03/10/202.1 fa i �* No. 70861 � 1 i r�rns3�rttK. Customer.: CarpenterCentractors of America Job Number. N334502 Jnb Description: 7A5/320 ,,182ED F ,R101 / 1828/CALIl4EBB ELEV.D/F Alifl PCS' .lob En i�ee�n Griterla: Design Code: FBC 7th Ed. 2020 Res InfelliViEW Version: 20,02.00A JRef#. 1X31-89750073 Wind Standard., ASCE 7-16Wind Speed (mph): 160 Design Loading (pst): 37.00 ,Budding Type: Closed This package contains general notes pages, 21 truss drawing(s) and 5 detail(s). Item Drawing Number Truss 1 069.21,1302.22921 Al 3 069.21.1302..23391 A2 5 069.21.1302.22718 A4 7 06921.1302.23454 A6 9 06921.1302,23186 A10 11 069.21.1302.23218 A14G 13 069.21.1302.23061 62GE. 15 069.21,1302.23093 C2GE 17 069.21.1302.22858 EJ2 19 069,21.1302,22530 CJ3 21 069.21.1302.23281 HJ7 23 GBLLETIN0118 25 VAL1.80160118 ltetri. ` "Dram60 iJumiSer Truss°" . 2 069.2,1.1302'.22936 A1A 4 069.21.1302.22655 A3 6 069.21.1302.23141 A5GE 8 069.21.1302.22686 A8 10 069.21.1302.23609 Al2 12 069.21.1302.22952 131 14 06921.1302.22999 C1 16 069:21.1302.23453 EJ7 18 069r21.130222875 CJ5 20 069,21.1302.23359 CJ1 22 A16015ENC160118 24 CNNAILSPI014 26 VALTN160.118 Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 1:12:01 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or 1310, 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 wtww. icc-es. ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) .Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be .found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting -location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in- pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from,all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 41. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.or4. 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: 249741 / COMN Ply: 1 FROM: RWM Qty: 16 617 6'1 "7 i7 b TJ Job Number: N334502 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F Truss Label: Al 12'11"15 19,101, 26'8"1 6'10"8 610"1 6'10"1 =5X5 E i 10' -r 10' Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 9'10" 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): 91101, 29'8" Cust:R8975 JR&AX31-89750073 T10 / DrwNo: 069.21.1302.22921 TCE / YK 03/10/2021 336"9 39'8" 6'10"8 6-1"7 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.222 K 999 240 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 VIEW Ver. 20.02.00A.1020.20 03/10/2021 go 0 10, 1' 39'8.1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 /- /- /961 /309 /444 H 1711 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1136 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1207 K - J 2278 - 858 L - K 2278 - 879 J- H 2759 -1186 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 541 -134 K - F 530 - 745 D - K 530 - 745 F - J 541 -134 E - K 1362 - 605 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin+Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSIPI 1, or for handling, shipping,. installation. and bracin of trusses: A seal on this drawn or cover page 675o Forum Drive listing this drawing indicates acceptance of professional enpmeering responsibilitY solely -for the design shown. The suitability and use of this drawing for any sgructure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249762 ! COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T25 / FROM: RWM Qty.. 1 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F Dnallo: 069.21.1302.22936 Truss Label: A1A SSB ! YK 03/10/2021 F 14"12+ 8414+ 39'8" + "2 980310801111122 53'"24 T11"2 =5X5 F 39'8" 4'8"11 + 21"1P 13 8'0..11 8'1"9 12'10"4 1411'14 23'8" 31-8.11 17' 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: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. 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 U# VERT(LL): 0.304 P 999 240 VERT(CL): 0.568 P 831 240 HORZ(LL): 0.131 K - - HORZ(TL): 0.244 K Creep Factor: 2.0 Max TC CSI: 0.790 Max BC CSI: 0.859 Max Web CSI: 0.988 VIEW Ver: 20.02.00A.1020.20 03/10/2021 ;� 05 -i-1-I ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /309 /444 1 1556 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1412 - 2748 F - G 1408 - 2068 C - D 1815 - 3524 G - H 1217 - 2104 D - E 1436 - 2553 H - 1 1424 - 2776 E - F 1564 - 2530 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2376 -1110 L - K 2402 -1108 Q - M 3085 -1305 K - 1 2405 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens, Comp. C - S 579 - 993 M - F 1687 - 892 C-Q 818 -217 M-L 1746 -572 S - Q 2594 -1210 F - L 559 - 464 Q - D 1079 - 462 L - G 450 - 365 D - M 662 -1221 L - H 477 - 691 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have �roper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinccl1 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 i Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engqmeenng responsibilitty� solely -for the design shown. The suitabiliti9y and use of this - Suite 305 drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/TP1 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 Orlando FL, 32821 SEQN: 2497631 HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T9 / FROM: RWM ply: 1 7A5/320 ,182ED,F ,Ri01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23391 Truss Label: A2 SSB / WHK 03/10/2021 6'1"7 6'1"7 P b Z'6"15 19, 5"8 6'5"1 1'i 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: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,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(o.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. ;5X5=5X5 E F 39'8" 9'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 27'11 i 336"9 39'8" 6'5"1 6'5"8 6'17 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.172 L 999 240 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.747 Max Web CSI: 0.625 03/10/2021 Ver: 20.02.00A.1020.20 10' 1' in", 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /963 /310 /427 1 1556 /- /- /963 /310 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - 1 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly 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 Joini Details, unless noted otherwise. Flefer to ' drawings 160A-Z For standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1 or for handling, shipping,. installation. and bracin4of trusses. A seal on this drawing or cover papa 675o Forum Drive listing this drawing indicates acceptance of professional engqmeering responsibility solely -for design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 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: 249785 / COMN Ply: 1 Job Number: N334502 lust: R 8975 JRefAX3L89750073 T2 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F rwNo: 069.21.1302.22655 Truss Label: A3 SB / WHK 03/10/2021 617 12'11"15 19'10" 244" 33'6"9 39'8" 6'1"7 6'10"8 6'10"1 44 9'2"9 6'1"7 =5X5 E Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " l'1-( — 10' 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: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; B3,84 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 20'8" + 9'10" 1s'1o^ 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): 63 104X4 5'8" 4"" 5'4" 24'4" i 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.042 M 999 240 VERT(CL): 0.082 M 999 240 HORZ(LL): 0.013 C - - HORZ(TL): 0.024 C Creep Factor: 2.0 Max TC CSI: 0.968 Max BC CSI: 0.737 Max Web CSI: 0.550 VIEW Ver: 20.02.00A.1020.20 �d�' �SaaasasaeaA" 5 ���l. s ° o 7,08 1 E q U© O COA #fib y8 01YAL +ti 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlinq, shipping, installing and bracing. Refer to and follow the latest 13'4" 10, 39'8"'8" so 0 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 871 /- /- /610 1172 /444 N* 323 A A /156 /73 /- H 508 /- A /427 /147 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 68.0 Min Req = - H Brg Width = 8.0 Min Req = 1.5 Bearings B, N, & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 606 -1330 G - H 246 - 579 C - D 479 -1037 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp, Chords Tens. Comp B - M 1138 - 532 K - J 952 - 668 M - L 691 - 320 J - H 484 -143 L - K 967 - 695 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - M 375 - 360 K - F 885 -1602 M - D 558 -150 F - J 573 - 255 D - L 559 -723 J - G 495 -484 L - F 785 - 272 of fision of ITW BuildinQQComponents 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 bracin of trusses. A seal on this drawlnq or cover pa a 675o Forum Drive raw'ing indicates acceptance of professional engineering responsibilityy solely for the,design shown. The suitabili y and use of This Suite 3o5 any structure is the responsibility of the Building esigner per ANSIRI 1 Sec.2. rcmation see these web sites: Alpine: alpineitw.com; TPI: tpinst.org• SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN:249765/ HIPS Ply: 1 Job Number: N334502 Cust:R8975 JRetlX31-89750073 T8 / FROM: RWM Qly: 1 7A51320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22718 Truss Label: A4 SSB / WHK 03/10/2021 7'10"14 17' + 22'8" 7'10"14 T 9'1"2 5.8" M b co �1 10 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: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"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. ;5X5 =5X5 D E 39'8" 9.10" 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 Cade: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 31'9"2 + 39'8" 9' 1 "2 7' 10"14 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.149 J 999 240 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 - Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 VIEW Ver: 20.02.00A.1020.20 03/10/2021 l 10, 1' 39'S"r ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /386 G 1552 /- /- /965 /318 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 I - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 -448 E - 1 770 -435 K - D 770 -435 I - F 498 -448 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating,-handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or 810, as applicable. Apply plates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/TPI PI 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 en sneering responsibilit�yy solely -for the design shown. The suitability and use of this Suite 305 drawing for any sgr'ucture is the responsibility 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: 249766! COMN Ply: 1 Job Number: N334502 Cust: R8975 JRO:1X3L89750073 T11 / FROM: RDP Qty: 1 7A5l320 ,182ED,F ,RI01 ! 1828/CALI/4EBB ELEV.DlF DrwNo: 069.21.1302.23141 Truss Label: A5GE SSB / WHK 03/10/2021 {�12'11'15 °4 11°4 19'10° 21'1 ' 23'1 ' 21 32'e' 33'6"9 39'8° 6'1°7 3'8"9 7 6'10°1 2' 2' 2YP1 6'8' Ff�'-9 l-,rP =5X8 A J 4AMF AE ) AD AC A M a948L G 12 F W 6DE WOVZ,AIR SvC Al AP AZ 88 =3%6TAAl U 3X6(A7) 81 _AM 8X8 '6X6 &4X4 T m -8X8 ( ) =4X4 lim 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: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; W7,W14,W1 5,W1 6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 10.67 TC: From 76 plf at 10.67 to 76 pif at 32.67 TC: From 56 plf at 32.67 to 56 plf at 40.67 BC: From 20 plf at 0.00 to 20 plf at 39.67 BC: 128 lb Conc. Load at 23.21,23.79 PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98) Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C I ember design. Wind loading based on both gable and hip roof types. 21' i 5' i 1318, 21' 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): 7' 32'8° + 39'8° 310"8--1 13712 -I Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.114 AE 999 2 VERT(CL): 0.228 AE 999 2 HORZ(LL): 0.049 1 - HORZ(TL): 0.097 1 Creep Factor: 2.0 Max TC CSI: 0.679 Max BC CSI: 0.825 Max Web CSI: 0.970 VE IVIEW Ver: 20.02.00A.1020.20 Laterally brace chord above/ below filler at 24" OC (or as designed) including a lateral brace on chord directly below both ends of filler (if no rigid diaphragm exists at that point) OE S:p+a000s++44 Ire, 14 4 O 6 a 7> 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 768 /- /- /501 /331 /444 AB 2335 /- /- /955 /1010 /- Z 1089 A /- /488 /358 /- T 516 /- A /401 /224 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 3.2 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z. & T are a rigid surface. Bearings B, AB, Z. & T require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 476 -1085 1-1 395 - 201 C - D 345 - 809 J - K 395 - 206 D - E 408 - 753 K - L 545 - 272 E - F 420 - 751 L - M 613 - 304 F - G 406 - 669 M - N 511 - 252 H - 1 377 -189 S - T 231 - 600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-AH 918 -475 AD -AC 480 -256 AH-AG 480 -256 AC -AB 471 -327 AG-AF 480 -256 X - W 483 -157 AF-AE 480 -256 W - V 483 -157 AE-AD 480 -256 V - T 483 -157 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp AH-AI 508 -256 AB -AR 325 -523 AI-AJ 546 -274 AR -AS 450 -561 AJ-G 506 -266 AW-Z 277 -756 G -AL 519 -941 AW- N 241 -683 AL -AN 499 - 922 N -AX 678 - 358 AN -AP 521 - 959 AX- X 687 - 352 AP -AC 546 -995 X-AZ 298 -477 AC- K 794 -498 AZ -BB 271 -470 K -AB 570 -1384 BB- S 321 -454 -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)Y attached structural sheathing and bottom chord shall have a properly Id ceilingp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7-or 1310, e. ADI& oiates to each face oT truss and position as shown above and on the Join Details. unless noted otherwise. Pefer to IS 160A-Z tor standard plate positions. Reter to Job's General Notes page for additional information. a division of ITW BuildinggComponents Group Inc. shall not,be respponsible for any deviation from this drawing, any. failure to build the conformance with ANSI 1, or for handling, shipping,_ installation.and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive tis drawing indicates acceptance of professional engineering responsibility solelyor the design shown. The suitability and use of This Suite 305 for any structure is the responsibility -of the Building Designer per ANSIITFI 1 Sea2. information see these web sites: Alpine: alpine!tw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249767 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T7 ! FROM: RWM Qly: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23454 Truss Label: A6 SSB / WHK 03/10/2021 7'10"14 15' 24'8" 31'9"2 39'8" 7,10„14 7-1"2 9'8" T1"2 7'10„14 i :6X6 = 6X6 D T3 E 12 6 5 5X5 F C o r` W co W1 B G 4X6(A2) =5X5 =5X5 =5X5 =4X6(A2) 39'8" 10' 9110" 9'10" 10, 1' i 10' 19110„ 29,8" '+ 39,8„ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 A /- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 A /- /962 /328 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.115 1 Wind reactions based on MWFRS Mean Height: 15.00 ft Building.Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 NCBCLL: 10.00 p TCDL: 4.2 psf — 1 8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 I& dth =ere BCDL: 5.0 psf Bearings G a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 e. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1807 -2729 E - F 1827 -2537 C - D 1826 - 2538 F - G 1807 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP1.#2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110 member design. K - J 1847 -1131 I - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - I 628 - 300 K - D 628 - 300 1 - F 394 - 358 }`�}g3titl/lttdtttlttlittrtti 4r {� s� ♦�sslry 4lG e�n,�, O F Al 9% 7rg � i a a a C0 Attl�Ai 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handl!n shipping, installing and bracing. Refer to and follow the Iatestedition of BCSI (Building Component Safety Information, by TPI and SBCA) fo4 sa ety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless top have sheathing and bottom chord shall have a per noted otherwise, chord shall properly attached structural properly Locations for lateral have bracing installed BCSI B3, B7 or B10. attached rigid ceiling shown permanent restraint of webs shall per sections as applicable. Apply plates to each face. oT truss and position as shown above and on the Join i Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in 1, for handling, bracing. trusses. A seal this drawing or cover conformance with-ANSI/TPI or shipping,, Installation and of -on page 675o Forum Drive listing this drawing indicates acceptance of professional en meering responsibili�t�r solelyorthe design shown. The suitabili y and use ofq is . Suite Fos �esign drawing for any structure is the responsibility of the Building er per ANSI/TP1 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: 249768/ HIPS Ply: 1 Job Number: N334502 Cust: R8975 JRef:1X3L89750073 T6 / FROM: RWM Qty: 1 7A51320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22686 �SSB Truss Label: AS / WHK 03/10/2021 6'94 13' 19,101, 26'8" 32'10"12 39'8" 6'9"4 6'2"12 6'10" 6'10" 6'2"12 6'94 5X5 1112X4 = 5X5 D E F 12 6 2 X 4 C 2X4 ro O G � W3 ZW B H A I �8.V. =4X6(A2) —_5X5= 5X8 = 5X5=4X6(A2) 39'8" 10' 9'10" 9'10" 10, 1� 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 !- /- /953 /716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 f716 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 J Wind reactions based on MWFRS Mean Height: 15.00 ItB NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Br Width = 8.0 Min Re 1.8 9 q = Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 BCDL: 5.0 psf H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 Members not listed have forces less than Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2014 -2780 E - F 1973 -2289 C - D 1925 - 2523 F - G 1925 - 2523 Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H 2O14 -2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 381 - 339 K - F 425 - 401 L - D 535 -183 F - J 535 -183 D - K 425 -401 J - G 381 - 339 ;g�fsftltrflffy= tro�Ff` E - K 585 -391 tp.�A / fy •a •e ° 'M y b ® -�y08 q 1 ° 4. fp�p G + r c ® 6 m a y P49 0 a Z& A. CODA��� �a�artflt�ttk�1�� 03/10/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by SBCA) for TPI an safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall temporary 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 Oates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildinq Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the truss in conformance ANS!ITPI 1, for handling, bracingof trusses. A this drawin with or shipping,, Installation and seal on or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitabili y and use of This - Suite For drawing for is the Building -Designer any sfructure responsibility of the per ANSI/TP1 1 Sec.2.305 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: 2497691 HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3La6750o73 T5 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23186 Truss Label: A10 SSB / YK 03/10/2021 594 11' 19' 28'8" 33'10"12 39'8" 5'9"4 5'2'12 8' i 9'8" 5,2„12 5'9"4 i :5DX5 T2 =5E5 T3 =5F5 12 6 � � 2X4 W 2X4 C (a) (a) G rl W3 7 B H I�I 1 A a 11e'8" 4X6(A2) -5X5 =5X8 =5X5=4X6(A2) 39'8" 1' 10' 9'10" 9'10" 10, 1' 10' 19,10" + 29,8" i 39'8„ Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- P /940 /718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 P EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf H Br Width = 8.0 Min Re 1.6 Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.670 g q = p Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.758 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Chord Forceser Maximum Ply (Ibs) GCpi: 0.18 Plate Type(s): ChordsTens Comp Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 -2804 E - F 2388 -2695 C - D 2056 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T2 2x4'SP #1; D - E 2506 -2775 G - H 2184 -2797 T3 2x4 SP 2400f-2.OE; Botchord: 2x4 SP #1; We Maximum Bot Chord Forces Per PI Ibs Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Y (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B - L 2449 -1856 K - J 2163 -1578 (a) 1X4 #3SRB or better continuous lateral restraint to L - K 2146 -1573 J - H 2440 -1822 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 Maximum Web Forces Per Ply (Ibs) erection contractor. Webs Tens.Comp. Webs Tens. Comp. (a) or scab reinforcement may be used in lieu of CLR L - D 470 -72 K - F 628 -616 restraint. substitute (1) scab for (1) CLR and (2) scabs D - K 743 -785 F - J 466 -52 for (2) CLR'S where shown. Scab reinforcement to be E - K 794 - 538 same size, species, grade, and 80% length of web �t`ttetnraNt�t/� member. Attach with 0.128x3" gun nails @ 6" oc. lrf q� Wind a� Wind loads based on MWFRS with additional C&C +°$°•.� member design. Wind loading based on both gable and hip roof types. g 0. 708 1 ` w p F • m 0 O a` 8 i 0 r �r� 4$d raagAQ •�®�Ci•�L COA` 03/10/2021 • **WARNING*' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations for lateral have bracin installed BCSI B3, B7 1310 shown permanent restraint of webs shall per sections or as applicable. Apply plates to each face, oT truss and position as shown above and on the Joinf9Details, 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 BuildincL Components Group Inc. shall not,be responsible for any deviation from this drawing, any. failure to build the _ truss in conformance with ANSIrTPI 1, for handling, bracingof trusses. A this drawing - or shipping,, installation and seal on or cover pa a 675o Forum Drive Drive listing this drawing indicates acceptance of professional en sneering responsibilittyy solelyor the design shown. The suitabilif9 and use of this Suite 3o5 drawing for any structure is the responsibility of the Build ingUesigner per ANS1151 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: 2497701 HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRefAX31_89750073 T4 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23609 Truss Label: Al2 SSB / WHK 03/1012021 t 9' 17' 22'8" 1 30'8" 39'8" r 9' 8' f 5 8„ r 8' 9' 't �6C6 T2 _5XD5 =4E4 T3 =6F6 ,2 T 6� T_ o (a) W (a) u 'v WS 1 B M G I� A H 1�6'6" 4X6(A2) = 6X6 = 6X6 = 6X6-4X6(A2) 39'8" 1' 10' 9'10" 9'10" 10, 1' + T + 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 /720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.150 1 Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingB NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 Br Width = 8.0 Min Re 1.8 9 q = Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 BCDL: 5.0 psf G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# FT/RT:20 /10 0 0 Loc. from endwall: not in 9.00 ft () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2250 -2705 E - F 2239 -2478 C - D 2238 - 2478 F - G 2250 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1 X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 - 2647 I - G 2329 -1835 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - I 944 -834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 - 832 1 - F 718 -430 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. ytttcfatratrerttetr jo ri opy%� Wind i , Wind loads based on MWFRS with additional C&C �+ ee+""°"°••o. member design.' �q 4 .�°'g;• Wind loading based on both gable and hip roof types. � °«° z a. 08 9 a ° + w ,, •+485 AT°tr ®®••°Y•1. •®•�� V 1b • 'b AN COA(4*`` 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicab-le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Refer to Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI ITPI 1, or for handling, shipping,installationbracinccl1 trusses. A this drawing and of seal on or cover pa a 675o Forum Drive listing this drawin indicates acceptance of professional engineering responsibili soleiy-for the design shown. The suitability and use of this Fos drawing for any sfructure is the responsibility of the Building -Designer per ANSI/T 1 1 Sec.2. Suite For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821 SEQN: 249781 ! HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T31 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23218 Truss Label: A14G SSB / YK 03/10/2021 7' 13' 19' 28'4" 32" 398" r 7� 6, 6' 9-4„ i � 7' �1 1116C6 =4p4 =8XE0 =H1F14 6G 12 T2 T3 T4 T 6� T o (a) W (a) B h H T =5X5(A2) -H0510 =4X4 =6X8 1115X5K B3 -4X6=3X6(A1) 28'4" 1 11'4" 1010"4 5'1"12 4'4" 4'4" T 1' 8' T 18'10"4 24 ZB'4" 2 " f' 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 loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240 B 1922 /- /- /- /884 /- BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 /- /- /- /1911 /- EXP: C Kzt: NA HORZ(TL): 0.091 L - - Des Ld: 37.00 H 80 P P /- /60 P Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.846 B Br Width = 8.0 Min Re 1.6 g q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.785 MWFRS Parallel Dist: 0 to h/2 K Brg Width = 8.0 Min Req = 5.5 H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819 Bearings B, K. & H are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, K. & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; B - C 1596 -3565 E - F 169 -505 T4 2x6 SP SS; C - D 1465 -3467 F - G 400 -180 Bot chord: 2x4 SP 2400f-2.0E; B3 2x4 SP #2 N; D - E 1332 - 3056 G - H 538 - 269 Webs: 2x4 SP #3; W6 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - N 3126 -1377 L - K 786 -1874 nails(0.113"x2.5",min.). Restraint material to be supplied N - M 3815 -1821 K - J 786 -1874 and attached at both ends to a suitable support by erection contractor. M - L 2986 -1327 J - H 179 - 399 (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs Maximum Web Forces Per Ply (Ibs) for (2) CLR'S where shown. Scab reinforcement to be Webs Tens.Comp. Webs Tens. Comp. same size, species, grade, and 80% length of web �ttt}{ttlUmi't�/r member. Attach with 0.1280' gun nails @ 6" oc. dlrfiry�f C - N 1089 -274 L - F 3047 -1224 ' f:Ix Loading N - D 440 -430 F - K 2007 -4053 D - M 568 -883 F - J 1889 -778 �,{? ea°a°• #1 hip °"e% M - E 834 - 67 G - J 344 - 528 supports 7-0-0 jacks with no webs. �_� da � *ae E - L 1423 - 3051 Wind tl$ tw a • o Y. Wind loads and reactions based on MWFRS. r 7,08 Wind loading based on both gable and hip roof types. .. ' • e v° WARNING! This truss is not symmetric, but its e exterior geometry makes erection error more probable. It is imperative that this truss be installed ,, i properly. •� a oe COAT ( ONAL ti`\�► =401161 ; 03/10/2021 "`WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! ..IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, by TPI and SBCA) r safety to these functions. Installers shall of BCSI (Building temporary practices prior performing provide bracing per BCSL Unless noted otherwise, top chord shall have attached structural sheathing and bottom chord shall have a propgr properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed BCSI sections 83r B7 or B10, per 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 drawings 160A-Z for Refer to General Notes for information. standard plate positions. job's page additional Alpine, a division of ITW Building -Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure truss in ANSVTPI 1, for handling, bracing trusses. A this drawing to build the conformance with or shipping,, installation and of seal on or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of lfiis Suite 305 drawing for any s9ructure is the responsibility of the BuildingWesigner per ANSI/TUI 1 Sec.2. For more information see these web sites: Alpine: at ineitw.cwm; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 2497711 COMNI Ply: 1 Job Number: N334502 Cust: R 8975 JRef1X3L89750073 T20 / FROM: RWM Oty: 1 7A51320 ,182ED,F ,R101 / 1828/CAL1/4EBB ELEV.D/F DrwNo: 069.21.1302.22952 Truss Label: B1 �SSB / WHK 03/10/2021 5'7"4 5'7"4 10'8" 5'0"12 =4X4 D 15'8"12 21'4" 5'0"12 + 57"4 1, 8' 21'4" S'4" S' 8' 13'4" 21'4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefI/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): 0.047 H 999 240 LOC R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.088 H 999 240 B 864 /- /- /529 /397 /229 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.020 G - - F 805 /- /- /464 /361 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.037 G Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 5.2 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.371 F Br Width = 8.0 Min Re 9 q = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.611 Bearings B & F are a rigid surface. Spacing: 24.0 " C&C Dist a: ft Rep Fac: Yes Max Web CSI: 0.232 Bearings B & F require a seat plate. dwa 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 1190 -1344 D - E 1113 -1152 Top chord: 2x4 SP #2 N; C-D 1104 -1146 E-F 1201 -1351 Bot chord: 2x4 #2 N; 3; We Webs: 2x4 SP #3; Maximum Bot Chord Forces Per PI Ibs y (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind Wind loads based on MWFRS with additional C&C B - H 1152 - 993 G - F 1161 - 955 H - G 795 -539 member design. Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 471 - 284 D - G 394 - 335 H - D 383 - 322 G - E 479 - 289 03/10/2021 • **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary - bracing per BCSI. Unless noted otherwise, top chord shall have propgr attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, - as applicab4e. Apply plates to each face of truss and position as shown above and on the Join 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 BuildinQ Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the - truss in conformance with ANSI/TPI 1, -or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover page 6750 Forum -Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2. Suite 305 • For more information see these web sites: Alpine: aloineitw.com: TPI: toinst.oro: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 249772 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T3 / FROM: RWM Qty.. 1 ,7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23061 Truss Label: 32GE SSB / YK 03/1012021 10'8" 21'4" 10'61. - 10,8" i^ 4,8„ 2' � (TYP) =4F4 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 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. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. =JA* 21'4" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.004 R 999 240 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.007 R 999 240 B 245 /- /- /134 /103 /243 Snow Duration: NA HORZ(LL): 0.005 L - - J* 72 /- /- /35 /33 /- HORZ(TL): 0.006 L Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 FBC 7th Ed. 2020 Res. Max TC CSI: 0.196 J Brg Width = 248 Min Req = - TPI Std: 2014 Max BC CSI: 0.164 Bearings B & B are a rigid surface. Rep Fac: Yes Max Web CSI: 0.069 Bearings B & B require a seat plate. Members not listed have forces less than 375# FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 _n6�+ , _••- �riy i l ..slPP �� 16*pp0i4p fB' lw�lr w afiQtalFt�s69tti11 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in_fabricatinq,_handling, shipping, installinq and bracinq. Refer to and follow the latest edition of BCSI • as appncaDie. Apply cares to eacn race or truss ana position as snown acove ano on the joint uetaus, unless note❑ otnerwise. Kerer to drawings 160A-Z for s andard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any -deviation from this drawing, any, failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingof trusses: A seal on this drawin or cover page listing this drawin indicates acceptance of professional en1r,eenng responsibility solelyor 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. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249773 / COMN Ply: 1 Job Number: N334502 Cust R 8975 JRef:1X3L89750073 T19 FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22999 Truss Label: C1 SSB / WHK 03/10/2021 7' 7' 5X5 C 14' 7 e. 7' 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: 15.00 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: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): 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 14' 7' 7' 14' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.014 E 999 240 VERT(CL): 0.025 E 999 240 HORZ(LL): 0.008 E - - HORZ(TL): 0.013 E Creep Factor: 2.0 Max TC CSI: 0.767 Max BC CSI: 0.503 Max Web CSI: 0.119 VIEW Ver: 20.02.00A.1020.20 E' a s y a � a m 0 v v � TA+ ���� A• O�� t d0 °, COAL/i(oON AL 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 588 /- /- /371 /272 /158 D 527 /- /- /305 /234 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 805 -740 C - D 807 -739 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 598 - 542 E - D 598 - 542 t '•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 Der BCSI. Unless noted otherwise, top chord shall have proper)v.attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for of lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10. as applicabge. Apply plates to each face, o truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildirihComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSIrf PI 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 en meenng responsibilittyy solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. 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: 249774 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef1X3L89750073 T1 / FROM: RWM city: 1 7A5/320 ,182ED,F ,RI01 / 18281CAL114EBS ELEV.D/F DrwNo: 069.21.1302.23093 Truss Label: C2GE SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " i 5' '{ 2' (TYP) 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. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. =4X4 D 14' 14' 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)/10(0) Plate Type(s): 14' 7' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.005 J 999 240 VERT(CL): 0.008 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.308 Max BC CSI: 0.177 Max Web CSI: 0.142 VIEW Ver: 20.02.00A.1020.20 �H. - q�f 9 o. 7,08 1 • Y P 0 0 O COA t' ry �0MAL 03/10/2021 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B' 68 /- /- /38 /30 /13 F 268 A A /206 /134 /- Wind reactions based on MWFRS B Brg Width = 159 Min Req = - F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 377 -129 D - E 376 -129 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 238 H - E 511 - 238 "`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 ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, 87 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Aline, a division of ITW BuildinccL�Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the tr ss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing.this drawing indicates acceptance of professional engtneenng responsibilityy 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 ANSIrrPI 1 Sec.2. For more information see these web sites: Alpine: alpineilw.com; TPI_ tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org;_AWC: awc.org Orlando FL, 32821 SEQN: 249783 / EJAC Ply: 1 Job Number. N334502 Cust: R 8975 JRef:lX3LB9750073 T15 / FROM: RWM Qty: 14 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23453 Truss Label: EJ7 �JB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12'2"11 12 6 M O In C7 fM B T A $B D 1, 7 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 o.7`(iS 1 o , °s AT ® , COA L. 0 At 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 D 125 /- /- /73 /- /- C 174 A /- /128 /169 /- 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# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attacheU rigid ceiling Locations shown for ermanent latefal restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face oTtruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI lTPI 1, or for handling, shipping,, installation and bracin4 of trusses. A -seal on this drawing or cover pate 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibili((�� solely -for the design shown. The suitability and use of this Susie 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: alpineitw.com; TPI: tpinst.org; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249776 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T23 / FROM: RWM Qty: 2 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22858 Truss Label: EJ2 KD / WHK 03/10/2021 12 2X4(A1) 2' 2' 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: 15.00 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 to 2h TPI Sid: 2014 Spacing: 24.0 " C&C Dist a: 3.00 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 anrnvr= 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. — True Con bra( atta as C TI r�� 9'8"4 co d' to 0) 81811 Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL VERT(CL): NA B 157 /- /- /140 /54 /52 HORZ(LL): 0.000 D D 32 /- /- /18 /- A HORZ(TL): 0.001 D C 34 /- /- /20 /26 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.137 B Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.026 D Brg Width = 1.5 Min Req = - Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearings B, D. & C require a seat plate. Members not listed have forces less than 375# VIEW Ver: 20.02.00A.1020.20 \�• � �sr0ji o. 708 1 kT ® , •f11MAm�rP "i1�\\ COA #nyy�� `w I .. F ` �V ����YY MB196i14444&1 03/10/2021 "`WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! RTANT" Alpine, a division of truss in conformanc listing this drawing, drawing for any sru For more information inQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the 3I TPI 1, orfor handling, shipping,. Installapon and bracingof trusses. A seal on this drawin or cover page acceptance of professional engreering responsibilit�yv solely -for the design shown. The su!tabili& and use of this responsibility of the Building Designer per ANSI/TP1 1 Sec.2. veb sites: Alpine: alpineitw.com: TPI: tpinst.orq: SBCA: sbcindustrv.com; ICC: iccsafe.orq; AWC: awc.orq 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 249777 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JR&AX3L89750073 T18 FROM: Oty: 4 ,7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22875 Truss Label: CJ5 KD / YK 03/10/2021 C 11'2"5 12 6 M d) to co B 3=A 8'8" D 1, T 4'11"4 4' 11 "4 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: 15.00 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: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Lac. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 IArA%iG 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. Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D - HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ea;.o � S o �% e° p a � o ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 A /- /51 /- /- C 118 A A /85 1116 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# COA 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlinqg shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) f-oF 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 otiYwebs shall have bracm installed per BCSI-sections B3, B7 or B10 as applicable. Apply Oates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible -for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enQQrneenng 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 Orlando FL, 32821 SEQN: 249778 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRefAX31_89750073 T21 / FROM: City: 4 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22530 Truss Label: CJ3 SS8 / WHK 03/10/2021 2'11"4 T 2' 11 "4 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 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 92 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. )w Criteria (Pg,Pf in PSF) NA Ct: NA CAT:. NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C 1 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: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 Ve r: 20.02.00 A.1020.20 NX11 ,fit` �, ®�sra®aoazoyi" i 4 d o. T08 1 J m %AT&r�sr; a � ags�600t�tlPPap9 5' � 03/10/2021 10'2"5 O) M CV 68" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 171 /99 D 50 /- /- /27 /- /- C 63 /- /- /44 /64 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# **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 cJ SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face off truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not be res .onsible for any deviation from this drawing, any, failure to build the trUss in conformance with ANSI/1 PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive listing -this drawing indicates acceptance of professional engineering responsibilittyy 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 Orlando FL, 32821 SEQN: 249779 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRefAX3L89750073 T22 ! FROM: Qty: 4 ,7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23359 Truss Label: CA SSB / WHK 03/1012021 12 6 C U 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 _�F T 9'2"5 M M $'$" =91 1, 11114 11114 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl Uh Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.183 TPI Std: 2014 Max BC CSI: 0.022 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 0� s b ■ S t4`i r ®g�a7 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 /45 D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached -structural sheathing and bottom chord shall have a properly 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 places to each face of truss and position as shown above and on the Join 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 Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the trUss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this Suite 305 drawing for any sgructure is the responsibility of the Buildingtesigner per ANSI/T 11 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: 249780 / HIP_ Ply: 1 Job Number: N334502 Cust: R 8975 JRef1X3L89750073 T27 FROM: RWM Qty: 2 , A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23281 Truss Label: HJ7 KD / WHK 03/10/2021 5'3"5 5'3"5 9'10"1 4'6"11 L) 12'2"3 12 4.24 a 2X4 C v m n M � v B T 42 A 8 8 FE 2X4(A1) = 4X4 1'5" } 9'2"2 i 7. 9'2"2 9,10"1 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: 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: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5") nails at top chord (3) 16d common (0.162"x3.5") nails at bottom chord ° Ti C al a; di A tri di • R Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): DefUCSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.040 F 999 240 Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 P VERT(CL): 0.076 F 999 240 HORZ(LL): 0.010 C - - E 364 A /0 A /84 /0 HORZ(TL): 0.018 C D 214 /- A A /177 /- Creep Factor: 2.0 Wind reactions based on MWFRS Max TC CSI: 0.546 B Brg Width = 10.6 Min Req = 1.5 Max BC CSI: 0.416 E Brg Width = 1.5 Min Req = - Max Web CSI: 0.260 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. VIEW Ver: 20.02.00A.1020.20 B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 *�"•9gasasa 0.70� S 03/10/2021 "'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary cing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly 'chetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections 63, B7 or B10, applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. -Refer to ings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. -failure to build the .sin conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses: A seal on this drawing or cover pa4e rig this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this wing for any structure is the responsibility of the Building Designer per ANSI1TPI 1 Sec.2. more information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org 6750 Forum Drive _ Suite 305 Odando FL, 32821 Gable Stud Reinforcement Detail -ASCE. 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ort 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 ❑ri 120 mnh Wind Snaad. 19' Mann Wolnh+ P—+Ia11- 97am.-1...A n v,. - I nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) ix4 'L' Brace if (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ON (1) 2x6 'L' Brace 11 (2) 2x6 'L' Brace Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' - S P P #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' p Standard 3' 8' 4'11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' a% #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' r Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 6' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 1 8' 9' 9' 1' 10' 5' 10, 10' 13, 9' 14' 0' 14' 0' 14' 0' U u C H Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' O f Standard 4' 2' 6' 1' 6' S' 8' 1' 8' 8' 30' S' 10' 10' 12, 8' 13' T 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' CU D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' CS 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' U LJ P 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' 1 8' 5' 8' 8' 9' 11' 10, 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10, 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 1 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' .--I D P L Stud 4' 9' 7' 4' 1 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 1 14' 0' 14' 0' Standard 4' 7' 6' 6' 1 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 1 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used, Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect dianonnl at AN ITW CO 11 514\ Earth\ City\ Expressway 11 Suite\ 242 \ 1 Earth\ City.\ MO\ 63045 �ymm About 18' L 'L' Brace End Zones, typ, 2x6 DF-L #2 or better diagonal 'i' bracer single 8, or double cut (as shown) at upper end, N41_1 14N Refer to chart irk vVARNDRly READ AND FDILDV ALL N=S RI THIS DRAVINM vDPIX(TANTv FUIMISH THIS DRAWING TD ALL CMUMTMS INCLUDING TIE INSTALLERS( Trusses require extreme care N fabricating, handling, shipping, Installing and bracing. Refle " follow the latest edition of BCSI (Bullding Component Safety Information, by TPI and SHCA) f Practices prior to performing these functions. Installers shall provide tenparary bracing Unless noted otherwise, top chord shall have properly attached structural sheathing and shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrolshall have brodng Installed per BCSI sections B3, H7 or B10, as applicable.A of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 16CA-Z for standard plate positions. ' Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any devlatl tuts drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, sNpl mstattation B bracing of trusses. A seal on this drawing or cover page Listing this drawing, Indicates acceptance of professional engineering rrsponsblity solely for the design shown The sultabllty and use of this drawing For any strv,cdre Is the responsbllty of the Binding Designer per ANSLITPI 1 Secd For more Information see this Job's general notes page and these web sites ALPINE, wwwnlpinettw.comi TPI, www.tpinst.orgl SECA, www.sbclndustry.orgi ICG wwwlccsafenrg Bracing Group Species and Grades+ Group At S ruce-Pine-Fir Hem -Fir #1 / #2 IStandarl 1 #2 1 Stud #3 1 Stud #3 Standard Dou las Fir -Larch Southern Plnewwwt #3 #3 Stud Stud Standard Standard Group Bi Hem -Fir #1 & Btr #1 DO u ins Fir -Larch Southern Plneltww #1 #1 #2 #2 ix4 Braces shall be SRB (Stress -Rated Board). ■xFor 1x4 So. Pine use only Industrinl 55 or Industrial. 45 Stress -Rated Boards, Group B values maybe used with these rndes, Gable Truss Detail Notesi Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3,0' min) malls. )K For (1) 'L' brace, space malls nt 2' o.c, In 18' end zones and 4' o.c. between zones. '.IE)EFor (2) 'L' braces, space malls at 3' o.c. In 18' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of S07 of web member length, Gable Vertical Plate Sizes Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4', but less than 11' 6' 3X4 ytfrj �d �t Greater eater than 11' 6' 4X4 /iQml II + Refer to common truss design for peak, splice, and heel plates. % Refer to the Bulldndition ing Designer for cos ve tl` lei gth, not addressed by this detail. REF ASCE7-16-GAB16015 K:�4'�V DATE 01/26/2018 DRWG A16015ENC160118 y'V4��\�l, MAX, TOT. LD, 60 PSF wv�41�/10,/2021 MAX, SPACING 24.0w 'T' Reinforcing Member Gable Truss Gable Detail For Let -in Verticals Gable Truss Plate Sizes 3propriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a to that covers the total area of apped plates to span the web, „ 2X4 2X4 P2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallst 10d Common (0.148'x 3',min) Nails at 4' o.c, plus (4) nails In the top and bottom chords. Toenalled Nails- 10d Common (0.148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords, This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 8 ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENCI00118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENCI00118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENCI00118, S18015ENC100118, S20015ENC100118, S20015ENDI0011 �33l9ftaQiQj S11530ENC100118, S12030ENC100118, S14030ENC e• 30fi01�8,f�/y S18030ENC100118, S20030ENC100118, S20030E 01 Q�QP b10 $�} See appropriate Alpine gable detail for maxis, ej�g1�2g�f'dq 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ °T' Brace Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 ontP�TaNro nasi�nvnucREAD AND Fm°awALL NOTES [IN iL A sT��DRAVM a U. t tiJo s REF LET -IN VERT Trusses require extreme care In fabricating, handUng, shipping, InstnlUng and bracing. Ref �toban$, DATE 01/02/2018 followthe latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s tyw a ,. practices prior to performing these functions. Installers shall provide temporary bracing pe BCSL a C' unless notedPtPerw�e, top chord shalt have properly attached structural sheathing and bo m choill �'�' DRWG GBLLETIN0118 shall haven property attached rl Id ceiling. Locations shorn for permanent lateral restraint f sa shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ea c� of truss and position as shorn above and an the Joint Detalls, unless noted otherwise. .� a • �/ PI Refer to drawings 16CA-Z for standard plate positions. ••` f ya8 tiC Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatio r �•ww s*• this drawing, any fa0ure to bulld the truss In conformance with ANSI/TPI 1, or for handling, sWppin •wwnnwn•a AN ITW COMPANY Installation m bracing of trusses. a{Cti� MAX, TOT, LD, 60 PSF A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional U �p h \ 514\ Earth%City\ Expressway engineering responsbllity solely for the design shown. The suitability and use of this drawing 'h4 j iY1Y7�10/2021 \\suile\zaz for any .structuire Is the responsibility of the Mdhg Designer per ANSI/TP1 1 Sec?_ B1 N DUR, FAC, ANY 1\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sltesi MAX, SPACING �4,0' ALPINE, www,alpheltw.coni TPI, www.tpinst.orgi SBCAi vr.sbcindustry.orgi ICO wwwJccsafearg NAIL SPACING DETAIL MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BL❑CKS, GREATER SPACING MAY BE REQUIRED TO AV❑ID SPLITTING, BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL, LOAD PERPENDICULAR TO GRAIN A — EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) B — SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C — END DISTANCE (15 NAIL DIAMETERS) LOAD PARALLEL TO GRAIN A — EDGE DISTANCE (6 NAIL DIAMETERS) C — SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS) D — SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS) IF NAIL HOLES ARE PREB❑RED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW: C)K)K W SPACING MAY BE REDUCED BY 50% WW SPACING MAY BE REDUCED BY 33% DIRECTI❑N OF LOAD AND NAIL ROWS i z W J Ci_ iAiAi NAIL LINE � J P4 - A ll ii 11 1 C)K T� Bw B/2 )E C)K A MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A B)K C)K* D 8d BOX (0,113"X 2,5°,MIN) 3/4" 1 3/8' 1 3, 7/8' lid BOX (0,128'X 3,',MIN) 7/8' 1 5/8' 2" 1" 12d BOX (0,128'X 3,25°,MIN) 7/8" 1 5/8' 2' 1" 16d BOX (0,135'X 3,5",MIN) 7/8' 1 5/8' 2 1/8" 1 1/8' 20d BOX (0,148X 4,",MIN) 1' 1 7/8' 2 1/4" 1 1/8' 8d COMMON (0,131'X 2,5°,MIN) 7/8" 1 5/8' 2' 1' lid COMMON (0,148'X 3,',MIN) 1' 1 7/8' 2 1/4" 1 1/8' 12d COMMON (0,148'X 3,25',MIN) 1' 1 7/8' 2 1/4' 1 1/8' 16d COMMON (0,162'X 3,5',MIN) 1' 2' 2 1/2' 1 1/4' GUN (0,120'X 2,5',MIN) 3/4' 1 1/2' 1 7/8' 1' GUN (0,131'X 2,5',MIN) 7/8' 1 5/8' 2' 1' GUN C0,120'X 3,',MIN) 3/4' 1 1/2' 1 7/8' 1' GUN (0,131'X 3,',MIN) 7/8' 1 5/8' 2' V C/2)KW NAIL LINE C** * \— TRUSS �� t �� �, -•..ryD�J,' MEMBER BLOCK LENGTH A' -D-4• .`�+ .•�®E* ac•a• .�% ���"., xG LOAD APPLIED PERPENDICULAR TO GRAIN LOAD APPLIED PARALLEL 6�'AI� .� a ome�rANr.w F TW DRA I m ALiLALL CCINTRACTWS CLUDI �G THE DIST—St m REF NAIL SPACE Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Ref tcta i m DATE 10/O1/14 follow the latest edition of HCSI (Bulldln Component S¢Fety Information, by TPI and SBCA) fo s practices prior to performing these functions, Installers shall provide temporary bracing pe HLSL • r Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n dido}��1 • shoo have n properly attached rigid telling. Locations sham for permanent lateral restraint f -s'L !�� •, aIS v DRWG CNNAILSP1014 shall have bracing Installed per BCSI sections H3, H7 or B10, as applicable. Apply plates to en� i r v of truss and position as shown above and on the Joint Detafts, unless noted otherwise. / o s "V •�' Refer to drawings 160A-Z for standard plate positions, 4ia PI E Alpine, a division of ITV Building Components Group Inc shall not be responslble for any deviatlo r •��¢. a•°+ this drawing, any failure to bu0d the truss In conformance with ANSI/TPI 1, or for h¢ndUng, ship `wel,•*•` AN IIW COMPANY Installation 6 bracing of trusses. A seal on this dmw4g or cover page listing this drawing, Indicates acceptance of professional / 5 \ 514\ Earth\ City\ Expressway engineering responsbilty solely for the design shown. The sultab0.lty and use of this drowing �+ � ] �10/2021 11 Suite\242 for any structure Is the responsbRlty of the IhAding Designer per ANSI/TPI 1 Sec2 bTHWa01tNt \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites, ALPINE, www.alpineltw.coml TPh www,tpinst,orgl SBCAi www.sbcindustrymrgl ICO wwwlccsafenrg Val(ey, Detail - ASCE 7-161 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kct=1,00- Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, )K)K Attach each valley to every supporting truss with: 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part, Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates 3X4 12 12 Max, � 2X4 X4 1.,— 8-0-0 max 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of web, same species and grade or better, attached with 10d box (0.128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, Aww Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley Valle Spacing Square Cut Bottom Chord Vallev `tom .af g SQAK ,,, rim{Tao. �. a*�wwaawa "VARNING" READ AND FULLDV ALL NDTES Gil THIS DRAVWGI '� U. KNOPQiTANT" FURNISH THIS BRAVING TD ALL CONTRACTORS INCLUBM THE INSTALLERS, _ Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer .� iI w follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for fd'Fy e practices prior to performing these functions. Installers shall provide temporary brndng per O Unless noted otherwise, top chord shall have properly attached structural sheathing and bolt chordp, shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint o wqqJ�l shall have bracing Installed per SCSI sections B3, B7 or BIG, as applicable. Apply plates to each', .70, truss a $ o ILP' of and position as shown above and an the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. 0 Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatlon n this drawing, any fdlure to build the truss In conformance with ANSI/TPI 1, or for hnndUng, shippirg, w� �� AN ff W COMPANY Installation 6 bracing of trusses. A this drawing ' \ 1514\ Eanhl Ci \ Expressway b P y sent on or cover page listing this drawing, Irmkates acceptance of professional engineering resporrshlUty solely for the design shown. The suitability, and use of this drawing s , \ \ Suite\ 242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecZ I \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites ALPINE www.alpineltw.conl TPL www.tpinst.org, SBCA, wwwsbcindustry.argi ICCa wwwlccsafearg i y 2X4 4X4 Stubbed Valley Optional Hip End Detail Joint Detail 9 u'�CPartial Framing O.C. Plan LL 30 30 40PSF REF VALLEY DETI DL 20 15 7 PSF DATE 01/26/2018 DL 10 10 10 PSF DRWG VAL180160118 ILL 0 0 0 PSF LD, 60 55 57PSF 10/2021 DUR.FAC.1,25/1,33 1.15 1.1 SPACING 24,0' Valley Detail - ASCE 7-161 30" Mean Height, Enclosed, Exp, C, Kzt=1,00 - Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �OK Attach each valley to every supporting truss with: (2) 16d box (0.135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on supporting truss material at connection location: 170 mph for SP (G = 0.55, min,), 155 mph for DF-L (G = 0,50, min.), or 120 mph for HF & SPF (G = 0.42, min,). Maximum top chord pitch is 10/12 for supporting trusses below valley trusses, Bottom chord of valley trusses may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation. Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, WXX Note that the purlin spacing for bracing the top chord of the truss beneath the valley Is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', All plates shown are Alpine Wave Plates, 4X4 2X4 3X4 12 Valle 12 Max. Spacing 2X4 X4 Pitched Cut Square Cut Stubbed Valley Optional Hip — 8-0-0 Max Bottom Chord Valley Bottom Chord End Detail Joint Detail 4X4Toe-nailValley / y 12 o m n T-usses 12 Max, (— z at 2 ' o, , X3 1X3 12 ll S t 6-0-0 10 Max. I ���` a 4 1X3 (Max Spacing) 2X4 ,\fig 1X3 5X4/SPL 1.1X31l+rnrrealrrby��r '',Common T usses 20-0-0 (++) H. 1� ®aosas►•w•••w Partial Framing �` J �E I ., at 2 ' O.C. Plan Supporting trusses at 24' o.c, maximum spacing,' •••° 1�1 s. e I-mrQzrANr.7 �DSH arts DRAVDIG AND m°� CMTR�ACMRS I LURING T` THE MSTAUERf s 0' LL 30 30 40PSF REF VALLEY DETAIL Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re - 16 at c TC DL 20 15 7 PSF DATE 01/26/2018 follow the latest edition of BCSI (Building Component Safety Information, by ;I and SBCA) fe€y • �' practices prior to performing these functions. Installers shall provide temporary bracing BCSL• S Unless noted otherwise, top chord shall have properly attached structural sheathing and b ton a&d A'r $C DL 10 10 10 PSF DRWG VALTN160118 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrnIn of b9 • f's� $+`, shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to eh er a 444ji._ of truss and position as shown above and an the Joint Deta05, unless noted otherwise. • A �I ReFer to drawings 160A-Z for standard late •� C BC LL 0 0 0 PSF g p positions, ♦ t�i' Alpine, a division of ITV Building Components Group Inc shall not be resp, . e, for any devintl �$ „ *"•+ � TOT. LD, 60 55 57PSF this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or far hnndling, shippi tiaw,ra9p® 0., AN TTW COMPANY installation L bracing of trusses. \ i 514\ Earth\ Ci l Ex resswa A seat on this drawing or cover page Ustling this drawing, Indicates acceptance of professional, �B ty p y engineering responsibility solely for the design shown. The sultnbRlty and use of this drawing ypjf tad /10/2021 DUR,FAC.1.25/1.33 1,15 1.15 \ \Suite\ 242 for any structui a is the responsibility of the BuMding Designer per ANSI/7PI 1 Sec2. IBJ69�4i1i \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites SPACING 24,0' ALPINEi—&tpineltw.coml TPh www.tpinstorgr SBCAi www.sbclndustry,org) ICO wwwJccsafe.arg 4 . E VALLEY FRAMING & BRACING DETAIL R BC (/2 01 Lumber Size and Grade Minumum Reauirements 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 II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gered between rows. (Typ) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 4 16d toe -nails (") 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 4 16d 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) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails ,.— ­­r. J.GG.GRJ NRG YJCUi 13, Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, fit BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10%0" Ion nailed w/ 2 -1od (0.148'W") nails. Or 2x4'"r' or scab reinforcement nailed to flat edge of cripple with 10d 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length - Cripples over 10'-0' long requre two CLR's or both faces wl "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 regi tram Nails are common wire nails unless noted otherwise N, f4j'yi •� '-WARNDAGD. READ 00 FOLLOW ALL N= all TMS DRAWM = • w0WORTAKo FURNM Tian MAVDG M ALL cwtaACTuls DCUMNG Tic D(S Aumt= • Trusses regrJre extreme care h fabrtcatkg, fnrMxrg, Wppkg, Instalarg and brocYg • RefeR y 7G TC LL 20 30 40 54 REF VALLEY FRAMING DATE 10/O1/14 fam. the lat•.t •dtlon of Br (B,&.&V Component soF•ty IMorwatlon,'hy TrI and snrwl FoC : ° TC DL 10 20 7 7 practices prior to perfomhg these runctlons. Installers shall provide temporary bracing pe¢ 7CSL Wass noted otherwise, top chord sham have property ottached struct—al sheathing ww bo � ch,amd shell have a attached Hold Locations for ^C • {_' STATE � C BC DL 0. 0 0 0 DRWG •. property c shown permanent latewl restrant slnR have bracbg Installed per BCSI sectCxn 13, 27 or Bta, as appiimble. Apply plates to mo r of truss and position as shoe above and on the Joint Detals, unless noted otherwise. •; �Q CT, ��ORIOP•• �, c BC LL o 0 0 0 VACNV1801015 Refer to drorhgs 160A-Z for standard pintr postdons. Alpke, a dMslon of ITV Buldno Components Group Inc shall not be responsble far any devhtioifj •� • •••. •••• �� ♦��` thi. dro•oa. the truss h conformance .hth ANSI/TP2 1, or for nnndlhg, shppinR, � of to •ram•• r ssiONAL TOT. LD.30 50 47 61 h=tallatian & bra b A seal on this dro.hg or cover pagr llst•g this draekrp, kdmtes acceptant: of proFessianol p so4(y for the slum TFe ''°"`'° doF` ♦,p r' DUR. FAC. 1.25/1.15 furrury L..eMe. Ins responsib y t a.dkg mssan.,0o�'p..tl'Axi rf�I i s.� M``�° 13311 Lakehont Drive EaM Ciy, M063046 For none hfomotlon see this Job's general notes F.C. and these ..b sites+ ALPM •• 4*.tt.coea TFB v—Apinst.orgi Sara e....b.1nck tryarg, Im .e..lce4afearp () 8( SPACING SEE ABOVE