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HomeMy WebLinkAboutEngineering Truss Package21'-4" 4'-4" 14'-O" 39'-8" Total Truss Quantity = 57 FZM To PACK FOR 00WEC110N. 1• 1�3•_0• TYPICAL 7' SETBA CORNERSET LABEL AND SPACING FFMCEIVED APR 3 0 2021 ST• Lucie County, Permitting she � (.tom Pw-© v ),2 J- TtOS IS A TM= PLACEMIT PLAN rM II( 04= TO Am 1N TW RaTALLATTIII W MMML ETGO� TTt = DRAWRGS arm ARCmTUMNIALS sLpExaDE TI(M DOLIDETIi. Labeled End Mark EM PS W PLAN ff CM=ACIMV TRUSS MA Drmum PARA AYWAR EN LA W&ACU. DE YMSEM I= M L= Y MWI7l CTWM OE RA.TId�tA DE MEMEW SIPEMN EM M.OM. Ham avmh taMBln>al Ml RSS ywL w rAmm Taxim Q&Ti, 1Maa. Ma Dl ;IiSVD m'�har LVi m ALMt Tarn Wmarr m®lr or T6 wr= IME OW® VLL IGr i AL7QIm VTIpIT IT®t 111arIG. 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N A�rMo w sL"DaST AaAL¢ M B A !41 La hlkQ ACE S sFAVI®a GYA:)nFA mrtPAafR6 lr I YE MI Yip MRE2 w= TralRi se SE m w Reviewed for Code Compliance Universal Engineering Sciences F General Notes 1) Al padd chard b=e% fld trheaea ad fat *d- haw W hQ dhvd PwVa1' pdnbd gw- is b ktialm 4� klk tq. 2) = to b mw% HIM Ildaea dM1nin 8) rAll Irm tpaahq b 2e 0.0. wdm oft 4) Rr Tiw V.% Im63M 8C9-81 nano -dallan p., no X-b ft dhwA b Ahead at a actirlm Waft t to b rg at a inmlmmt of7D' Wt.= each fiaow rh to 8C9-Ba' 1 ejueam far aV adMaW bra ft ROOF LOADING SCHEDULE TCLL PSF BCLL 70 PSF PSF BCDL 10 PSF DURATION = 125 X F WIND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE - C USAGE - RESIDENTIAL CAT II WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Tmss member design & eomeetor plates am I.i•aed for ASCE 7-10 and maximum forces from both components and claddings and main wind force resisting systems. • These tmsses have been revie s� ro carry an additional ION psf non-con—ra bottom cad live load. FLOOR LOADING SCHEDULf TCLL = PSF TCDL PSF BCOL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AIL RUCTIOM AND UPLIFTS ARE SHOWN ON ENGINIM DQG WALL KEY ® 0 DESCRIPTION INrr. DATE LK ETa IN .m RhM envu wa CM-" - Waal hwr arttru M Tan a M 7/ 14 ha mr M aw mM — hwr 7/ hm U7 uR erim Las haw NA" as anhooatuaummwc ws amw ha hMroo rtu amm lAi1® LOAD/ DESCRIPTION INIr. DATE M La ws LAM. Lao r, ra M>awraa .rah e/lans Lw xmim TRQ.T lwr 7"M ltt ru ;tN 0/I7/m CARPENTER CONTRACTORS OF AMERICA 390CI AVEMIE G. fL V. VINTER HAVEN FLDRIDA 33880 PHDNEI(BOD) 959-6806 FAX. (863) 194-2488 BUILDER D.R. RORTON 154TEWME PROJECTCREEEME MODEL 1828/CALT/4EBB i CCA PROJ/MODEL/ALT 7A5/ 320/182EC,E ALT DESC OTC 9818 POTOMAC DR/ LOT 125 i BLOCK DESIGNER PAGE RFS 1 3 30 17 '1334498L 1 4 "=1' Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE DR HORTON / STATEWIDE 7A5/320 CREEKS IDE _�-- T Lucre Coen 182EC,E t Lot: E 125 Address: JobNumber: Revision Date: iN334496 MFUN Reviewed for Code Compliance Universal Engineering Sciences VC 0 2021 y, Permitting Block:_ Unit: New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 R 101"`�"=' A E_ March 13,-20.19 ANrTWCOh1PM4Y M. Bob. Michaelis Csrp6ht6rCd.htrafct6f$ of-Amerida,in"d.. ,3900 Avenue O..t' .NoAhwas. Witter HtfVer1,,;FL 33880-6201 b Re: Alt.PrnatiV6 ihsitdilations--for 6 single 01y carried truss with a width less than the hanger width, I wood b . . ocking IQ: achieve fill) design loadvalu value V6 on. -a one ply supporting girder (Reference Mail WA37-02)... Dear Pob, Fora single ply carried truss with a'width less than the 'h'a'n9e�.width -you can .ih;gqll..a.prefabricated jack scab .truss: ('").for wood. filler �Iockihgi. The chord sites;:-chor.d.gratles, and 4lpiniE�;c:6hn(���tbr.plat6(s)to. be the. same . a s the single: ', 01 . - y . .carried truss. The prefabricated jOck:':s&ib trusshave a. minimum .length, of 48!� and will.have .- a . minimum pit6h-:of,5112., The single ply carHed.'.,-trus9 shall havea reaction of . 3,500# or less. Attach prefab x dct3teid.jack:scab:tr!jss.m�t'4twQ' 2) rows'of 0.128" 3.0"GUn Nails at'27 O.C. pet row, -staggered 1*":(See .'Figure I 'b6l6W). F'16as&.fef&16 thb Sihipson SVtrongTje Catal og C-C 2O 1:9.. page 216 Figure :-8'for more infor.m.atibrit, Figure-1 Fora single pl" ",gitd' that requires wood to,'achiOve.fUll design load Value for face -mounted ply,gird' res 9 hangers :attach: one wood. block M to the back face of sin.g(e ply girder with the same size: and gtade.dt the bott6m.-choed,Oftho. single ply girder. Thie.-Wo6d:block 1660.th to be such that.-the"wood blocking -..extends to each adj#e'rit" Panel points (Web�.Afid bo#6 chord intersections);. Alf woo pane pQii m h "* bblock)-.-With tWq...*(-2) rows. -of 0.-1 20., x.3..O' unNails atV-,O... per row,. staggered 3.0applied W, the 6760.'Forum D.O.ve Suite 305A. bdan.d,o. FL. 32821 - (800)621-9100 -063).,422-8685 www.al'pineitwxom P. ALPINE 'AN"Cbmp�w single plygirderface, withana00i qn;ql (20) 0.12W x1W Gun .Rails jat,each -p fiedto the, �panel qintapp wood block -face ($6e Fig 06% 2 b616. ..P.1e.aseitbfLirtothLi.Siibo.t&O.Steohg-Tie.:'C.�t4looC=C�201*gj -page 216, Fio.drb.-Vfor more: irif6ftnatioh. Figure 21�' .............. The -application ofprefabricated jack "scab trials for W6.odflildi'.blodki'ng':or wood :bl'blocking -to. achieve MI. t design load *value for face -mounted hangers must be :approved b the- yte ..... manufacturer: All edge -and end: distances, andspacihgldfall noil connections mast be sufficient to OeeVent-.8plittirig of "Wood., if I can.be of any further assistance,or if you have any-ILAestiom please7give -me acal . I 11"nin" H "1 41 STATE Williain H. Kriqkz.P.E.. "s, 73s 44. Chief Engineer 'Pln _.N Company' Engineering Npaomen't- Odando, FL 6750'F6r'ijm' - DHV&. Suht6'306', Orlain'&,. FL -3282.1 - (863) 422-8685 IY ALPINE M"row-lAw April 26,2019- Mr. Bob Michaelis Carpenter* Cohtradtort -of-America, Inc. :3900 Avenue nue O� Northwest Writet HW6n, FL 33880,6201: Dear Bob,. .R6'- StrongbAck bridgitig.6h tbbftrus96$. I understand -there. is some. concern over our'fecorntri6ndati6ris for strongback bridging on r'o* of'trus'ses, '8h'n c* bridging -for roof trusses. is n.pta.requlrernent pf:ANSkTPl 2014- n. i. it. q irementofthe .. ­ gba. k . d por is it a re u... Building Component -SAfety, Information .(B But strongback bridgihgt, 'brY roof trusses is recommended: nded by Carpenter Contractors of Ambfida: Strdnigbaici* bridging .serves the: following two. I funcHo"n.v.' a bottom -chords -after. -th-py are. set ,so.. the .are uniform alongthe, piling One,bridgingaligns the p if rm t qn line and h Twoi bridging reducesreIAiitiive defection 6fadjacht:ftssds:, Strongback bridging'.dobshotipr6Vent or reduce overall indiVidual d0flectinn, especially any rooif"triuisses, .... .. .. ....... ....... ... def [epj �jng Mg�r n 1W inch. q! than ...... ....... ............ ... ..... Si n trusses doe's not serve fernporairy-brobiT - permanent Is not. i roof. rve s an -intended to Aj§trlbuie. or share design joads, -bet. tveen f(Usse-s. Consequently, no de idh- load's been n accounted for-With_this. detail and doritinUbLis- strongback -bddgirid'shtiUld:h6t:be ..kfta*'ched between coinr;rion and dirdpir frusses-.. The use :of strongback bridging- sfiW'l not. Interfere with other, Oesi n considerations asspecified :by -the Ehgiiioer'-ofRecord drthe. Building: D esiI gner. The outer ends ofillettropg' .9 strongback shall be attached. to a: wall or another %secure end. restraint of as..specified'.b 6 Engineer of Record or. thd Buildino.136sidfidr. . y the Str6ri back- bridging be fa. minimum *.Of 296 horbihai tUm`b6r_ ofierited A4th 'the depth vetticaf: A with " 9 1. - _- i - - .. Attach (8) 1:6d :common nails (OA62N15") palls each intersecting 'member: When -extending the cting mern er. :strongback bridging overlap by -at. a.minimpm of two trusses.. The Jocqtiop: of. the: strongback bridging, rna0e: specified :bythe Wrufaaurer,. Engineer, of R6cbrd, or Building Designer: Please refdr-to. BCSI `Stranqbabking'Provisions" onto Alpine S.'TR8R-jBRJ-.014 detail for more. information. The. graphicshoWh'(FigUte'_A) is�fbr,g.en.'driciiiu§trAt*W!.e' e only. purpos 6750 F.6rurn *Drive:guite 305, QrlMdo, FL 3282It - (800) 521*_0790i­ (863).42M685 Figure-1 If Lcan .be of any fUtt:hi§rassistance' or-ifyou ,Have :.any questions; please; -give. rine a c.41I.. • WilUtitti—Kiack- pbief'E-.ngi,heer Alpine an ITW :.Co.mpany Engineering "Department -Qildn.do- FL 3.282.4'. -6760 - Forum Drive Suite.306, 66n-dd,- FL 32821 -; (80.0).521-'-9790-- (893)-.4224685- i. E i. S.TRONGBAGK.BRLDG`ING RECOMMENDATIONS s►All scab -.on blocks shall, be. cx minimum.-2 c4 8BUTT R NG TOGETHER 'stress graded lumber;' D-All•_str-.ongback bridging .and bracing shall :be :a. minlrluci 2x6 'stress' gra:de:d...lumber:" : 4. he ..ur os o s ro ' k b l "li ... �' o. �-'T.. P.... P., e: f t ngb.a.� . r dg ng.. s: t. . `0- .,ATTACH SCAB WITH 10d:BOX/GUN _. develop load sharing between Indi' J t :trusses, 4+ -o• 2ii6. Tfi .18081!0*01. NAILS IN::2. ROWS': At resulting It 'an overall Increase In '•the SCAB NOTEr IN LIEU::C)F; SPLICING AS"SHOWN, ( stiffne'ss-.:of the floor. system, 2k LAP'URONGBACK-:BRIDGING MEMBERS strop back' bridging'; .pOsltitsned ,Qs. 511OYlYl In FOR': AT"LEAST ONE SRUSS;:SPACING g STR❑NGBACK BRIDGING :SPLICE 'DETAIL details, 1s recommended .at 10' =0' O.C...Cmax,> .NDTEI Details ,1 and 2."are 'the 'prreRerred attachment mot.hods o:The terms: 'birldgirnd' and 'br'acing' :are sometimes ATTACH STR�NGBAGK fi0 mistakenly used.'=Interchangeably, 'Bracing' I's an WEB W/. (3) 10dcoHNON O important' structural requirement of any floor (0148+x3') NAILS 'OR -W.1a :BVX/GUN or roof system, Refer to the Truss. Design O. 28'x3.0'b.NAILS Dra.•*Ing (T•DD) f.ori. the: bracing re.qulrements for each Ihdividu:al ,truss component. 'Brldging ' ;e " particularly ''strongback: bbridging' :Is :a: rec'mm n tl h for . a t s stern to. help con tr."ol : vibration. In ♦dol t o►i" o aidlrig., in the: distrlb.ution of point loads between adjacent truss, •strongback bridging. serves to reduce 42) 10d BOX/GL 'S ANIW.4 i 2723.RW*A D&a Solte 2M Maryland Heipp3, MC f e STRONGBACK BRIDGING. C G RENENTS to I7 one re ulred bOGY1ce. or Dloving polnt r.:esldaal vibration: resulting, front l'oQ liS;^ :such as footsteps. IUtfi STR❑NGBAGK, �'`. D.AT' EACH .END. `��o IV. to.ro+:c tearer a to. u'rocsort7ac The performance of all floor. ':systeMs are' enhanced 'b the. iristallafth of strop back Y" 9. bridging acid "therefore :Is: strongly recommended by Alpine. For additional Information regardlhg. strongback bridging, refer -to :BCSI IL01ing Component Safety Information). ATTACH STRONGBACK TO_ BIITTEM CHORD WITj� (20 ii10 - 3•.. tiillddtlltprl?q! lMo jolt H, TTACHMENT ALTERNATIVES 201 1 w AND FMM'A1LL,MJ.i3' IN 7M mwnn Ir VM TC ALL i 39WTO U+cttuowlr,:;r1E uuT s" ! .*� �, +t;.. ". .. LL: P$F REF STR❑NGBACK ...... .. . rknihp, horxRYq;.' �p.. isstn obd�6rnd� Reier to'ond ►+o conparrnt softly i fotmttany tPt nM SBCN.far snhtyf Irstall.rs sMU ProY1Ae W� BISf s u lave properly ettadxe:tryett.ni.:nee "Dotson a .? D, w' �} r Na. / a86'l. TLC DL. S: :PSF DATE 10%01/14 ]JRWG S i RBRI$R.1014: r�tF�ty Lxnikrnr:ahoin.for perrotKn{;lattrol restraint of: tet6rrt s3, 9T or' 910, nt o rcnwo, A7dY. plates:to;encH 1ncC erNt on.tne' JoY,t 11eto1s,' ss ranted ethendad. ....: ;� el e ' C!DL . " PSF ' . — Ple4t<posltkrnrf w ri�irpr�:,�e..Rnrr.ttntt;.-r.svor„a.;..onm, :"dn�fn1kn►*L;+ ,,,..-ii cxdorrnrcr,:kt NtSInFI.1, or + . S:TA F: .;. •L .. L', L D. PSF PSF r w6v ift d awhil'. bv* ates'timptnrce. of Prohniama e desbj.+dn nE tM.weouttty orw uae ehtW dra eo boI :Dultd+G`'D!slYrwf` P-AMS .1:S.eY: �•� �`/ "i .+iC` e�bi �: ' ... !h +eieii .. FAC.. 1 �U .t1tla<: JOh I penerol':node .po Qe and imse eeb .SM t l �rtPtistxa sseti reesEckMatryoroi ICP eende2enfearp ',Ili : (� q w •. 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(a) + Cl>) P,) = (s)y}8ual .Iagwaw apls wnwlulw amn3 Aad qn�s auo iddy .aagwaw pa6owop sn salsa s puo 1apoa6 'azls awoa 1s Jagwaw apls 9x3 oMa, ao trxz OM.L = (S) (g) na.10 paoowop jo apls q�oa uo anuo"Ip Bulllou wnwlulW = .(1), i" uol�,oas pa6owop 4o ya.eual xnw ,p_j 'uaao paCuwoQ = (g) }lo}ap sly4 y�,IM Aldwon Fou op }by} s,41oda,4 Auo *,4 aaan}Oo,4nuow ssna} ay} �.Onq-u03 panto In ajo ssnaa. cad sMoa.Iq ore} uay} aaow ou puo lauod p.aoNo cad >Ioaaq auo ungg�a�� aaow o11�� 's.aagwaw ua>loaq gxZ ao l.92 y�•IM sassna} Ald al6uls ao& �tluo p11oA sl uOlsap sly j .jagwaw claA ao poo-1 jo uol:.oin(E Ao,4 pasoa.aaul aq A w saa�lo j 4agwaW paoym Uaslouq y4.1m ssn.aa. o Aof salodaa sa131oads OWIA-0up sly j %0 = uaq%),AnQ p•oo-1 Ipo:�a j ,Ainda�j .JagwaW ua>j0ja J0 pa>JDnOjo 'FRAMINPA.af�,.ADIN Lumber Size and 19radeAlnumum Recluiremonts axi'soam— kA'OnWw got d�r ,.fio 'DO] -,it, 2p, QM4 '24%Wl Cfih .41 f4Wr: 5 ith-aty-sk f'".4 TRO�S:Mduoiicrnjt» ....... .. .. . Valley .r,a�.snAxsPn'clNa M. .*G6L.tARBEAM,AVE%Y7WRCL FAR -OF RAFTERS .(Wfiom -maximum rfikRq,tgef height; 3.0-fact. AS S°7 146 rnphI.Enclosed, C at 11, 1N*o.1j-dA-X%t-1-0 . 'XE* 80mPk"adlotedEx ' PDy16tt"'o ,2x4:4L ICKINGr TWIS- T011i§a UNDER 1IALLEY -r-RAMING VXLLEEY RA MR -.OR P(DqE +Crfp0ldb-4'-01!'1dr-30 psf (TL)and 2ii pof (T.D) Ma-X t crlppile focitlops are BALL E .0 PLA Orthrouglillp rio - by.-oiherr.) Af P- �C-. 'NO, -&- OLO.M.Nd got ure, o*.oLfWVs-.oehro1 'faces' wt Carr. ci eld&Wlrafter, .imUerqfnpfls are 3ftLr If sj[iaqpors,zr#.no1 4�qO j1p*-,6.teS =n*. and. 14W.A bfi0i$9 la:*461: 6ad, i lre*m malts uRl0Airibted*6thG=SU1C­ I C­00646.6n P66quIrem-e "tqte .i. -w-tifiiiiiaAaO 4 lgaaii nAilf 't-p&Idifdid: . 4 25dto" o qh J6 ShQ2 4� 3Wft4et&-.two-2X6 sleepers. 4 2 0 WE-, S. -516EP& kkkrdii' 41:6d tdi�- a .200 1:66 41W-40 rron'to dflo,'We. 4 16.aloer 6criopw-to-PoIrlin'., S Idd-to"-j :.ARE USED) .13. -r.41hkrIbearn tO�m'ftdt 4 16dttie- NAIL-t dd.1 flakv..!& 7 dffo w 91141 A, ON M TRrw jvmKua— wti6 tm: r&Lao AMM" Wz0=Mr*FUVMITM WAVM M-AX VrU"41i1,r*q *Ctxt?�-, prtcbmfii.P�rwr id Acrflw" M.*4,' Ay ­p ki qb.�, ce" v.1 -wWAf.p., wmmnt kr-4 r* fwt hav 4 epp j pir ilwa "wl 4. , — '.. �­ , %, .4 71qaAi `W —V .-Ag �Ni, t.Wxioi-d 'platy patomi;: . . .. I - -,d vhu. not. be resp-obw e� d.e i F r'PT xx Liz= oB" 14 oI 8TATe: OF * All; •ncl . 'aAy-fb l� . l4 V�U Tc M.- It �ac 15L 0 Be •LL o W30 .3b 46 54 ZO 7 .0 0 0 .0 0. 0 59 47 81 J?Mr Nt!AY MkING DAM 10/1�1114 DRWG VACN V1801015 DT AP Vrl 0 % It Simpson ..-TeO Wood Construction Connectorsj • Face -Mount Hangers - I -Joists, Glulam and SCL j e ,. These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. A r i 7.1 0 . to Carried _ Dimensions Fasteners Member (m:),�m Allowable Laads Actuat = " - § Joist Model Min! DFISP = SPF/HF Code Size' No I=_ Web Max Species Header Species Header Ref. (in) o SLff, Regd. . W H " li Face Joist Uplift Floord FloqrISiow Roof IUS2.56/16 - 25/e 16 2 Min. (14)0.148x3 - 701,660 1,80E 1,80511,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1,80E 1,80E 1 1,80E 1 ' EE5 1,555 1,555 21h x 16 MIU2.56/16 - 29/16 1531e 2'/z I - (24) 0.162 x 31/z (2) 0.148 x 11h 230 3,455 3,920 14,045 12,970 3,370 3,480 U314 ✓ 29ti6 101h 2 1 - (16) 0.162 x 31/z" (6) 0.148 x 11h" 970 1,945 2,205 2,37511,675 1,895 2,045 HU316 / HUC316 ✓ 2916 141/a 21h - (20) 0.162 x 31h (8) 0.148 x 1'h 1,515 2,975 3,360 j 3,610 2,565 2,895 3,110 IBC, FL, MIU2L6I18 , - 291a) 17%s_ 2'h, - (26) 0162 x 3'? (2) 0148 x 11h ;° 230 3,745 4 045 4 645 .3,220 3 48013,480 LA 2?hx18 HU3161HUC316 : �' ✓ )29ti6 1411a 2'h' - (20)=0_.162x31/i' .(8)0.148x11h,' .�1516 2,975 3360-3,6]0'2,56E 2;895 31110° 21h x 20 MIU2.56/20 - 29ti6 19716 21h - (28) 0.162 x 31/z (2) 0.148 x 11h 230 4,030 4,060 4,060 13,465 3,495 3,495 21/2 x 22 ,.. to .2 MIU2 56/20 e ✓ 29ti6 19'/161 21h (28) 016 , x 3'h' {2J 0�1'48 x 11Iz 230 4;030 4 060 4 O60 3,46E 3,495 3,49E 29/16 x 91/4 to 26 29/16' wide joists use the same hangers as 21/z" wide joists and have the same loads. 3'A 1116 e; , 21h (16) b 162 x 3?/2 (2) 0A48 x V/z - .' 230 , 2,305° 2,61E 2,820 � 1,980 2,245"I 2,42E 3 x 91h HU210 2 / HUC21p 2 ✓° °31(s 8131+ez . 2'/z' Max; (18} 0162�x 3�1i� ; , (10) t1148 x 3 , � r .,5 2,680 3,020, 3,250 2,305' 2,605 , 2;800 IBC, MIU3.12/11 _ - 31/6 111/a_ 21/z - (20) 0.162 x 31/z (2) 0.148 x 11h 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, HU212 2 / HUC212 2 "' _ ✓" -31/a "109A6 21h Max. (22) 0.162 x 31h (10) 0.148 x 3- 1,795 3;275 3;695 3,970 2;820' 3,180 3,425 LA _ `HU3.25/12fHUC325/,12- • '. 3fla , 11?/4.. 21h ='. (24)t0.162x-31h:.�',(12)0148x3'' 0w5 3,570 4,030'. 4,335 3075 3,470 3,735' HU3.25116 / _ HUC3 25/16 • _ 31I4 131 16 °Min. `2'h° ' (20) 0.162,x 31Iz-° 010.148 x1,515' 2,975 3,360 1.10 2,560 2,890 3,105 - Max. (26).0.162 x 31/2- (12) O'148.x 3 ' „7t5, 3 870 4,36514i695. ;3,330 .3,755 4,040" 3'/s glulam HUC4210 2 SDS.. 3' - . (12) !/4" x 21W' SDS, (6)1/4" x-21l" SDS' :2 1345 4,'$15 1, 1 11a 3;f1{ji t1,t7. 3,7111 FL HGUS3.25/10 ':- " - 311a SJa'F o" 4 ' - (46) 0162 x 3t%z' (16} Q,62�x 31/z :'4,095 9,100 9100 9,100 j 7,52E �;7,825 7.825; IBC, "'HGUS325/12° 3'l4, 051s`' .-4=;. -' -(56)0.162x31h_ , (20),0162x,:31h I5,040 9,400 9,400'i 94Q0,:$,085, 8,085 8,085 FL ' ° 8 to30,`4?/z-(16x 21" SDS' SDS 5,555 6;720 , 0 5,26i'LGU HHUS46 - 3s/a 51A, 3 - (14) 0.162 x 31/z (6) 0.162 x 31/2 1,320 2,785 3,155 3,405 2,395 2,71E 12,930 3'/z x 51/a HGUS46 - 3s/e 41N 4 - (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48 •` • -. 3 6�. ,6?�i6= 2 - (6)0162x31h > (6)0.is32x31h 1�320 1,595. 1S15�11,960 1,365 1,555 1,680' 3Yz x 71/4 HHUS48, ` -) 351s 71fs 3° -" (22) 0162 O'/zl (8} 0162 x 3W : 1,7€;v 4,210, 4;7t0,] 5,140 3, $1 4,095 -4,415 HGUS48 .: , • - 3% 75. ° 4- - (36) 6.162x 31/2' (12) 0:162 x 3'h 3,235. 7460 7,460' 7,460 ! 6 415, 6,415 6,415 IUS3.56/9.5 - 35/s 91/z 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 11,020 1,160 11,250 MIU3.56/9 - 39A6 813A6 21/z - (16) 0.162 x 31/z (2) 0.148 x 11/z 210 2,305 2,615 2,820 1,980 2,24E 12,425 U410 • ✓ TAN -13% 2 - (14) 0.162 x 311'2 (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 • • - 39AN 815Ar 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 i 1,820 2,070 2,240 HHUS410 • • - 3% 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/z 3,56E 5,635 6,380 16,445I 4,845 5,486 5,545 31h x 9'/z HU410/HUC410 ✓ 39f 6 1 85/s 21h - (36) 0.162 x 31/z (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 6,415 6,415 6,415 HUC0410-SDS - 3%, 9 3 - (12)1/4" x 21/z" SDS (6)1/4" x 21/z" SDS 2,265 4,500 4,500 4:50013,240 35240 3,240 HGUS410 - Ni. I 9'/6 4 - (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,10017,825 7,825 7,825 IB LGU3.63-SDS - 35/s 8 to 30 41h - (16)1/4" x 21/z" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720; 6,720 1 4,840 1 4,840 4,840 LA MGU3.63-SDS - 35/a 1 91/4 to 30 41h - (24)1/4" x 21/2" SDS (16)1/4" x 21/z" SDS 7,260 9,450 9,450 19,450 6,805 6,805 6,805 IUS3 56/11.88 - 35Is �-11?/8_ 2 "= (12) 04461 3 ,. = 7.0 1,420 1,615' 1220 1,390 1,485' MIU3.56/1'1� - . '- - 31'1r, 119/.- ,2'/z = " (20),0.162 x 31h _ '(2) ©.148 x 11h'.'. 210 2a880 3,13513,135.E 2 475 '2;695 2,69E ✓�)39/� 1(1' ° ➢- 11fi107fi2x31h�a.,,otfl.D.-14&a3_-. g7i} 2D5 2:6151(2820�1,J802.245�2.425 h2 ll /a a1U4lL/ YtU�47L . ° • • � 33Y6 IU�tG 'G %2 Max. HUGG1412-SDS" - 3 i61 HGUS412 -_ • •' _ - - 36fa j; :10 11a 4 - LGU3.63 SDS to 30 4'Iz''. - {1 MGU3.63-SDS ° •' - 3$X_ 91/410.30 41/z, '-_ 1, 'HGU3.63=5DS°-.,, =3%a ,11,fo.30 41h `46 See footnotes on p.150. Simpson Strong -Tie® Wood Construction Connectors THA/THAC Adjustable Truss Hangers �11�@RFt➢ This product is preferable to similar connectors because 4+ of (a) easier installation, (b) higher loads, (c) lower installed vJ cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. v Installation: d C• Use all specified fasteners; see General Notes. 0 The following installation methods may be used: U N Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. F= Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For R the THA29, nails used -for joist attachment must be driven at an M 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 entirety 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: 1 • THA hangers available with the header flanges turned in for 35/s" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart Double - Shear Nailing Top View Double -Shear Nailing Side View; Do not bend tab 1314 for THAG422 for 122-2 426-2 THAC422 Face nails Top nails per table per table 13/4' typical 21h' for THA422-2 and THA426-2 2�•I 1 W 2tG' THA29 THA418 Double 42 — 2 face nails Use full table value (total) 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 Dome Double -Shear Na ling Side View (Available on some models) Single 4x2— nailer table 4 top nails (total) Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation iyNrcai i "r o Top Flange Installation er to tnote 5 p.187 '86 Simpson Strong-TieO Wood Construction Connectors :gGILI THA/THAC • Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. 0 Dimensions` Mi Model Tc Fial ads _J I 11/2 — 1 (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 "1,750 1,750 1 1,750 450 11,330 11,330 1,330 THA29 18 1s/a 91ti6 5'/s 27/k — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2:610 2,610 2,610 450 1,985 1,985 1,985 THA213. 1`8 `1 s/a 135/s 51%z 2 — (4)":Q 148 x 3 ' "(2) 0.148 '3 (4) 0.148 x 11h ' ' 466 1 #' 1 4t1 y„ i0 , '1 { 1.110 .1 THA218 '18 1 % 171A6 51/2 2 — (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/2 1 460 1,460 1,460 1,110 1 t 10 1,110 IBC, THA218 2. 6 3'/a 1711tis 8 , " 2 — r (4) 0162-x 31/2 (2) 0.162 x 3112 (6} 0 148 x 3 - 1,9 1.995 199 ; �._ "- ._ :,490 (,515 1;515 " FL, THA222-2 116 31/e 22YIs 8 2 — (4) 0.162 x 31/z (2) 0.162 x 31/2 (6) 0.148 x 3 — 1,960 1:995 1,995 — 1:490 11515 1,515 LA THA418 116 1 35/a 1171/z 1 77/a 1 2 1 - J(4) 0.162 x 31hJ (2) 0.162 x 31h J (6)0.148x3 1 - 11,96011:9951 1,995 1 — 11,490 11,515 I 1,515 1 THA426 1. 14 1 35/a 1 26 1 77/a 1 2 1 — 1(4) 0.162 x 31/21 (4) 0.162 x 31/2 1(6) 0.162 x 31hl — 12,435 12,435 1 2,435 1 — 12,095 12,095 1 2,095 FL THA426-2 114 171/4 I 261/s1 9s/4 1 2 1 — 1(4) 0.162 x 31/21 (4) 0.162 x 31h 1(6) 0.162 x 31/z1 — 13,33013,3301 - 3,330 1 — 12,86512,865 I 2,865 THA29 18 1 15/a 91%s 51/a 1 — 911tis 1 (16) 0.148 x 3 1 (4) 0.148 x 3 52.5 12,265 2,2651 2,265 450 1 1950 11950 1950 THA21 �1E ;i s/a . 135fjs 51h — t3lis (14) 0.148 x 3 (4) :0148 )4 2'3411 ;" ?14 �f ., ' T35 ,201T1 2105 - THA218 18 15/a 17s/is 51/z — 17-'i6 — (18).0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 THA218 2 r 16, 3Ya 171Y's 8 {22)`0.162 x 31/z (ii) 0.162:x 31h �.- '1 855 3,v f1,310. t u.i;' `, 1,595 2 "'1 1134,845 `', IBC, FL THA222-2 16 31/a 22Ys 8 — 141/s — (22) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 3,310 3,310 3,310 1,595 2,845 2,845 2,845 LA Tueeia R Zsl '1AS4. dU' _ =1Zs%„ 11i11n14R'x4, /41(i'°14Rx3` 'f a?a ^r.id.1 ) iA(1 . 2.450 - 'i5 rS�..Z:O",f1 2.105 THA418 16 35/e 171/z 7% 1 141A6 1 (22) 0.162 x 31/2 (6) 0.162 x 31/z 1,855 13,310 13,310 3,310 1595 2,845 2,8451 2,845 THA422 ° ' i i6 35/a : `22 771a"`' — 141fi"s — (22) 0.162 x 31/2 (6) 0A62,x 31h 1; 855' 8;-31C 3,310 _ x6 :+ 1 r �a 7:611.` 4845 2,845, - THA426 14 3% 26 77/a — 161A6 — (30) 0.162 x 31/z (6) 0.162 x 31/2 1,855 4,415 4,480 4,480 3,855 3,855 THA422 2 14 �7�/4 `22t1tis 9Y'd , — 16-1 (30) fl,162 x 31h (6) 0,162x'31h -1855 5,170 5,520, s 5 520 : t1,5953,795 4,7455 4,745 FL THA426-2 14 71/4 261/is 91/4 — 18 — (38) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 5,520 5,520 5,520 4,745 4,745 i 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11/2" min. top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-py 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer 3 apprications, refer to the Nailer Table. 4. Face -mount installation loads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h° nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried 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. Simpson Strong -Tie® Wood Construction Connectors SIMPSON U Face -Mount Joist Hangers �G`�EERFp�, OeE.< 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 fight -capacity LUS hangers to the highest -capacity HGUS hangers, feature nnovative double -shear nailing that distributes the load through IM/O points on each joist nail for grea mr strength. This allows for fewer nails, faster installation and the use of all common nails for the same- connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. Not desighed'for welder or nailer'applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative - Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing �: -. Side View �- Do not bend tab Double -Shear Nailing Side View CCDome (Available on somemodels) 1°for2xs 1'Ae" for 4x's� H �i �w B LUS28 HHUS210-2 Pil �MUS28 a a 6, q R. tx s HUS210 (HUS26, HUS28, and-HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 •(apls alnoe-uou) al6ue eplslno a4l uo pagelsul slleu lslof Ild (ono janaq aq Isnw jsiop 1g61a pama)jg .ja6usH snHH main dol al6ue f4loadS o0 apls, ahoy PEoI elgel to Iti'0 PeOI algel to 98'0 lno leAeg A < m puol algel3o Lb'0 PeOI algel to 9b'0 lno ajenbS ..9 > m > Z peol algel to Ib'0 PEol algel to 98'0 lno lanaEl „9 > m > 11Z pe0l algel to 9ti'0 PEoI algel to ZL'0 lno lana8 Z > m PEoI algel to 9ti'0 PeOI apul to Z9'0 lno ejunbS „Z > m U!ldn pe0-1 UMOQ ;slot• ylplm wee sn!DH :aae speol algemolly 'o9b to wnwixew a of Nuo pameNs aq ueo siabue4 sn9H - waS pamems — sn0H 6ugleu aeaLls elgnop aol molle of lno-lanaq aq lsnw lslof 941, . 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For more information, see p.15. see p.21. See pp. 335-337 for more information. iiimenslons(n) ,. Fasteners (in.) Ga Carrying n ; ; Carrie Memhi Double 2x Sizes HHUS26-2 4-A6 14 35/16 53/a 3 (14) 0.162 x 31/2 (6) 0.162 x 31/z 1,320 2,830 3,190 3,415 4,250 1,135 12,435 2,745 2,935 3,655 HGUS26-2 49AG 12 3-546 57/,6 4 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 13,730 4,170 4,445 4,795 IBC, FL, LA LUS210-2 I 67/1s 1 18 1 31/a.1 9 1 2 1 (8) 0.162 x 31/z (6) 0.162 x 31/z 11,4451 1,830 2,075 2,245 2,830 1:245 11,575 11,785 11,930 12,435 HHUS210-2 83/e 14 35/is 87/s 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3,550 5,705 6,435 6,485 6:485 3,335 4,905 5,340 5,060 5,190 HGUS210-2 89/16 12 35A. 93/16 4 (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes HGUS26 3" _ 416 '-12 41ia "'SWII,(8) 0 2 2 t5 "4 39fl,', x4,85(7 `5',1745,575 1,856 3r730 �47E3 ;4,44$4;795 IBC, FL, HGUS28=3 : 'J 61ii6 -_ 12 41%fi 711a- "4 (36j;0;762 x 3?/? (12) 0162 x 31z 3,235 7460, 746D 7460 7460 2 780,: 6 415 6 415 6 415 6 415°' LA HHUS210-3 83/s 14 4111A6 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 811A6 12 41% 91/a 4 (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 ,HGUS212 3. ' 105/a"- 12 ; 4'4s 1031a . Q (5"6j 0:162 x 314].(20).0;162x 31h, r 0� �1 {1+fi �04r5 °9 4 .,900IIIVI8O a;u 7; 8t , 7 80; IBC,LA EL, Quadruple 2x Sizes hUU526 4 ' 5'h , ` 1`Li 6aL6- 5yi6 .9 (20)Q,76'lX3/z h_49;8bU' 3;1/U55b 3y5 IBC, FL 1tl5 31U 9l/U 4445 :4f, HGUS28-4 71/4 12 69f6 73A, 1 4 (36) 0.162 x 31h 1 (12) 0.162 x 31/z 3,235 1 7,460 1 7,460 1 7,460 1 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 H. 1 14 61/a 87/e 3 (30) 0.162 x 3Yz (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL 4x Sizes IBC, FL, LA IBC, FL LUS48 43/s 18 1 31A6 63/a 1 2 (6) 0.162 x 31h 1 (4) 0.162 x 31/2 11,060 11,315 1,490 11,610 12,030 1 910 1,130 11,280 11,385 11,745 18C, FL, HUS48 61/a 14 39AG 7 2 (6) 0,162 x 31h (6) 0.162 x 31/z 1320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61h 14 3% 71/a 3 (22) 0.162 x 31/z (8) 0.162 x 31/z 1,760 4,265 4,810 5,155 5,980 1,5'15 3,670 4,135 4,435 5,145 HGUS48 67/16 12 3% 711A6 4 (36) 0.162 x 31/z (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 17,460 2,780 6,415 16,415 6,415 1 6,415 HGUS410 87/16 12,- 35/s 9?tis 4 , (46) 0:162 X 3'/z: (16) 0162X 31h 4,Q95; 9,10P: 8100 ;9;100 9,100 3 52Q 7825 7,825 7,825. 7,825' IBC FL, LA HGUS412 1 10346 1 12 1 35/e 107/1a 4 (56) 0.162 x 31/z (20) 0.162 x 31h 5,695 9:045 9,045 9,045 9,045 4:900 7,780 7,78u 7,780 7,780 HGUS414 I 117/16 1 12 1 3% 127/1a 4 (66) 0.162 x 31/z (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 ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 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 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1112° 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. Simpson Strong -Tie"' Wood Construction Connectors Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum.and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/z" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 'Is" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge N Finish: Galvanized s.. +�, Installation: v CUse all specified fasteners; see General Notes Can be installed filling round holes only, or filling V round and triangle holes for maximum values N See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity (D R Options:•.._,.-, _ _ G. HTU may be skewed up to 671/z°. See Hanger Options on pp. 98-99 for allowable loads. r, 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 n f�I Min. heel height per table EMMany of these products are approved for installation with Strong -Driven SD Connector screws. See pp. 335-337 for more information. Typical HTU26 Minimum Nailing Installation HTU26 "/a' max. gap between end of" 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 (aap) Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) w Mm. Dimensions (in.) Fasteners (in } DF1$P Allowabie.L`oads SPF/HF Allowable Loads , Model. Code He%1 No: Height W H g Carrying Carved Uplift Floors Snow `Roof Wind. Uplift Floor,; Snow Roof' j Wind Ref. Memb r (160� ,(1o0)s (11b} �125)a _(1.60) (160) (100j (115) •, , (160) Member, _ Single 2x Sizes HTU28 (Min.) 37/a 115/a 71/1a 1 31/z 1 (26) 0.162 x 31/z 1 (14) 0.148 x 11/z 11,235 1 3,820 13,895 13,895 1 3,895 11,060 1 2,865 12,920 2,920 HTU28 (Max.) 71/4 1 % 71Ar, 31/2 (26) 0.162 x 3'/z (26) 0.148 x 11h 2,020 3,820 4,315 4,655 51435 1,735 31285 3,710 4,005 HTU210 (Min`:) 37�a°'; I*k 9'A6 31/z* (32) O'.167x31/i- ,(14) 0.148 x l''/z ° 1,330 ., ;QUO` 4,30 4,300 '4355 ' 1,145 3;225 ° a,? ` 3,225 HTU210 (Max.) 91/4' � 1'SIe 91tis 31h'. (32) 0.162---x 3 h,j ;�32) 0.148 x"1'h ' `3,315°' 4,7,051 t1 , <�;i° C1 5,695 ° 2,850, 4,045 ot1 �4.9, Double 2x Sizes HTU26-2,(Mfn) 37/8 3% 5M61 3Yz (20)0.162x3'lzj,`x(14)0.148x:3 ° 1;515 2,940 S ri' �rNl,` 3�910 ,1,305 1,850;_ 2,090 `'2,255 HTU26-2 (Max.)° - "511z 35/i"s 5'ii6 31h. (20) 0.162-x 31h (20).0.148 X 3 2,175 " 2,940 2 2 ,:;a oII0 ,4P0, 1,870 ' 2;53,O: zow HTU28-2 (Min.) 37/a 3-5i6 7'/is 31/z (26) 0.162 x 31/z (14) 0.148 x 3 1,530 3,820 14,310 14,310 4,310 1,315 2,865 3,235 3,235 HTU28-2 (Max.) 71/4 3-516 1 71fi6 1 31/z (26) 0.162 x 31/z (26)0.148x3 3,485 3,820 14,315 14,655 5,825 2,995 3,285 4,0v5 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and 112", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may fmit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 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. 8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. 402IBC, 92KJ FL, ,� LA IBC, FL, LA •96 r HTU Face -Mount Truss Hanger (cont.) i Many of these products are approved for installation with Strong-Drivee SD Connector screws. See pp. 335 337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member Mm "° Fasteners (m) DF/SP Aihu_ wabteloads SPFiHF Allowable Loads d Mo'de1 No Heel ,' Height •Minimum Garrying> Carrying ; Carrretl fi ; ' Uplrft =Floor Snow Rbof Wind Uplift Flpor Snow Roof ' Win Code Member" Member Member;, (160) , .{100 ) 115 " "e( ?5) (160) (1¢Q) ' (190)'.. i, (11 (125) " (160) . HTU26 (Min.) 37/s (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 11/z 925 1,470 4,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/z 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 18C, HTU28(Max.) '71/s . (2) 2x6'- (20j 0.162 x 31h (26) 0;148 x 11Iz 1,970"1.'2,94Q' " ' 2v 6"SBIO 3,905= 1,695" 2,5391 t1"i0° 3,360 FL, LA HN210 (Max }a '91/4 " •'(2) 2z6 (2p) O.162,X 31h (32}'0.148 x 1?/z '2,760 2 94D ? i2 fiPGi 3,905 " 2;3Z5 2,530i ?;tbSU" .3,360 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Model Min. oval A. H. B 31h , Single 2x Sizes SPF/HF AI(ouvalile Loads . Wind Upl -Floor'-' Snow Roof ' Wind F (160) (160)' (:100) j (115) (125) (160) > • , - - ...y ",.. .... IBC, HTU28 (Min.) 37/a 15/8 71/16 31/z (26) 0.162 x 31/z (14) 0.148 x 11h 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 1 7 /4 1 s /s 71/is 1 3 /z 1 (26) 0.162 x 3 /z 1 (26) 0.148 x 1 h 1,920 3,520 ,315 4,655 5,015 1,695 I n 5 2,865 .s,23.; i 3,4:a0 3,765 LA HTU21Q (Min.) ;, . • 37/e ' 16A 91h6 31h (32 0.162 x 311. °(14)"0.148 x 11h' 1,250 . `3 6QQ 3;6D0, 300 3,'600 1075, "2 700 ' '2;700"' 2A0 2,700 HTU210 (Max:)"' a 91/< ' l s/e 9M6 31h (32) 0.162x"31/z (32j 0.148 x 11h 3 255 4705 5,020" 5;020 =5,020 `' 2,800 "3 530 i 3,760 " '3,765 3,765 Double 2x Sizes HTU28-2 (Min.) 37/8 35/16 711A6 31/x 1 (26) 0.162 x 31/x (14) 0.148 x 3 11,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HTU28-2 (Max.) 1 71/4 1 3%s 7%, 1 31/z (26) 0.162 x 31/z (26)0.148x3 1 3,035 1 3,820 4,315 4,655 1 5,520 2,610 2,865 3,235 3,490 4,140 1 LA .9Y,e i 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. ■ 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between Ma" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may omit allowable bads in accordance with ANSVT-PI 1-2014. Simpson Strong -Tie® Connector Selector® software • includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" nails in the header and reduce the allowable download to b.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. Simpson Strong -Tie® Wood Construction Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 2 V11s" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100%-of the table load. Specify as an `X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws . (Model TTN2-25134H) for concrete and ',V x 2344" Titen 2 screevs (Model iTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or E11,/P sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/1s"-diameter, hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/15"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3/16' drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/8" is required as shoven in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 11/2" is oermtted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUG410 Installed on Masonry Block End Wall 23 Simpson Stron,g-TeO Wood Construction Connectors HU/HUC/HSUR/L .................................. ............................................................. .............................. _...... _._._............................................................................................. .................................................................................................................................................. __.............................................................. Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. ,ter; HU26 HU26X (4) 1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 HU28X,- 11 {6}'Ibx 2314 (6}'!4'x 13IA h (4) 4148 x 11h 545, , r, 1500 7$Q 2,4©0 HU24-2 HUC24-2 (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26 2(Mln ) „ HUC26 2 (8}?Ia;X 231a ^ (8)?l4 x 1'l44) 0148 X 3 760 2,000 HU262-(Max) ,<' HUG26=2 k (!2j'14X2'I4g : (12}�I4X 3la (6)0148x3 :) 35s �3000`g Ir135 �,„, HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 I (8)1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 3 1,135. 3,000 1,135 3,950 HU210 I HU210X 1 (8)1/4 x 23/4 1 (8)1/4 x 13/4 I (4) 0.148 x 11/2 1 545 1 2,000 I 760 1 2,415 1 HU210=2 (Max) F,HUC2102 (Max) (18)'la x 231a., (1$)1la x'13/a .: , {10} 0148;X'3„ . 180[3 . HU210-3 (Min.) HUC210-3 (Min.) (14)114 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)114 x 23/4 i (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 HU212x_, (10)1✓d X 23/4 {10)''la-X1314 {6) 0148 x`i-"h� 135 HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU214 HU214X (12)1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU2142{Min)' <',,`HUC214-2(Mm} (1$)11ax2314 ; {18)Y4X; 3/4 _ (8}014$xa3 1� 1 `. °0 4,500 _ f1515 5085 HU214 2 (Max,) HUC214-2 (Max (24):Y%a x 231a a (24)1l X j3/a {12) 0.148 z 3 2 01 5 U85 ;: 2 075 085 HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)114 x 23/4 (24)114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 "(18)1/4 X 1 m{�) 0148 x 1 % 1510 HU216-2 (Min.) HUC216-2 (Min.) (20)114 x 2?44- (20)1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU7(Min.) (Notavailable) HU7(Max.) (Not available) HU9 (Min)° (Not 4iiable) HU9 {Max) (tJot ava>able) HU11 (Min.) (Not available) HU11 (Max.) (Not available) HU14g(Min) (Notavailalile7 HU14 (Max) , . ; (Not available) (12) 1/4 x 23/4 (12)114 x 13/4 (4) 0.148 x 11/2 545 2,980 1 760 1 2,980 (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1 1,085 1 3,485 (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/2 1,135 1 3,230 1,135 3,230 (30)1/4 x 23/4 (30)1/4 x 13/4 (10)0.14801h 1,445 1 3,735 1,445 3,735 '38 UPLIFT/SHEAR ANCHOR- --T-EACH TRUS5 - SEE B/SKI PLAN NOTE: ADD'L FRAMING NOT SHOW) FOR CLARITY RAISED HEEL TRUSS BEARING/"A SCALES NTS SKI 3ED HEEL ROOF TRUSSES �� ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES PLAN -SEE PLAN SOFFIT/FASCIA= SEE ARCH. =- W aD RIBBON BOARD - SEE SCHEDULE FOR SPACING i RIBBON BOARD- SEE FASTENING TO w aa: SCHEDULE FOR SPACING ! TRUSSES FASTENING TO TRUSSES WALL SHEATHING -SEE PLAN MIN. 15/32' CDX PLYWOOD OR E 1/16' 065 WITH 8d GUN NAILS Y WALL- (0.131' X 2 1/2') a 6' O.C. TO CEILING - UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN 4 SEE L SEE PLAN TRUSS-SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARINGS B 5 SCALE, NTS 5KI RIBBON SGHEDULE: DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 39 (VaEd=128 MPH) 2X4 5PF02 24' TO EACH TRU55, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 31) (Vasd=139 MPH) 2X4 SPF02 16' TO EACH TRU55, (4) EXP. C, NAILS AT JOINTS ENCLOSED SHEET THU: —ONO—OR RNSEO NEEI ROORIRVSSER SHEET INFORMATION: lOB NO.: Bdllld Odlf MUM 1-16 ORAMM BY: RBV VY BY: M SK.I r AL Nt� jdnuary.w,.,l,,%,.2'Q20: � er, Cl -Coritr','a'et'ort—od America, Inc. 3.9b,0 Avenue G :NW Willi VL,,,,3�8 6�414 Wr:.. . ., BO_ � Dear a tt lt,h-,4s come .t to my attention . 1. thafsome qt est"gm were A d cgricerning ohesAtfled thft-the. :chor,ds .(wide .face) "of sys,4-2gable ,,end ir.pssle.s'to""allow for ifir,'6aded tb&used s.:'.'.; fflhese gable endsare over coninuous support; sh. ;eathed acid :the e�,�,ite,,,d.,ti!IL-d'ab6iit�'-the,-cent f - the -:mido WWI y grjp ,o7. 0, face no..close anagi, yoonned br,,pS,urvert1lwq�bs then: n . TP q.., p 4 , jr , j5p , I qg truss fruonly ,$,Ugp Orl ts d6f, loads and no dddibon,41 If you ha-`-V-ea'-'n'-- y Qu- e",-stl.o-fis,Jp de-'As­6 give me 675a P6rum Drive, 861te 00a000, PL 32, "9790 I I It If off , • i No. 86367 + . _ 1-- STATE OF 010 03/10/2021 ALPINE: AN 1TW COMPANY EL REG# 278, Yoonhwak Kim, FL PE #86367 xynthro mast bs CVO. Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 3282,1 Phone: (800)755-6001 www;alpineitw.com 13 Si6'tntitgr .1tl i Customer. Carpenter Contractors of America Job Number: N334496 Jab Description: 7A5rM ,l82EC,E ,R101 11828/CALIMEBB ELEV.C/E Address: Jo Eri lneer[n Gri�erla. Design Code FBC 7th Ed. 2020 Res lntelliVIEW Version:' 20,02.00A JRef#: 1X3L89750071 Wind Standard., ASCE 7-16 WindSpeed (mph). 160 Design Loading_ (pso: 37.00 Building T e: Closed This package contains general notes pages, 24 truss drawing(s) and 4 detail(s). 1 069.21.130222141 Al 3 069.21.1302.2.1811 A2 5 069,21.1302.22172 A4 7 069.21.1302.21233 A6 9 069.21.1302.22203 A8 11 069.21.1302.21312 A10 13 06921.1302.21874 A14G 15 069;21.1302.21672 A13 17 069.21.1302.21390 A16 19 069.21.1302:21593 C1GE 21 069.21.1316,28811 CJ5 23 069.21'.1302.22233 CJ1 25 A16015ENC160118 27 1 VAL180160118 tieTn,-,- Drawing_Numter 1Criiss ' 2, 069.21.1302.22109 A1A 4 069.21.1302.21281 A3 6 069.21.1302.21327 A5 8 069.21.1302.21704 A7 10 069.21.1302.22061 A9 12 069.21.1302,21733 Al2. 14 069.21.1302,22030 All 16 069.21.1302.22265 A15' 1.8 069.2.1.1302.21358 B1GE 20 069.21.1302.21624 ER 22 069.21A302211468 CJ3 24 069.21;.1302,21610 HJ7 26 G5LLETIN0118 28 VALTN16011''8 0 Fa)rida-Certificate of Product Approval #FL1999 Printed 3/1012021 1:51:40 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 B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es.ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger -Jointed lumber. U# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 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: 249564 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JROAX3L89750071 T10 FROM: RWM Qty: 11 , A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22141 Truss Label: Al SSB / YK 03/10/2021 6-1 "7 12'11"15 19'10" i 26'8"1 6'10"8 F 6'10"1 r 6'101 �' 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 Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"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. e _— 5X5 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 Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9'10" 29'8" 33'6"9 39'8" 6'108 6'17 Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.222 K 999 360 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 EW Ver: 20.02.00A.1020.20 `q�tillftll#�pPrP 10 10 No, 86367 4� STATE 4F 0 e , ��► t2 0 10' 1' A, 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 A /- /961 /309 /444 H 1711 /- /- /961 /309 A 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 1130 - 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 df, S e•®®�® b �A06,''/ON+A3'Joh®�' FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10 Hess noted otherwise. Refer to iision of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the formance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page rawinq indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliCy and use of This any structure is the responsibility of the Building -Designer per ANSI/WI I 1 Sec.2. ALPINE ANR COWV 6750 Forum Drive Suite 305 Orlando FL, 32821 see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: SEQN: 249588 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T25 / FROM: RWM Qty: 1 7A51320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22109 Truss Label: AlA SSB / WHK 03/10/2021 T11"2 13' 1T1"12 19'10" 23'8" 31'8"14 39'8" 7'11"2 '!- 5'014 1 11'112 8 4-i' 3'10" -1 8,0"14 + T11"2 =5x5 F 39'8" F 8'1"9 12'10"4 14'1 " r 23'8" 31'8"11 � 1T 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"x2ff%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.280 P 999 360 VERT(CL): 0.522 P 905 240 HORZ(LL): 0.120 K - - HORZ(TL): 0.225 K Creep Factor: 2.0 Max TC CSI: 0.790 Max BC CSI: 0.859 Max Web CSI: 0.964 VIEW Ver: 20.02.00A.1020.20 CENq --'� n. +'° NO. 86367 cr tl F9 V ® p � STATE OF r re WO 6 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1555 /- /- /960 /309 /444 1 1555 /- /- /961 /309 A 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 1413 - 2747 F - G 1409 - 2067 C - D 1715 - 3278 G - H 1217 - 2103 D - E 1437 - 2551 H - 1 1424 - 2775 E - F 1565 - 2527 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2374 -1111 L - K 2401 -1108 Q - M 2867 -1216 K - 1 2404 -1107 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 508 - 838 M - F 1684 - 892 C - Q 637 -122 M - L 1745 - 573 S - Q 2530 -1181 F - L 559 - 464 Q - D 744 - 323 L - G 450 - 365 D - M 533 - 912 L - H 477 - 691 Wind loading based on both gable and hip roof types. —0, A � a10 j QR1fi�r ®"s + Bottom Chord section between vertcials may s�u ` A be removed. ��I®�a �A (�• FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face, of truss and position as shown above and on the Jo!nt9Detalls, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinTcLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing Indicates acceptance of professional engmeering responsibilittyy solely -for the design shown. The suitability and use of4 !s drawing for any sQructur is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 F,or 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: 2495891 HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T9 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21811 Truss Label: A2 �SSB / WHK 03/10/2021 i_ 6'1"7 12'6"15 19' 29" 27'1"1 33'6"9 39'8" 6'1"7 6'5"8 6'S"1 T 1'87 6'S"1 6'S"8 f 6 1 7 1 r b m 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; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2ff%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" cc. 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" 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): 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.172 L 999 360 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 VIEW Ver: 20.02.00A.1020.20 0111111aIIIAif/iIpfto 0 No. 86367 cr v� e• STATE OF a 4Q 10' 1' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- !- /963 /310 /427 1 1556 /- /- /963 /310 A 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 '�`�•• 4oR1C� ,,� 6 0 0 4 AL -<v FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attache. rigqid ceilincl Locations shown. for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the aN mvcanan�v tr ss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawing or cover pa!Me 675o Forum Drive listing this drawing indicates acceptance of professional engiineering responsibilittyy solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 Fpr more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or • SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 2495901 HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T22 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21281 Truss Label: A3 SSB / WHK 03/10/2021 6'1"7 6'17 12'0"15 18'0"1 21'7"15 27'7"1 5'11"9 + 5112 + 3'7"14+ 5'1V2 �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; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ;5X5 =5X5 E F 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. TPIStd: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.171 L 999 360 VERT(CL): 0.319 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.124 K Creep Factor: 2.0 Max TC CSI: 0.408 Max BC CSI: 0.748 Max Web CSI: 0.485 VIEW Ver: 20.02.00A.1020.20 ��w�,�aarrtt►arrr �` fP 4 4 No, 85367 m o ,) STATE OF,—,- vino s k. 33'6"9 39'8" 5'11"9 6'1"7 10, 1' 39'8"� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1556 /- /- /965 /312 /407 1 1556 /- /- /965 /312 /- 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 1608 - 2796 F - G 1252 -1794 C - D 1497 - 2523 G - H 1498 - 2523 D - E 1252 -1794 H - 1 1609 - 2796 E - F 1245 -1635 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1329 L - K 2064 -1027 M - L 2064 -1048 K - I 2439 -1308 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -106 L - F 523 - 300 D - L 497 - 674 L - G 497 - 674 E - L 523 - 300 G - K 495 -106 i`°ifV(4 0NA� l/lmglk0l FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appllcati e. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be res onsible for any deviation from this drawing, any, failure to build the ANR COMPAW truss in conformance with ANSI 1, or for handling, shipping,. installaflon and bracinctof trusses. A seal on this drawn or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili� solely -for the design shown. The suitability and use of this Suite Fos drawing for any soructure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. For more information see these web sites: Aloine: aloineitw.com: TPI: toinst.orc: SBCA: sbcindustrv.com: ICC: iccsafe orn• AWC awr nrn Orlando FL, 32821 SEQN: 249591 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JR&AX3L89750071 T8 / FROM: RWM Qty: 1 , A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22172 Truss Label: A4 SSB / WHK 03/10/2021 7'1014 17' 22'8" 7'10"14 9'1-T 'f" 5.8" cn 0 co �1' I 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 Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 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 999 360 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 �`ji114f i 11lhf/o0 ,N'.AH WAIF F`'�1 • 01 10. No. 86367 1�STATE OF a, � • �* 10, 1' 39'8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1552 1- A /965 /318 /386 G 1552 /- /- /965 /318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 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 1 - 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 1 - F 498 - 448 �rO��AQiORIV"e ®°d`S �•ree° D o��df,SIpNBAL t�+� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care -in -fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an r7 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 dild ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccL� Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the aN mvmewnNv truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa 4e 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of Phis drawing for any sCructure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305 F,or more information see these web sites: Alpine: alpineitw.com• TPI: tpinst.org; SBCA: sbcindustry.com• ]CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249592 / HIPS Ply: 1 Job Number: N334496 Cust: R es75 JRef:1X3La9750071 T24 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21327 Truss Label: A5 SSB / WHK 03/10/2021 160" 1 23'7"15 3TV9 39'8" 61 "7 9'10"10 7'7"14 :6X6 =6X6 D E T2 6 12 T4 �5X5 �5X5 ao C F o W W1 B G A s3 H �88 =4X6(A2) =5X5 =5X5 =5X5 =4X6(A2) 39'8" 10' 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.156 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 /- /- /964 [713 /366 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- /- /964 f713 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.119 1 - Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0. Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.799 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 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: 0.485 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 1841 -2852 E - F 1665 -2513 C - D 1665 - 2513 F - G 1 B41 - 2852 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.0E; D - E 1456 -1829 Bot chord: 2x4 SP #1; Webs: 2x4 SP #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 2505 -1555 J - 1 1780 - 984 member design. K - J 1780 -1005 1 - G 2505 -1535 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) H WA Webs Tens.Comp. Webs Tens. Comp. ��- F 512 - 469 ;,q►®ee'� p g `Cj E ar'e 1'A,, K - D 617 - 248 IE a No, 86367 m a � J ® STATE OF d A41 p ��®d111lb�lDbO�� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) 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 id attachetl ri ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicab)e. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildincQ�Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in 1, for conformance with -ANSI or handling, shipping,. installation and bracinclof trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of this drawing for any s9ructure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. Suite 305 F r 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: 2495931 HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T7 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 ! 1828/CALIAEBB ELEV.C/E DrwNo: 069.21.1302.21233 Truss Label: A6 SSB / WHK 03/10/2021 7'1014 15, 24'8" 31'9"2 39'8" 7'10"14 7-1-2 9'8" 7-1 "2 7'10" 14 :6X6 ; 6X6 D T3 E 12 6 ,5X5 �5F5 o C W eo W1 B C, A 3"s H 48-8,, =4X6(A2) =5X5 =5X5 =5X5 =4X6(A2) 39'8" 10' 9'10" 9'10" 10, 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 L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 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 /- /- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /- EXP: C Kzt: NA Des Ld. 37.00 Mean Height: 15.00 ItHORZ(TL): 0.115 1 Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Br g Width = 8.0 Min Req = 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 G Brg Width = 8.0 Min Req = 1.8 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.474 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:OOA.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 SP #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. yl�a�P ®®o e e erl� %/® C - K 394 -358 E - I 628 300 E NS A A ��ah K - D 628 - 300 I - F 394 - 358 �1C NO.86367 'soC ®• m® STATE OFF e iN- e NAI- , adddddd011o FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply to face, plates each drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. of truss and position as shown above and on the Joini Details, unless noted otherwise. Refer to ALPINE Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin1 trusses. A this drawingor of seal on cover paga 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitabilitand use of this drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com• TPI: tpinst.or ; SBCA: sbcindustrycom; ]CC: iccsafe orq• AWC: awc orq Orlando FL 32821 SEQN: 249594 / HIPS Ply: 1 mber: N334496 Cust: R 8975 JRef:1X3L89750071 T23 / FROM: RWM Qty: 1 F,71A,5/�Z2,,182EC,E R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21704 Label: A7 SSB / WHK 03/10/2021 6'1"7 14'0"1 19'10" 257'15 33'6"9 39"" 6'1"7 7'10"10 5'9"15 T 5'9"15 7'10"10 6'1"7 :5X5 1112X4 =5X5 D E F T2 12 T4 6 � W C 5 5X5 G i� W332 B H A 4X6(A2) - 5X5 =_ 5X8 =_ 5X5 = 4X6(A2) 39'8" 10' 9'10.. 9'10" 10, +1'� T 10' 19,10" 29'8" 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): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 /- A /958 f715 /325 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /958 /715 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 J Wind reactions based on MWFRS Mean Height: 15.00 it NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf H Brg Width = 8.0 Min Re 1.8 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 Soffit: 0.00 q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.748 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 it Rep Fac: Yes Max Web CSI: 0.434 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 1975 -2822 E - F 1780 -2112 - C-D 1821 -2515 F-G 1821 -2515 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 -2112 G - H 1975 -2822 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 2470 -1666 K - J 1912 -1210 member design. L - K 1912 -1231 J - H 2470 -1645 Wind loading based on both gable and hip roof types. p11ilE�V�P/p� Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. 6r6 AoC - L 439 - 395 F - J 556 -182 ® & JV�i . 0 L - D 556 -182 J - G 439 - 395 ��O • �1� •o E - K 440 - 281 e No. 86367 is ar V� STATE OFe W,Osd a01 S •osa�® be A e4 � d�tl It9 b Ild 1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,.top chord shall have properly attached structural sheathing and bottom chord shall have a properly, attachetl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, gDetails, as applicable. Apply ?fates to each face oT.truss and position as shown above and on the Join unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Aline, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the pNRW[OMFANY tr in ANSI PI 1, for handling, ss conformance with or shipping,. installation and bracing 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 ANSI/T 11 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249595 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JR&AX31-89750071 T6 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALIMEBB ELEV.C/E DrwNo: 069.21.1302.22203 �SSB Truss Label: A8 / WHK 03/10/2021 6'94 13' 19'10" 26'8" 32'10"12 39'8" 6'9"4 6'2"12 6'10" 6.10" 6'2"12 6'94 1 5X5 1112X4 = 5X5 D E F 12 6 2X4 W i2X4 C G io W3 B H A 9a =4X6(A2) -5X5 =5X8 =5X5=4X6(A2) 39,8" 10' 9110.. 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: 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): 0.191 E 999 360 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: 11 Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 A /- /953 /716 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.121 J Wind reactions based on MWFRS 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 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 g q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are a rigid surface. MWFRS Parallel Dist: h/2 to h 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 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 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. �It1111111VIRpip/re Maximum Web Forces Per Ply (Ibs) tO%p, q*Alk C�HWak Webs Tens.Comp. Webs Tens. Comp. E �, ':,, F - J 535 -183 ,94� D - K 425 -183 4 1 J - G 381 - 339 �y s+ No, 86367 e + E - K 585 -391 a d a a as 20 ATE OF ®��® ST 4 '®�O'�0R{ a 4b C �,°o 1D'U 01 S em0®®® b �NAL s�: FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building _ Component Safety Information, by TPI SBCA) for an c7 safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the pN RW COMVANY truss in ANSI PI for conformance -with 1, or handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawingq indicates acceptance of professional en ineenng responsibilittyv solely -for the design shown. The suitability and use of this drawing for any sTructure is the responsibility of the BuildingVesigner per ANSIrr 11 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249596 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T21 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22061 Truss Label: A9 SSB / WHK 03/10/2021 6'3"4 12'0"1 19,101, 27'7"15 33'4"12 -� 39'8" 6'3"4 5'8"12 7'9"15 7,9"15 5'8"12 '} 635 i 5X5 1112X4 ; 5X5 D E F 12 s �2C4 W i2G I v `° W3 m � B H A a� I 8'8" =4X6(A2) -5X5 =5X8 =_5X5 =4X6(A2) 39'8" 10' 9110" 9'10" 10, + r' '+ 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 Sid: 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 999 360 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 /- /- /947 f717 /284 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 /- /- /947 f717 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.124 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 TCDL: 4.0 psf Min Req = 1.8 H Br Width = 8.0 Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 g p Min Re 1.8 q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753 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: 0.999 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 2102 -2791 E - F 2189 -2492 C - D 1987 - 2524 F - G 1987 - 2524 Top chord: 2x4 SP #2 N; D - E 2189 -2492 G - H 2103 -2791 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Farces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2434 -1769 K - J 2065 -1444 member design. L - K 2065 -1465 J - H 2434 -1748 Wind loading based on both gable and hip roof types. �8 J%11111 M,piffe Maximum Web Forces Per Ply (Ibs) g//e++,,O�wahhti/gyp Webs Tens.Comp. Webs Tens. Comp. /, POOH 9 �'��61 v 539 F-J 498 -118 -531 E-K 42 g No, 86367 o o STATE OF FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! ."IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, attached ri id ceiling Locations shown for of as applicable. Apply to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to Oates drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not, be respponsible for any deviation from this drawing, any failure to build the truss in ANSI/ PI 1, for handling, ANMCOMCAW conformance with or shipping,, installation and bracin of trusses. A seal on this drawingor cover pa a listing this drawing indicates acceptance of professional enpineenng responsibili solely _for the design shown. The suitabiliy and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. 675o Forum Drive Suite 305 Fpr more information see these web sites: Alpine: al ineitw.com; TPI: t inst.org; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249597 / HIPS Ply: 1 Job Number: N334496 8975 JRefAX3L89750071 T5 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E FD�N'o: 069.21.1302.21312 Truss Label: A10 / WHK 03/10/2021 5'9"4 11' 19' 28'8" 33'10"12 39'8" 5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4 :5X5 =_ 5X5 5X5 D E T3 F 12 T 6 17" 2X4 W � 2X4 o C (a) (a) in W3 co B H 1 A � 4X6(A2) =5X5 =5X8 =-5X5 =4X6(A2) 39'8" 10' 9'10" 9'10" 10, 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.213 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 /718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /- 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 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 g q = Load Duration:-1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.752 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: 0.751 Members not listed have forces less than 375# Loc. from endwall: not in 9.o0 ft FT/RT:20(0)/l0(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 2194 -2804 E - F 2386 -2693 C - D 2057 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 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) P/P Webs Tens.Comp. Webs Tens. Comp. (a) or scab reinforcement may be used in lieu of CLR a9�,Q / 1rY j��� restraint. substitute (1) scab for (1) CLR and (2) scabs aa'A ®�, e '�,/� L - D 470 71 K - F 626 612 for (2) CLR'S where shown. Scab reinforcement to be �I�y Ai� ; prd D - K 739 -778 F - J 466 52 same size, species, grade, and 80% length of web ®�, ®� � CEr r eo O� E - K 739 -778 member. Attach 0.128x3" 6" d, 534 with gun nails @ oc. mac, ® o 0 pG C Wind Nip. $6367 s Wind loads based on MWFRS with additional C&C • ® a' member design. W' a r a Wind loading based on both gable and hip roof types. �" c���.y.0 ® • �. STATE 6 4 °1 ^S°eet^ls j4 r �f�10/0 ABA b FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require -extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Bu ildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the pN RW COMPANY truss in ANSI�CPI 1, for handling, conformance with or shipping,, installation and bracincl of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 Fpr more information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249598 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T4 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 ! 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21733 �SSB Truss Label: Al2 / WHK 03/10/2021 9' 17 22'8" 30'8" 39'8" y 8' N 9, ,6X6 =5X5 =4X4 C T2 D E T3 =6X6 F 12 6F�e;- T (a) (a) o W m W5 B 1 A G Lo H 4X6(A2) -6X6 =6X6 =6X6=4X6(A2) 1 39'8" 10' 9'10" 10, 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 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 1566 !- !- /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 NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 5.0 G Br Width = 8.0 Min Re 1.8 g q = 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 It Rep Fac: Yes Max Web CSI: 0.306 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 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 1 - 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. �111� I�1l0 Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu -of CLR `���a�,.} t�! A%r{PP�� i Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs ,-NN (� 1 ' 0 a ®"1" ' i(" ��'p for (2) CLR'S where shown. Scab reinforcement to be %% v * /� �,�® C - K 718 -428 E - I 944 - 834 �+ same size, species, grade, and 80% length of web ®� 1V K - D 940 -832 I - F 718 430 �`�°' member. Attach with 0.128x3" gun nails @ 6" oc. . s "�e ® N0.86367 Wind Wind loads based on MWFRS with additional C&C • o member design. e Wind loading based on both gable and hip roof types. A Z� • r" 11 f"1 e v�o0e�s° ve �. po ,1406 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, by of BCSI (Building TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall temporary have attached rigid ceiling Locations shown for permanent lateral resttraint of webs shall have bracin installed BCSI sections a properly B3, 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. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A LP I N E Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWANY tr in ss conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingg or cover pa a 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibilit�yr solely -for the design shown. The suitability and use of This drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 _For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 249610 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JIRO:1X3L89750071 T28 ! FROM: LPM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21874 Truss Label: A14G SSB / WHK 03/10/2021 7' 13' 19' 28'4" 32" 39'8" r T 6' 6' 9-4" 4,4� 7' i %6X6 =4X4 =8X10 =H1014 �6X6 12 C D T2 E T3 F T4 G 6 T T co (a) W o T (a) io B 1 A H I I�8,8" a =5X5(A2) =H0510 =4X4 =6X8 IIISXSK B3 J1-1 -4=3X6(A1) 1 28'4" 111'4" 1010"4 15112 4'4" 1 4'4" 7' 8' 18'10"4 24' 28'4" �1'� 32'8" 39'8" Loading Criteria (psr) Wind Criteria Snow Criteria (Pg,Pfin 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 999 360 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 A BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 1- l- /- /1911 P EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.091 L H 80 P /- /- /60 /- Mean Height: 10.51 ft NCBCLL: 0.00 g Buildin 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 Brg Width = 8.0 Min Req = 1.6 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785 K Brg Width = 8.0 Min Req = 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.OE; 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) Bid Box or Gun B - N 3126 -1377 L - K 786 -1874 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by r! 9 (f if N - M 3815 -1821 K - J 786 -1874 `) erection contractor. a�yV1 ffPOP ^ M - L 2986 -1327 J - H 179 -399 (a) or scab reinforcement may be used in lieu of CLR 1 t �1�1� A GC Maximum Web Forces Per Ply (Ibs) restraint. substitute (1) scab for (1) CLR and (2) scabs �y�•*4� ,° *11 for 2 CLR'S where shown. Scab to be Webs Tens.Comp. Webs Tens. Comp. reinforcement �p 1 S00 same size, species, grade, and 80 /o length of web s v r member. Attach with 0.128x3" gun nails @ 6" oc. a C - N 1089 -274 L - F 3047 -1224 No I f +w , 8636 ® N - D 440 -430 F - K 2007 - 4053 Loading � D - M 568 - 883 F - J 1889 778 #1 hip supports 7-0-0 jacks with no webs. s p ""' "�° '4 M - E 834 - 67 G - J 344 - 528 ® A E- L 1423 - 3051 c t YE Vf /y C Wind @ STATE o 4t/,? A! Wind loads and reactions based on MWFRS. C % Wind loading based on both and hip types. s' "� 1 O `e gable roof R 1Q �6v ty 0 V WARNINGI This truss is not symmetric, but itsexterior makes erection error more fa��4ajprobabl geometry It smerativetht this truss be stalled ,edk�pas� properly. FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safPety 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 attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections temporary have a properly B3, B7 or B10, asapplicable. Apply to each face of truss and position as shown above and on the Joini.Details, unless noted otherwise. flefer to Oates drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin$c�Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the ANMCOMPANY in truss conformance with ANSI 1, or for handling, shipping,, Installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability -and use of This drawing for any structure is the responsibility of the Building -Designer per ANSIrr 11 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249599 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T2 / FROM: RWM city: 1 , A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22030 Truss Label: A11 SSB / WHK 03/10/2021 57'4 5'7"4 T zo rn 132 10'8" 11'3"15 16'0"1 237'15 5'0"12 17' S 4'8"2 'r 7714 29'7"15 39'8" 6' + 10'0"1 =5X5 -5X5 =4X4 =5X5 =5X5 D F F r, H 10' 9'10" 10' "i" 19,10" Bpli-ld 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/2 to h TPI Sid: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE. 18SS Lumber Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; 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 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.229 L 999 360 VERT(CL): 0.427 L 999 240 HORZ(LL): 0.076 K - - HORZ(TL): 0.142 K Creep Factor: 2.0 Max TC CSI: 0.820 Max BC CSI: 0.802 Max Web CSI: 0.811 VIEW Ver: 20.02.00A.1020.20 0111111011pff;1/ s+ No. 86367 r ® • 0 �w w -p all STATE OF o �v 10' 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1556 /- /- /932 /716 /257 1 1556 /- /- /930 /718 /- 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 2225 -- 2806 F - G 2509 - 2878 C - D 2062 - 2521 G - H 2O44 - 2305 D - E 1917 - 2214 H - 1 2093 - 2649 E - F 1976 - 2258 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2452 -1880 L - K 2805 - 2204 M - L 2814 - 2230 K - 1 2266 -1674 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1699 -1345 G - K 774 - 669 M - E 760 - 872 K - H 693 - 431 M - F 856 - 742 d 00*obo FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. -Installers shall provide temporary bracing per BCSI...Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE 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 ANmvco�UArry truss in conformance with ANSI ffPI 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 engmeenng responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.oro AWC: awcorn Orlando FL, 32821 SEQN: 249600 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X31-89750071 T20 ! FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21672 Truss Label: A13 �SSB / WHK 03/10/2021 I B0 rn im 5'74 10'8" 13'3"1 21'7"15 5'7"4 5'0.12 2'7"1 8'4" =5X5 D 317'15 + 398" 10, 8.0"1 12 �5E5 T3 =HOF10 T4 =6G 6 2X4 C TT (a) v � B H v A I ilela„ 3X6(A1) B1=5X5 N =-4X6 =5X5 =3X6(A1) 20'8" 5'8" 13'4" 10,81, 5'4" T10" 7'10" 81 1'� 10'8" 16' 23'10" 31'8" 39'8" Loading Criteria (pst) 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: 3.97 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; T4 2x4 SP 2400f-2.0E; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; 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 0.1284" 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 Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE. HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.043 M 999 360 VERT(CL): 0.080 M 999 240 HORZ(LL): 0.017 J - - HORZ(TL): 0.028 J Creep Factor: 2.0 Max TC CSI: 0.957 Max BC CSI: 0.647 Max Web CSI: 0.546 Ver: 20.02.00A.1020.20 ENO. 86367 � o STATE OF a� l IN ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ !R- /Rh /Rw /U !RL B 840 /- /- /551 /397 /257 N* 315 /- A /159 /140 /- H 585 A A /436 /242 /- 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, N, & 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 959 -1265 E - F 645 - 628 C - D 755 - 932 F - G 648 - 471 D-E 808 -911 G-H 324 -611 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 1088 - 733 K - J 924 - 213 M - L 931 - 620 J - H 455 -107 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. . Webs Tens. Comp C - M 396 - 367 L - F 903 - 565 D - M 619 -454 F - K 1390 -1254 M - E 442 - 299 K - G 854 -1043 E - L 449 - 564 ®®'�C•�®C0R1D®- ®� ONA FL REG# 279, Yoonhwak Kim, FL PE #86367 03/10/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANI CO -ANY truss in conformance with ANSI 1, or for handling, shipping,, Installation and bracing4 of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec 2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249601 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T19 ! FROM: RWM Qty.. 1 ,7A5/320 ,182EC,E ,RI01 ! 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22265 Truss Label: A15 SSB / WHK 03/10/2021 ''7"4 4 10'8" 15'3"15 23'3"15 _ 31'8"1 318" 39'8" 5'7 5'0"12 4'7'15 T 8' f 8'42 11 �15 7' =5X5 D 12 T 6 a 2X4 =5XE4 =HOF10 :5X10(SRS) H bo C T3 T4 G (a) o =C0o B I "' o 3X6(A1) =5X08 =5X5 =4X6 =4X4L =5X5 =3X6(A1) 21' 5' 13'8" 8' T 5' 5' 5'8" 8' 1' 16' + 21' i 26' + 31'6" 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): 0.038 O 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.072 O 999 240 B '745 A /- /497 /341 /276 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - M 1429 /- /- 1726 /654 P Des Ld: 37.00 EXP: C Kzt: NA 0.031 K L 629 /- /- /238 /218 /- NCBCLL: 10.00 Mean Height: 15.00 ItHORZ(TL): TCDL: 4.2 psf Building Code: Creep Factor: 2.0 1 534 !- /- 1399 /245 P Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.635 B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 2.0 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.703 L Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) I Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, M. L, & I are a rigid surface. Wind Duration: 1.60 WAVE, HS VIEW Ver: 20.02.o0A.1020.20 Bearings B, M, L, & I require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1109 -1100 E - F 800 - 732 Bracing C - D 1003 -901 G - H 766 -618 (a) 1X4 #3SRB or better continuous lateral restraint to D - E 835 - 674 H - I 595 - 577 be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied Maximum Bot Chord Forces Per Ply (Ibs) and attached at both ends to a suitable support by Chords Tens.Comp. Chords Tens. Comp. erection contractor. i t��, 91 P P PP! (a) or scab reinforcement maybe used in lieu of CLR raj� S01,A'� T 1 WA k P/ O - N 570 -442 M- K 530 367 restraint. substitute (1) scab for (1) CLR and (2) scabs S Q 0 ° 0 ° a � �0°� N - M 598 - 426 K - I 451 - 326 for (2) CLR'S where shown. Scab reinforcement to be y` • m ° ° � -01 same size, species, grade, and 80% length of web .,q ® o ��ENS ° 10 member. Attach with 0.128x3" gun nails @ 6" oc. a� a Maximum Web Forces Per Ply (Ibs) s� No. $667 ® Webs Tens.Comp. Webs Tens. Comp. Wind Wind loads based on MWFRS with additional C&C ® 0 * C - O 502 -291 M - F 909 732 O D 469 387 member design. ► • .a e - - L - G 947 - 898 Wind loading based on both gable and hip roof types. i "� ° ® Q '. E - M 1635 -1574 IP `s''� �OIRIDP�ta°;� C Jaaa�oassaee�b�° FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint ofT webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the JoiNetails, unless noted otherwise. Referto ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWP W truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinQof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional anccLLsneering responsibilitty� solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw com; TPI: tpinst orq• SBCA sbcinduslrycom; ICC: iccsafe orq; AWC: awc orq Orlando FL, 32821 SEQN: 249602 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T18 / FROM: RWM City: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21390 Truss Label: A16 SSB / WHK 03/10/2021 5'7"4 10'8" 17'3"15 23'6" 29'8"1 32'8" 39'8" 5'77 5'0"12 6'7"15 6'2"1 6'2"1 2'11"1 7' 19'3"15 1 5X05 [__(nP F G —SH8 I J;5X1 Y X W V =5X5 =5X5 21' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 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. (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. V3"15 17' "15 � 212 Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE =5X5 T S' 'R Q P O 1112X4(•'14 =5X5 4 5' 26' 29'6"5 1 31'8' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.037 Y 999 360 VERT(CL): 0.069 Y 999 240 HORZ(LL): 0.016 0 - - HORZ(TL): 0.030 0 Creep Factor: 2.0 Max TC CSI: 0.948 Max BC CSI: 0.636 Max Web CSI: 0.584 Ve r: 20.02.00A.1020.20 ,gg1t1101VIfjPffr *�� �+ AWA /( �/�si • ,a No. 86367 o g p w s a8 STATE OF a �, 13'8" 8' 39'8" 11� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 774 /- /- /508 /355 /317 U 1323 /- A /633 /586 A R 711 A A /257 /237 A M 531 /- /- /381 /247 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 1.8 R Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings B, U, R, & M are a rigid surface. Bearings B, U, R, & M require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1118 -1151 F - G 823 - 776 C - D 1027 - 960 G - H 834 - 791 D - E 791 - 722 K - L 681 - 548 E - F 823 - 777 L - M 628 - 571 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - Y 978 - 830 T - S 585 - 491 Y - X 627 - 411 S - R 584 - 491 X - W 462 - 350 R - Q 424 - 356 W - V 462 - 350 Q - P 424 - 355 V - U 462 - 350 P - O 424 - 356 U - T 589 -490 O - M 445 -354 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. ®® r�� C-Y Z-U �t�91(101d91l0le FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 445 - 257 U -AB 611 - 605 453 -285 AB- H 504 -522 1516 -1447 R -AE 930 - 847 1536 -1466 AE- K 910 - 826 "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) forsaty practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicab a. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing4of trusses. A seal on this drawingor cover page 6750 Forum Drive listing this drawing indicates -acceptance of professional engineering responsibility solely -for the design shown. The suitabiliy and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TI 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: 249603 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T3 / FROM: HMT Qty: 1 7A5/320 ,182EC,E ,13101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21358 Truss Label: B1GE SSB / WHK 03/10/2021 l_ 10'8" 21'4" ' 10.81. 10,8„ --i �^ 4'8" 2' (TYP) =4X4 F m rn 3 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " r- 1 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 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. 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 R 999 360 VERT(CL): 0.007 R 999 240 HORZ(LL): 0.005 L - - HORZ(TL): 0.006 L Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.164 Max Web CSI: 0.069 Ver: 20.02.00A.1020.20 A, Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 245 /- /- /134 /103 /243 J* 72 P /- /35 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 248 Min Req = - Bearings B & B are a rigid surface. Bearings B & B require a seat plate. Members not listed have forces less than 375# '01111111 P P P PPi/g, NA ENS .: a �e No 86367 s b STATE OF ONAL� a" ��,d1d11181t!lB��, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an � SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have 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 ALPINE drawings 16OA-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 AMMCCWAN truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pane 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The sOltabilifyand use of This drawing for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249604 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef1X3L89750071 T1 ! FROM: RWM Qty: 1 7A5l320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21593 Truss Label: C1GE �SSB ! WHK 03/10/2021 T 7' 14' T ` 5' 2' ---i (T1'P) =4X4 D 14' 14' 14' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria - - ♦ Maximum Reactions (Ibs), or'=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.005 J 999 360 Loc R+ / R- / Rh / Rw / U / RL B* 68 /- /- /38 /30 /13 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.008 J 999 240 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.004 H - - F 268 /- /- /206 /134 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.006 J Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.0 psf Creep Factor: 2.0 B Brg Width = 159 Min Req = - Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.308 F Br Width = 8.0 Min Re 1.5 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.177 Bearings B & F are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.142 Bearings B & F require a seat plate. Loc. from endwall: Any FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE 1VIEW Lumoer._- TBotop chord: 2x4 SP Maximum Gable Forces Per PI chord: 2x4 #2 N; Gables Tens.Com y (Ibs ) Wee bs: 2x4 SP #3; p. Gables Tens. Comp. Plating Notes C - J 511 -238 H - E 511 -238 All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C gaQP1�!! member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for ��© �1CF_ N,9� gable wind bracing and other requirements. p ® o a ffi f�o.8£367 STATE OF��cv�� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI anc7'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary per BCSI Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly ! ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, cabgle. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW BuildinlComponents Group Inc. shall not be res onsible for any deviation from this drawing, any failure to build the conformance with ANSI 1, or for handling, shipping,. mstallapion and bracing of trusses. A seal on this drawin or cover pa e iis-drawing indicates acceptance of -professional enq�neenng responsibility solely for the design shown. The suitability and use of iris for any s ructure is the responsibility of the Building -Designer per ANS!/TPI 1 Sec.2. AL E ANN COMPANY 6750 Forum Drive Suite 305 Odando FL, 32821 more SEQN: 249616 / EJAC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T15 / FROM: RWM City: 14 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21624 Truss Label: EJ7 SSB / WHK 03/10/2021 T 1, 7 T C Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.015 D D 125 /- A /73 A /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.028 D C 174 /- !- /128 /169 /- Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.720 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.507 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 "wuuer Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. %%iolI141111yf1PPP`. /� Z)q�AH WAA- /� m No. 8s367 p STATE OF 4r�� W 'b d49(Od1109110 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in, fabricating, handling, shipping, installing and bracing:. Refer to and follow the latest edition of i ru wuni wcdtrurib srrown for ermanent lateral restraint or wens snan nave Dracm Insialle0 per t5G51 sections t33, B/ or bi 0, icab e. App y pplates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Defer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildingq�Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinciof trusses. A seal on this drawing or cover pa e us drawing, indicates acceptance of professional enQneenng responsibility solely -for the design shown. The suitability and use of this for any structure is the responsibility of the Building DDesigner per ANSI/TPl 1 Sec.2. ALPINE AN COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 More information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslrv.com: ICC: icrsafe.oro: AWC: SEQN: 249606 / JACK Ply: 1 Job Number: N334496 Gust: R 8975 JRef:1X3L89750071 T11 / FROM: LPM Qty: 4 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1316.28811 Truss Label: CJ5 KD / YK 03/10/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacino: 24.0 " 11'2"5 12 6 M 9) CV M M B 1 A 8'8N D 4' 11 "4 1 1 4'11"4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 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 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 /- /- C 118 /- /- /85 /116 /- 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# +IIII I IIrpffep No 86367 H WA � . a*2 0 w *� SATE OF Ile q �00o C't �a; � ORi�P �,o l) �•®®fl® e +��ld(1i1981®b�8� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary. _ bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint otiYwebs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face. of truss and position as shown above and on the Join gDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the nN "wcoMcnNv truss in conformance with ANSI 1, or for handling, shipping,, installation, and bracing4of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional emmneering responsibilitty� solely for the design shown. The suitabilify and use Nis drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2496071 JACK Ply: 1 Job Number: N334496 Cust: R 8975 J Ref: 1 X3LB9750071 T26 / FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21468 Truss Label: CJ3 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 Spacinq: 24.0 " 4"3 V 1, 2'11 '4 211 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 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): C 10'2"5 (M � c7 N 81811 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 A /- /156 /71 /99 D 50 /- /- /27 A A C 63 /- /- /44 /64 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �t*♦�iaQtlFl�illpP %.10 Wok 4 � No, 86367 0 ® +s alp STATE OF eQ to ORIVO QN, At. b FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING *'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri4id 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 otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE� drawings 160A-Z for standard plate positions:- Refer to job's General Notes page for additional information. Alpine, a division of ITW B uildiyhcL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN mvwrnvANv truss in conformance with ANSI/TPI 1, or for handling, shippingi, 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 Ineerrng responsibiliti solely or the design shown. The suitabiligy and use of this drawing for any structure is the responsibility of the Building4esigner 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: 249608 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef1X3L89750071 T27 / FROM: LPM Qty: 4 , A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22233 Truss Label: CJ1 KD / 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 SDacina: 24.0 " 12 6 C B ,--I A D 2X4(A1) 1, aTB 11''4 B 11 4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Deft/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 OMAR ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 176 /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. Bearing B requires a seat plate. Members not listed have forces less than 375# WAk o`�-�d�®pe•a�°�i PLO �.J o 0 No, 86367 STATE OFWO 0 4/�b �DN AI. � FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. 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 permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$c�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANrt CQMPA truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin44of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates -acceptance of professional engineering responsibili�t�r solely -for -the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:249609/ HIP_ Ply: 1 Job Number: N334496 Cust:R8975 Met 1X3L89750071 T16 FROM: HMT Qty: 2 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21610 Truss Label: HJ7 KID / WHK 03/10/2021 5'3"5 5'Y5 9'10"1 4'6"11 12'2"3 12 4.24 E-- a C4 v m M � v B a 3 A i FE 2X4(A1) =4X4 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld,7 7. 00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 1'5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.0E; 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. 1 62"x3.5") nails at bottom chord 9'2"2 9'2"2 )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: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 7.11 9'10'1 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.040 F 999 360 VERT(CL): 0.076 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0,260 EW Ver: 20.02.00A.1020.20 v � � l �CEN 43 NAA0.8W pp636�7 m �e �r ®� 4 STATE flE a 4�g �� a 0 ti , ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 326 /- /- /- /154 /- E 364 /- /0 /- 184 /0 D 214 /- /- /- /177 !- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 MID e98ti1lEiI,sO* FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING'* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the ANRWCOMVAW truss in conformance with ANSIII Pl 1, or for -handling, shipping,, installattion and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional en ineering responsibility solely for the design shown. The suitability and use of this Suite 305 drawing for any s ructure is the responsibility of the Building Designer perANSI/TPI 1 Sec .2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 Gable Stud Reinf orcement 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 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 fir, 12n mink Wind IZ-Pri 19, Menn btoinh+ P. +i,,ii­ r....­n v,. - inn S 2x4 Brace Gable Vertical Spacing 'Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xIa Q) 2x6 'L' Brace IR (2) 2x6 'L' Brace )K31 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 #2 U S P P #3 3' 8' 5' 9' 6' 2', 7' 8' i' 11' 9' 1', 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' H P Stud 3' 8' 5' 9' 6' 1' 1 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' p Standard 3' 8' 1 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10, 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 1 14' 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' (u D rr L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, ill 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' l' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' .+.) _ S Pf #3 4' 2' 7' 1' 1 7' 9' 8' 9' 9' 1' 10' 5' 1 10' 10' 13' 9' 1 14' 0' 14' 0' 14' 0' U u F Stud 4' 2' 7' l' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' QJ O rl Standard 4' 2' 6' V 6' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12' 8' 13, 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S #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, 61. 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' (1) D fr L Stud 4' 4' 6' S' 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' l' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' �f U u Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' O �I Standard 4' 7' 7' 0' 7' 5' 9' 4' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 1 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' l' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' c-t DFLI Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace option' vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect diagonal at mldoolnt of vertical web. AN ITW CO 11 514\ Earth\ City\ Expressway \ \ Suite\ 242 \ \ Eanh\ City,\ MO\ 63045 �ymm About: 18, L 'L' Brace End Zones, typ, 2x6 DF-L #2 or better diagonal r brace) single 8, or double cut (as shown) at upper end. 14N `U� Refer to chart aboTie -VARNING!" READ AND F111.LOV ALL NOTES ON THIS BRAVING! ,IKMTANT-- FURNISH THIS BRAVING Ta ALL CONTRACTORS INCLUDING THE INSTALLERS 6 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to and allow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety •actices prior to performing these functions. Installers shall provide temporary bracing per BCSL 'less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor 'all have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint of webs 'all have bradng Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face ' truss and position as shown above and on the Joint Details, unless noted otherwise. rfer to drarings 160A-Z for standard plate positions, Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, -tallatlon 8 bracing of trusses. A seal on this drawing or cover page Listing this drawing, Indicates acceptance of professbml gineerlrg responslbltlty solely for the design shown. The suitability and use of this drawing r any structure Is the responsibility of the BuMding Designer per ANSI/TPI 1 Sec2. Fovr more Information see this Job's general notes page and these web s�17>z ALPINE' ww.alpineltw.coml TPI, wwwApinst.orgi SBCA' ii-sbcindustry.orgi ICC, 3enring � r1a g fJE"v( icoLL% S 00-001 Bracing Group Species and Grades, Group At S ruce-Plne-Flr Hen -Fir Stnndnrd #2 Stud #3 Stud #3 Stnndnrd Dou las Fir -Larch Southern Plne*w)m #3 #3 Stud Stud Standard Stnndnrd Group Bt Hem -Fir #1 & Btr #1 Dou (as Fir -Larch Southern Pinerrwt #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). ■wFor ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these wades, Liable I russ Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with IOd (0,128'x3.0' min) nails, )K For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. )KFor (2) 'L' bracesi space nails at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 807 of web member length. II Gable Vertical Plate Sizes II Vertical Length No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than IL' 6' 4X4 I+ Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. X. TOT. LD, 60 PSF MAX, SPACING 24,0' F ASCE7-16-GAB16015 TE 01/26/2018 WG A16015ENC160118 'T Relnfo Memk Go Tr Gable Detail Fnr I Pt —in VPrtirn I,- Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a to that covers the total area of upped plates to span the web. „ 2*2X4 *2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nails - lad Common (0.148'x 3,',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords, Toenalled Nalls- lad 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 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, §g CI dl�ft/f A18015ENC100118, A20015ENC100118, AP-0015END100^1� 0, A11530ENC100118, A12030ENC100118, A14030ENC1 Wb (prmal1 / A18030ENC100118, A20030ENC100118, A20030ENA0�03gg S11515ENC100118, S12015ENC100118, S14015EN 0118,16S18015ENC100118, 520015ENC100118 S20015E@}110011a S 5P 1 8 S11530ENC100118, S12030ENC100118, S140301�C1001 SlBOl3AEti / 0 S18030ENC100118, S20030ENC100118, S2003�ND illi.8, S20030PED100118 p YY�II @ See appropriate Alpine gable detail for maximu't unnieInforced'aa vertical is ro ° gTATE QF a 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail), Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, ✓eb Length Increase w/ °T' Brace 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 2x6 20 Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' v W PI wwI'MP[IRTANTm F LRNA NINSH wTHIS DRAWDIG TAND O TO FOLLOW �TTRACTORS MCLUDDB4w TINE uurALLERS. e°f Trusses require extreme core N fabricating, handling, shipping, installing and bracing. Refer to and Cott the latest edition of HCSI BuRtling Component Safety Information, by TPI and SHCA) for safety prac*ices prior to performing these functions. Installers shalt provide temporary bracing per BCSL unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceUing. Locations shown for permanent lateral restraint of webs shall have bracing Installed per 11.1 sections 113, B7 or 1111, as applicable, Apply plates to each face of truss and position as shown above and an the Joint Details, unless noted otherwise. Refer to drawings 16CA-Z for standard plate positions. p� X" ®o �i'''� ° r`� n d� lJ`®�r ,� / VVY /�,V,pyj,ri'11� Y // \0 aeit�aai�rsti REF LET —IN V E R T DATE 01/02/2018 DRWG GBLLETIN0118 AN ITW COMPANY Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from this &owing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation & bracing of trusses, AX, T❑T, LD, 60 PSF 115141 Earth\ Cit 1 Expressway v P v \ \ Suite\ 242 e A ne at on thisdrawing or cover page listing this drawing, Indicates acceptance of professional ngl ng responsibility solely for the design shown. The suitability and use of this drawing for any structure Is the responsblllty of the BuRdtng Designer per ANSI/TPI 1 Sec2. DUR, FAC, ANY \\Earth\City,\MO\63045 For more Information see this jab's general notes page and these web sit fW}78 ALPINE, www,alpheitw.comi TPD www.tpinstorgl SBCAi ■ww.sbclndustry.org) ICG v IL f Yoonhwak Kim, FL PE#86367 MAX, SPACING 24,0' Valley Detgil - ASCE 7-16: 180 mph, 30" Mean Height, Partially 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, 3" 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, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', 4X4 3X4 2X4 12 ley 12 Max, Spacing 2X4 X4 Pitched Cut 8-0-0 max Bottom Chord Square Cut Bottom Stubbed Valley ❑Ptional Hip Valley Chord End Detail Joint Detail Valley 4X4 ** / 12 o m n T^usses 12 Max, t 2 ' o, , �1i11i fl pal �I (l S t JX3IX3 6-0-0 �\0�OA 6 0 tlk 41X31X3 <MCL Spacing3 2X4 Q �,CEN 5X4SPL L�� �® Na, 8 z Corer, 20-0-0 (++) -*0 @ r T usses Partial Framing w Plan Supporting trusses at 24' o,c, maximum spacing. ® VIL STATE OF ®cam ■■Dwa(TANr■. i u� NG!" R nRAv�wG —TO LnW ALL N=TDRN �uBRBRAVINGTHE nurALLERs Trusses require extreme care In fabricating, handling, shipping, Installing bracing. Refer to .'C� @m OR��� o r @�g� • LL 30 30 40 PSF REF VALLEY DETAIL DATE 01/26/2018 and and Po the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL S1 @ m @ g @ b� d (1 p r T L 20 15 7PSF DRWG VAL180160118 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceittng. Locations for lateral f',edl+��aiEl►►�e+ C DL 10 10 10 PSF shown permanent restraint of webs shall have bracing Installed per BCSI sections B3, B7 or BIG, as applicable. Apply plates to each Face PI of truss and position as shown above and on the Joint Details, unless noted otherwise, Refer to drawings 160A-Z for standard plate positions. LL 0 0 0 PSF 55 Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviatlon from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, T T. LD, 60 57PSF AN ITW COMPANY \ 15141 Earth\ Ci \ Ex resswa tY P y Installation 6 bracing of trusses. A seal on this drnr4g or cover page llstFg this drawing, Indicates acceptance of professional engineering responsWllty solely far the design shown. The suitability and use of this drawing UR,FAC.1.25/ 11Suite\242 For any structure is the respons&iGlty of the Building Designer per ANSI/TPI 1 See2. 1.33 1,15 1.15 \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites ALPINE, www4lpineitw,comi TPI, www,tpinst.orgl SBCA, www.sbclndustry.orgl ICO wwwlc SPACING 24,0' Malley, Detail - ASCE 7-16: 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, �"* 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, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation. Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', All plates shown are Alpine Wave Plates, 4X4 3X4 2X4 12 Valle 12 Max, � Spacing 2X4 X4 Pitched Cut Square Cut Stubbed Valley Optional Hip — 8-0-0 Max Bottom Chord Bottom Chord End Detail Joint Detail Valley Valle 4X4 Toe -nailed / y 12 (or min T^usseE ;;IX3 x, t 2 ' o, , X3 ,, Iltlfi tp 12 0° N W , Pd ll S t 6-0-0 10 Max. �� e a to ® * a 4 1X35X4/SPL CMax Spacing) G���\�i� e� 1X3 1X3 2X4 a o•o Q e No. 8�t1gorlog220-0-0 (++) o a_ 2 u o s Partial Framing Supporting trusses at 24' o,c, maximum spacing, ® Plan STATE OF —VARNMG-- READ AND FDILOV ALL NOTES DN TWS DRAWING! a�, 0 ,/�� a����y . —DIPORTANrr. FURKSH THIS DRAVIM TD ALL CDNTRACTORS DICLUDMG THE DUTALUM& O ^A-0 " `o Q..- `�a C LL 30 30 40 PSF REF VALLEY DETAIL Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to an 1 ®e 4• ®� ® follow the latest edition of BCSI (Bultding Component Safety Information, by TPI and SBCA) for safety U� { DL 20 15 .7 PSF DATE 01/26/2018 practices prior to performing these functions. Installers shall provide temporary bracing per HCSL ®� ` / u Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs �/ ° BC DL 10 10 10 PSF DRWG VALTN160118 shall have bracing Installed per BCSI sections 13, 17 or BID, as appllcable, Apply plates to each Fnce 404d,lj�j11ia1 C LL 0 0 0 PSF lAfPIN of truss and position as shorn above and an the Joint Details, unless noted otherwise Refer to and position ion as for standard plate poe o s.in Alpine, a division of ITV Building Components Group Inc shall not he responsible for any deviation from [IT.LD, 60 55 57PSF this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpping, AN ITW COMPANY Installation 6 bracing of trusses. A seal on this drawing or cover page Ustkg this drawig, Indicates acceptance of professlonnl 11514%Earth% City\ Expressway engineering responsibility solely for the design shown The sultab0.lty and use of this drnwkg \\suite%242 for any structure Is the responsibility of the Budding Designer per ANSI/TPI 1 sec.?- DUR.FAC. 1.25/1,33 1.15 1.15 1\Earth%City,\MO\63045 For more Information see this Job's general notes page and these web t SPACING 24,0' ALPIND ur.dtpineltw.com; TPD rww,tpinst.orgi SBCAi www,sbctndustry.orgi ICG o ,.• 1 0 VALLEY FRAMING & BRACING DETAIL R BC 1/2 O1 Lumber Size and Grade-Minumum Requirements GENERAL NOTES Purlins required 2%0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a, minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: W-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 i» +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. 7yp) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails ('•) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 4 16d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Crioole to ourlin 316d toe -nails CKJAKCVJCU) 13. Collar beam to rafter 4 16d toe -nails CRIPPLE, BRACING, 8 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 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of 'T crip-0' ple with 10d f0.128"x3.0") nails at 6" o.c. " or scab must be 90 % of cripple length. Cripples over 10' long requre two CLR's or both faces w/ "T' or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed Into ridge board -Install blocking under rafter if sleepers are not used. -install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS requiremen Nails are common wire nails unless noted otherwise. � EIV •'•• • � y, Six• �� S� I (A) 1 (B) �`*) —WS401Iiw• W-0 NO Ftuov N.J. tines ON nas WA%fDQ — • ..aPQtTMT•w FUMESTr UGS MAW= M ALL CONTRAclsrs Itxumntc TRC INSTALLERS = ; - * � LL 20 30 40 54 REF VALLEY FRAMING Trvsses r.qure xtr•ne care b, fubricatbq hwvA[ g, shippYy, tnstattkv and brucNg -Refer to m.d folla. the latest edMm of BCSI GLAldiry Component Safety Infornatim, by TPI and SRM for saf : ; '1_€ DL 10 20 7 7 DATE 10/01/14 pra=s prior to perforning these functbm. Installers shall provide tenparnry tracing Per I • unless noted oth r-.tse, top hard stun have property attached struct—ot sheathing —d bottom : STATE OF 9 � �C DL 0 0 0 0 DRWG VACNV1801015 shall have a properly attached rldd eeUnp. Locatiom shown for pertunent laterat restraint of • d (j �F� Ft� of have and position installed per BCSI s d on the B7 nt B10, as —Less — d$ • -. I�i�\`V'II nppl Apply plates to each fa '3 I� V of tens and posttlan ns shown above pt on itsi Joint Befalls, unless noted otherwise. '� • Refer to a-a.b,pw 16oA-2 for standard Plate positions. �� �•••• L ORIpP•.• a C LL 0 0 0 0 Alpine, a aHdon of ITV BAding Conporrnts Fra,p L-_ shall rot be responsot. for ery devi tion Fran p ••!•y.....e•• Qc AN RWCOMPANY this drowbq, any futlure to build the truss in conformance with ANSUTH 1, or far hard&Q, shipping, 'z TOT. LD.30 50 47 61 Imtanatbn 16 bracing f tr�ww.w. S�oNaL E� e, �Akseeeartb,apn his dro.Yp or, cover poor Udseftstagr, this drowbrg, biamtes acca$ft : of profesaonot p� for ary str+ctr.vi is �rtyrer-oe� the of tl,r � arst��,.r�hpn. Aea T`�l t S-2. �'°'`" nta"`� DUR. FAC. 1.25/1.15 Eafth Lakefront Drive EaM1h City, M063006 For, rare .1tv V T see this Job's Vernal notes pope and these web sltea alrOEr ...alpixltwconl TPL ....tpinstorgl sBUv ....sbdna,se-yore, Ice, ....i�afrorg (� 2 Q(� SPACING SEE ABOVE