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r 19'-4• 3918' Products PIo1ID Net Qty Product Length Plies 11 9 16" BCI© 4500s-1.8 18' 0" 1 J2 3 16" BCI® 4500s-1.8 16' 0" 1 J3 10 16" BCI@ 4500s-1.8 16' 0" 1 J4 1 16" BCI® 4500s-1.8 16' 0" 1 J5 1 16" BCI® 4500s-1.8 16' 0" 1 J6 3 16" BCIO 4500s-1.8 4' 0" 1 J7 10 16" BCIO 6000s-1.8 21' 0" 1 J8 1 16" BCIO 6000s-1.8 20' 0" 1 J9 4 16" BCIO 6000s-1.8 20' 0" 1 BM1 2 1-3/4" x 16" VERSA -LAM® 2.0 3100 SP 20' 1 1/8" 2 Bk1 18 16".BCI® 4500s-1.8 2' 0" 1 Bk2 4 16" BCI04500s-1.8 1' 0" 1 Connector Summary PlotID Qty Manuf Product Skew Slope Hut 24 Simpson ITS1.81/16 - - Hu2 15 Simpson ITS2.37/16 - - Hu3 16 Simpson IUS1.81116 - - N* Y Y b t s Y �f Reviewed for Code Compliance Universal Engineering Ea Sciences I EWER Pit vk4,,o ( 44w-m,% gt, (A < pl�.n a ►-� 3� r EaR vroBsrr EFP691065, 0erwr. snmtmAars IFFpR aaBma O ArrLtea To TFNNM To4at Truss Guantlty - 107. THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. PLUI CONNECTION.I ?U, C-11 Cq TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING LOAD/ DESCRIPTION MIT. DATE W can M m sa xrt HmRm a cm o in snarm = MV. Ws .Sx arms = IMS 0161ar tom Lk un IAIPIID = % o na vrt mr ra sr»= = WM FAR MW 0ELT0 M SAVD sa tcvsam Rs® w niorm _ rNdeaw LID Y m HANGER CHART AL= HUS 26 (SIMPSON) \- HUS26-2 (SIMPSDN) L b W Fnd Yark NO— art m At.TO! TRUSta vmarr m®rr OFTWS WFVZ mwc CMPMM WILL Wr Z rm ALTamarr ram vRnTEN ArrImVAL By ow SM aEAAmlaTrr AT CMWE O CORTRAM512 6 ANDWA M Au rAm>G Warta rsm m >E nmAldm From m sETTIr� TRIbRS General Notes 1) ~Oiod-�s h- Own tW d-d-d be kmlailixi gm sift pwU* v� ww M Wwv to be sttgEaa FR620 wil.. otlnrsYs 3) � waft is sP O.C. ukss alhts.ieE 4) wpm d xTun �-hm in i kmftb beltda be ows! adattort ff=*MM Raak9 15' O.C. Ones 6m WM, is x-0rm�tlr �rya4mmedetWIL dmm2D' be4�m ash N& to 809-61 for mW adMlad bmdag ROOF LOADING SCHEDULE TCLL = 20 PSF BCLL ' PSF BCDL = 10 PSF TOTAL = 8.2 PSF DURATION = 1.26 X WIND SPD/TYPE° 160 ENCLOSED BLDG EXPOSURE = C USAGE= RESIDENTIAL CAT H WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Truss member design & connector plates e desiggnned for ASCE7-16 and maxin— forcesGombotheomponents and.claddings and main wind force resisting systems. ' Thee trusses have been revi ed to carry an additional 10R m psfnon-con rent bottom chord live load. FLOOR LOADING SCHEDULI TCLL = 40 PSF TCDL = 10 PSF BCDL = 5 PSF TOTAL = 55 PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS OVER 50DOj AND UPLIFTS OVER 10000 ARE SHOWN ON ENGINEERING. 01 WALL KEY 0 8-8- ®18'-1°1 [DAD/ DESCRIPTION INIT. DATE _ Id1Ll9 lID T/Wm = to rto rsrntm N fir/S'S F4! lID Y/!1/m M tcv T.s rAsas ao wimn CARPENTER C CONTRACTORS OF AMERICA 39M AVENUE G. N. V. VINTER HAVEN FLORIDA 33880 PHONE,(800) 959-8806 FA70 (863) 294-2488 BUILDER DR HORTON—BREVARD PROJECTCREEK3IDE MODEL 4EHB/ HAYDEN/ H CCA PROJ/MODEL/ALT 7A6/920/4EH3H/O1 ALT DESC 10' X 8' COV. LAN. OTC 9400 POTOMAC DR LOT 110 BLOCK DESIGNER PAGE RAA 1 DATE 10 24 17 �N N362326L 3A 16"=1' ENGINEERING PACKAGE Builder: Project: Model/Building: Lot Alt: Lot: 110 � , Address: JobNumber: [N�364J� Revision Date: Block: .^ Unit: New Load #: ERL0:-- I F CARPENTER CONTRACTORS OF AMERICA, INC 3901 AVENUE G. N.W. t WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 O w ii ALPINE March 13,20.19 ANiTWC%M*PAMV W, Bob: Midhaeifs GarpeWert. dritrafct&bf-America„ Inc.. MO Avenue G, Northwest WInt6r H6veh,,:FL 33880-6201 Re: AlternafiW. Installations -for 6 single 01y carried truss with a width Jess than the hanger width, wood, .blo�,-king,.to:achieve full des'lgoload:V;�166*f'O'rfa'c'e*-rfto.uh'�to',*d*.'*�h**'anger*.att dhitentbi W u .a ion - one ply .supporting girder (Reference d6ta .. 11 WMM2)... Dear Bob,: Fora single ply carried fiussWitb- aiwidth less than the hanger. width you can ihstall.p. prefabricated jack stab truss for WqqO..fi!lqr blocking:.. The chord sizes -,:.chord. �b 6 grades, and 410inEC, i� t r.plate(s) to be the, same as the single: Ply -carried truss. The prefabricated jack :`scab 'truss ,(*)':W.ilI have a.minimurn length, of 48" and will have a. minimum pkh:of 5112, The single ply: parri6d.,tcus s.Phall have..af reapflon of. 3,500# or less. Attach prefaOrcatod.jack:scab:truss. W1two 2-) to Nails a U" O.C. pee-rowstaggigure 1 JJ'_ Pl6as&tbf& to the Simpson Strong-Tie.Cata loci O-C.' 201.9- Page 2161. Figkirg: Vbr more Inf6frnaffom' FigUlt I Fo.ra *single, p-l"y",g..Itd*e**r,thatrequires wood 'blocking to,5dhiOve-.fUll design load value for face -mounted hangers�-ply girder with tho same site and attach one wood block to the back -face of. the single a as e hi*:Wodd:bloc ldh�tht 6 wood de.. the bottom m.-6.hbtd.0f*th T e-_, . k O.-besublith t'the'. 6 d blocking .extends to each adjad6nt'paheil points ;(Wbbs`.afid b6%om chord inter-secfions);. Attach wood block (�):-'w rows. -of 0.1202 7 4. Q'i oun Nails at I 6.*"- 0.1 f.O.. per row., staggered 3.0 applied to: the 6 o'forum Drive 8uite 905, brlandci. i L. 32821 - (800 .www.alpineitmcom ALPINE 'AN 'm COW�W single ply -girder face; with an additional (20) 0. 12'IT-1x3 Y 10Gun `Mails ateach panel point appfledlo'the, wood. re 2 bWOW C-C,20.19i .)..Pleas6 (dfbr to th6 -page 216,. RO.Ure'.1'for more* irftftnati6h. 06.Ui6 ...... . . ... ... ........... .. . . ... .... ... .. ...... ........ . ......... .............. The -application of- prdabriicated jack scab truss for Wbod fiI1&'bIodkin'g :of wood blocking to; achieve MR design load value lue for face -mounted hangers, rn . ust be :approved by thehardware manufaciu'rer.. Atl edgie".and *rid distances, and -spacing for . all . nail connections must. be. suffidi6nt td -OeeVdht_.8pIitt1ng of If I can.be of anyfurther further assistance, or if you'h, have any:qu.pstionsi please7giv -meacal . I . . . . � . _a .: .. . .. P Wiltiab i K Krick ---RE: Chief Engineer Alpine -ah'11W. Com' pOny Engimeering.Pepa0m.a6t. Orlando; FIL 6750 Forum- Dflv& Suite: 306, °Orlando, FL -3282.1 - (80G)'.521-9790 - (863) 422-8685 6. ALPINE M"CMMY April 1261 pri -:2019' Mr. Bob Michaf6lis Carpahter Coritraidtors -of Atnerid4, Ind. AveriuP0,; Northwest - Winter Haven, FL 33880-620 1 Dear. Bob,. R6; Strongback bridging: on fb6f.trugset. I understand -there. is -dornd concern over our recommendations f6rstr6figback bridging on roof trusses: 'Strongback- bridging.2014 nor is it a re u! mentofthe . for rooftrusses is not.a -requirement'. of:A.N.SI-;-TPI q re -Safety, I nfoft Building Component ..6, But Strongback bridgitigt- or roof trusses is recorprneodd _by,..Carpenter Contractors of. brida. .- .5tr aci-k bdidgEho....,se��following .,.... functio"As:.' One, .bridgiP aligns the- bottom -chords zfterthpy� pre- set so.. they are uniforril. along the ceiling line and �'6-'v*v!i*th`0eiIih g`:zorvjc0a61`1ty. Two; bridging redu.pes relative deflection of adjacent trusses:: Strongback bridg'in.g".doe's not: prevent or reduce -overall individual d0flectian, especially any r66ftrUss6g, .... .. . .................. dpflectI; "g- _PEP*( a- J[4, ��i, ch. -- Strongback The outer ends of 'giroqgf:iackbridging shall . be: -attached.fo awall or another:secure end.festra-in . t; -of as..sppcMed:.b th65h'ihee'r*6fRbbo(d*6r'.th&Bu*ildino.D6�;igh&r. I W 9 Strongback bridging -shall. be .a. minimum :of 2j(6 horhiriat IUmb6r. oriented with- the depth vortl af� ; ic - Attach With .1.'6d -pqrprpon. nails (P. 1'6z"x1*57) nail§ at. each intersecting rhembet. 'When -extending the. strongbatk bridging overlap by at. 'a.minimum of two trusses. The location: of. fhe.. Strongback:bridging: dding b. i may . be: specified :by -theTru§s Wnibfictuter, Engineer 6f,Record, or Building Designer: 'Please -tefd'r--to- BCSI "Strongbacking'Provfsions" ortio.Npinte: 8TROR-1.8131.0114 detail for more. information. The. graphic§hoWh'(FigUe&_ 1) is for ge generic ,illustrative purpose Only. niaric: .6760 F.6rum DriveSuite 305, Oritindo, FL 32821.- (800) 521-9790- (863)'422-8685 I Figured. If [cah- bb of any further assistance' or -if you "have an . y questions, please_ give. me a call. II.. Wilfiatri. H.,Knck. O.t. phiefEng'kpper Alphe an lTW :Company - Enginqerin'g `Department _ Orlando;. FL No. 7086.1 �STATF. 0 64 S�pNAL 676.0. - Forum Drive Sulte.365, Gr(6n'd6, FL 3282.1 -; (800).521-9.790'- (863)4224685' ;Awwalpin.eJwc0m- NOTEI S.TRONGBAC:K $R'IDGING RECOMMENDATIONS r m -All scab? -.on blocks shall:.b.e: a .minimum. -2x4 BMUTT R NG TOGETHER, STRONGBACK 'stress graded umber:;' ir•-All.,strongback bridging .and bracing 'sha(l :be :a. minlriUri 2xl? '.stressg!,q . riber:" 4� *-The purpose of strpngb.a.ck brid Ihg..ls: to 9, . ATTAEH SCAB WITH'10d;BDX/GUN.. develop load sharing between Indly{dual trusses,; :4+ -0.' 2,i6. 1b128!x3.0!) NAILS IN:2 ROWS AT 6` O.C. resLWl I;I17 In 'qn ;overall .Increase In, -the g SCAB' NOTE, INLIEU:OF- SPLICING, AS* SHOWN, StlffneSS`,of 'the. floor system; 2x6 LAP" STRONGBACK;BRIDGING HEHBERS- FOR':AT LEAST ONE .G: st*"n batik bridging; .posltiohdcl ;as: aho.wn in SPLICE 'D STRONGBACK BRIDGING:'SPLIGE'pETAIC. , detalls, 'is recommended .a-t 10' =0' etalls J. and 2. are the :q»ef.erred attacthrnerit riethods :The' terms: 'bridging.' and 'br'acingl :are sometimes ATTACH STRONGBACK fi0 i WEB N/ C3) lOd CONHON mistakenly' used'=interchangeably. ''$racing' I's 'an (0,148lx3') NAILS 'OR O important structUral requirement' of anjr floor _- .(4)':10d !OVGUN RV. k3.0).. NAILS ' O' or roof system.- Refer to.- the Truss. D'eslgh- Drawing (TDD) f.or tl1e; bracing requlreMentfor s each indivldunl truss component, 'Bridging;' a o particularly, strongbac�k!:b.rldging' :Is':a. ° rec'mm n t1 _` f truss- stem to, help con tr..ol _ ibratlon�rinaadditiori' o aiding.. In te: distrlbutl.on of point loads between adjacent L .' truss, •str.:.ongback bridging. serves to reduce ° �� STRONGBACK BRIDGING. , AC O REMENTS ;to IV Nbne' ra ulred i !?LJuci�e. Yr moving point r..tslauat VIprazion'. resmizing_ From loads; :such as footsteps: 2x6 (MINIMUM) STRCNGBACK, . ' . RESTRAINED ,AT' EACH .END. ' ato'20l'ra:cetctnteroF V to. 2. i'nfi V3 Dver 4V' 'a'ta+s si IP.ai Th-e. performance of all floor system •are- enhanced .b the. Irist.allatloh of :strori back' y' g. brlolging and therefore : is: strongly recommended by Alpine, ® I For additional ,Infoe ma 'loh regar IIhg. strongback bridging, refer to SCSI :(Building Component Safety Information). pvlo ��•"""•�.' STR[]NG$ACK BRIDGING ATi ACNMENT AL:TERN'ATIVES :: : 2 O ssVA=[is RFAI AM0 FD.LOV'AtL WiiS IN Tt02 IWAYQa ' . tTANi>e Fi7M0SH TIQS Dia1YlK Tu Alt ICLUDf1lr T{E PP&IJ3r CaRR6C= D ; .*� �- • ''a . . LC PSF REF .STRpNGBACK . ' :. .. ' '. ... r.. Trus'tM 141mt..at Ion'O care h Iobrk CwY honW1'+C. p'rq Ytsin ord' R�iir: ta'ord Pale the lotsst.edtwn of MS[ aadYfp eonaoneni.saFat'ly L,}ormtbn, by TP.I-ari 58CN.F°r wr.tyf pproroeiters prior to:psrtarriq ihrsr Ftinilcm tnttotLors stall DrnYtde t per: BCSL.a teMia tap have riitaelxd;slryC4rat. + • J A� �f/� .1 : `ai No. / 0864. � TLC` DL. �'� :PSF DATE 1Q%Ol/1'4 .. . DRWG STRBRIBR1014: rpted Rthersbe chord sholl propeAy Sh o Lotton' d It lrow n property ottadxdr�d� �etotM r.shom For perar°nt ;I to resiraht'oF i shattuve ire kizutt d per• 7E4*Sect x 10,117, er 8l0 as o We Apply ptaSes torenck lac( tN traits ord a: stiosn.alxne endm the .A�4lt..'Dete4s noted otherelre .....irp • 1 • • + . I . :DL I _ LL.. PSF- PSF _ BsFen t° ure spA-z For seandocd ptete'PDst}tarw � �uimVaoMwtNY Mpin a dlrkwn'.er ITVy� Co.wa,spt's• , ' inc. sfatl.rot'ti.'resPRnsNrfon'°ny ; devfutton r.•� Ibis roeNp'any:vdtue'.ta'hl s` i.A truss 1i °rqunce ,iith paw In.1., ar fo'' Iianaep. ,shtppFp. Ysst.11aSktt , STA F' !d' ;. i• r r D. .l�l .. PSF 13727 R1r:ipcit lkHe L. hrn:FWt i.z ,.1M .Anal nalNs:aYssip:or"oovM p�p�.Ileikp 7tiK Aroskp..tMcntes'o t•raof easlarcl '. rip aa4ly Far tM rhwn; TM. WtnEstty andf. el:tHs ddrv.i+p Kr 'try `:xuidnW-Drsbmr • w • �`' y � •!�•� i . ii ...:. ` .. . i FAC., 1:00. ....... . Mat&W HQt ",M0830/3 s�tcturrru b . resOMOM y, per (DNS /M.t:see& -rar"hore oriatlen'se.>i11s:. s MP s �popt . atPnlo. ts.aWnF1t*eonl TFIt vss.•lptrn' tort' SSCN 4�ir�sbetMwtry e'a its r�ss aF:ce'D ..',(�U ., • • .. ../•),�; S ;': PAGING,. hautriunett� .�� a m .•:5bli�xl�.'P t#...:. r :.�'ck ElG�hi�'RAiE - • -LO -:Ql '.'T(k'. �i F ` =' 'F.. (C1t ,#`',Gf '!'�IC�J� -OW�: ikIt—f IAL.. AT -IL AST 2—TAVS28. SZEPL TES �F�tQ. OTHER OXTA �Q�. sH��tt�' ���� •t: ix,��.r�71}[:::...' Nirx::.:s":rrizi., IAL Asa: to-- �:•. — . „:. �. ..r�-.;rl�.�t _Tcr JC?•. itt .: .. ;'' u.�x a,ytr�„•mac.»»mero+mimarnn�,ar•.w nip -�,..,�:.r:9..b,:�•!r:!' ` .-; • •fir ...r-w� :..�.-•-'•''r.1— r�-- h'r.,;"`..r... , HE -A POSTS' "4�•..-i',`y"(( NONE to •4 t r i=i . �i7 A7 _ . Lp'r,i. ,•: .. E, Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valid only for single ply trusses with 2x4 or 2x6 broken members, too more than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detail, (B) = Damnged area, 12' max length of damaged section U = Minimum nalUng distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and !' species as damaged member, Apply one scab per face, I Minimum side member length(s) = (EXI-) + (B) 2 Scab member length (S) must be within the broken panel, g Nall Into 2x4 members using two (2) rows at 4' o,c„ rows staggered - Nall Into 2x6 members using three (3) rows at 4' o,c„ rows staggered, Nail using 10d box or gun nails (0,128'x3', min) Into ear-h side memberi The maximum permitted lumber rade for -use with this detail Is limited to Visual grade 91 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid^panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector platQ area. Broken chord may not support any tie -In loads, S. L -! L 48 OC --�Typlcai ~ + O + o + o + o 0 + o + o + o + —{ 2' �-- Stagger + = Back Face IOd Box (0.128' x 3', min) Nallsl o = Front Face 2x4 h}ember - Double Row Staggers; 2x6 MMember - Triple Row Staggere, Nail Spacing Detail jA!!ikMN7; AN 1TW 00MPANY 13389 ys SgAh ORy Mo e30 S saVARHINQsx READ AHD F0.U1V ALL NOTES ON WNW RTANTss FURNISH THIS WAV= TO ALL CONTRACTORS Member Repair Detalt Load Duratlon = 0% Member forces may be Increased for Duration of Load Maxlmum Member Axial Force. Members Size L SPF-C HF DF-L SYP Web Only ' 2x4 12' 620# 635# 730# 8004 Web Only 2x4 18, 975# 1055# 1295# 1415# Web or, Chord 2x4 24 975# 1055# 1495# 1745# Web or C1Iord 2x6 1465# 15654 2245# 2620# Web or Chord 2x4 30+ 1910# 19604 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or, Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 38354 Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 •48' 3460# 3540# 4070# 4445# Web or Cord 2x6 5165# 5280# 6095# 6660# INSTALLERS, to have braeki9 tistalled per SCSI esctfons )3, 317 or 7I0, aY appUCab1>, ACNY ptates to each foc ruts and position as shown above and on i}1r Joint Drtaas, unlless note oth�rvise, r to drawlnp IPA-= far standord plate posltlans she, n dNlstvn of 17V SUIdM Components OroW Inc, shall at be reisporolble For devla}ion f drosw+g, any fasurr is bulltPthe truss M con/ornance wtt�i ANSI/TP$ 1, or for hondd 9, shlppMO, ,Ilnilon 6•brodM of irussss. sackm this dr-dwV x vov,r pope Oee1•,g ibis dm.lrg. hdcnirs ae^ePionct of PrQf&X*nsl arnsr�w n.p.wlbiNy, solely for 11fe dsekn shown Ths a tahUty and use of iNs drmieft y uet re b: the rnpqu60.ky of itx WW" Desgner per ANSIITPI I sect. For norm Infornailon see this Job's general notes ypnor � ihese web slt►si ALPINE srr.►Idnel4w�eem TPL wwatow,et.aral SIM www,sbelndustrvuro, ICE wwrkcsafbarn I Hlnlnun D L L Dlsiorce SPACING REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 24,0' MAX �s w jd 4 -*'*..d zlslxl v T/ I % . 4 =4% 44, -00 ,prq mynp -." ' -I W•11. =14 do INM7 J.0m,=ZZ -W Ii Irly 0 F17 -11DEr t. I ' ' ; ' ; 4 1 - t , , A TANDVA DMICI 0 0 0. STOTOU 4t IZT lb/ot Jly(l 4, j4 T .1 C' Z),L. m sm, 0904ON P-PlYN4 0 ' - I -qta d R 1")Vt '10184I.Q. , ulf4w Wn6lxL.W- 411�fuilllibDl BON (fir Rlddb- Aellah-wwo)h� -jom. . jlpmn Bar 11q%ji :B 0), )0- -a aim 41- UQT,$P uw n j 1; InItA m -sileummWov '10 xQq -.Offi in vi a"Awlt4w- AS14)"Ils: I ssa bash!I!lI0Qq�0-.s'HjD .4.0 -EUPP ly-AM91 R's, -0-ale A% a Qd:ktk. -Lyr). sug-4 '41BUOI.ep FD IQ % 06-eq pntu:qr� ip ul 3� :"s Ambirwl"It...I e;i q1t Lu '0.. :s 11A 'ET. CaRsn mvY sam i43-ili gl''a.. ...... NrMl -39- xa. Uu4t'd-I;q-4*ljDm: -rc ulli op M '4, SARIA.'804 P9T v A3plq - ppts,8X 3I1e4i?P4 P91c.v 's 12A �O 5JIMA-00 tpsT.s 6ul,44RDtla u( ,V bslleu-;q4.p97 9 G.) ljlbol"Mlt• ;RuA6u! a6qi!PpQMAI7':-;4 r) n ol G v 3310H MAD4001911 A .w. . 40ml:. 9 SIR do B'd jdrd lug sballvoul olddlj* leyi. a.s.pmq wedbels-iq sAajjjiA.04-%i4j ; 'AvW Cal) isd (jz. ptfv (1j) ¢sd oe,.jpi 'im BDCIW E)NJWV-d-J. AB"11VA IdBla'Nn t5h4i i _.'. 5.115.5 - ul . d•U . locwia(Il�qUind . Face -Mount Hangers - I -Joists, Glularn and SCL ....................... .... ....... ............... ...................... ............................ _... __... _........ ................... _......... _. These products are avaiable- with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 0 to 26 Carried "6imeflsons Fasteners " - Allowable Loads Member (in.)" (in.), Actual DF/SP SPF/HF, Joist Model Min! Code Size No y Web Nlax Species Header Species,Header Ref." (in.)'" o �' 's Stiff W H ,� B. Face Joist = a - Regd. Uplrft Floor Snow Roof � Ftoor Snow Roof .r.. . -. <.. (160) (100), - -(115) {125)' . ( 00) ' (115} _1(1251 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,80511,425 1 1,55511 555 IUS2.56/16 - 25/s 16 2 Max. (16)0.148x3 - 70 1,805 1,805 1,80511 555 1,555 11555 21/2 x 16 MIU2.56/16 - 129A6 15'i6 21h - (24) 0.162 x 31h (2) 0.148 x 11/2 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 129A. 101h 2 - (16) 0.162 x 31/2" (6) 0.148 x 11/2" 970 1,945 2,205 2,375 1,675 1,895 2,045 HU316 / HUC316 ✓ 29/ia 14% 21/2 - (20) 0.162 x 31/2 (8) 0.148 x 11/2 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, MIU2:56%18 " 29/ie w177, 21h =' (26�0.162x31/2 (2)"-�,148x"11h' i 230"- 3; 745 4045 4,045 3,220" 3,4801.13,480 FL LA 21/zx 18 HU316,L HUG316 , ";" „ ✓"�(_29/16 141% 21/2 ,-; (20) 0.162 x.3yz (8) O148,X 1'/2" i 4515 '2;975: 6;360 3,610' 2;56512,895,1 3,11t0 21h x 20 MIU2.56/20 - 29/6 19'/e 21/2 - (28) 0.162 x 31/2 (2) 0.148 x 11/2 230 4,030 4,060 4,060 3,465 3,495 13,495 21/2x 22 MIU2 56120 ✓ Zg/ta 19?✓�e 21h" = -(28) 0162 x 31/ (2) 01'48 x 11/z 230 4,030 4 G60 4 060 3;465 3,21 3,49'5 to 2fi , 29/1s x 91/a 29/16" wide joists use the same hangers as 21h" wide joists and have the same loads. MIU3.12/9`' -I, - 31h 9!A 21h:-1-' (16)'O.ifi2X3Yi (2)0".148)O'1/z`' -230 2,305 2,615 2,820,fi980 2,245)2,425: 3x911z HU210-2 / HUG210-2 ✓ .` '.31/a � 81-Mp, � 21h 'Max' (18) 0.162 x 3?/2 . � '(10)0148 x 3' - ,;,7S5 2;680 3,026 3'250" �?,30512,605 i 2;800. IBC, MIU3.12/11 131AI 111/a 21/2 - (20) 0.162 x 31/2 (2) 0.148 x 11/2 230 2,880 3,135 3,135 i 2,475 2,695 2,695 FL, 3_x 11 /a .. _HU212=2,tMC212=2° - � -• .✓ 3,/a "109tis 2Yz Max: -`(22) 0362 x°St2 , : -(10)-:148 x-3 " 1,795 3,275 3,695 1 3WG '2;82 �1W -3;425 -LA _ HU3.25/12 I HUC3.25/12 3'A 173/<, 21h - (24)0.162x3l/2 (12)0,148x3 ,7 ,1 3;570,4,030 4335',3075 3,470 �3735. HU3.25116 ( . HUC3.25116 3 /4 ` 1313/ie 21h Mm. .. _ Nlax. (20) 0162 x 31Iz w {2b�'0162 x�3lz (8) 0748 x 3 :. (12) p.148 x3 1515 ., 95 2,975 3,570 3,366 4,365 3,610 �2560. 4 695 )3 330 2,890 3105. 3,755 4,040 - •: 31/a glUlam HUCO210-2-SDS 3j/4 9 ; _ 3" =, (12)1/4 x21/o SDS (6)1/4"'X 21;z' SDS 2 'S 4,,515, z,315 ' d1 ,-3;600 3,71€1 ,.Vv FL HGUS3.25/10 31/4 -8'h',, 4' -, (46)0162X31/i (16),0162x31/z-i 4,095 91100: 9,100 91100'7825 7,8257.825'' IBC, HGUS3.25/12 ," ° ; � , `'.•. _' 3 a -105/a ,A' , - (56) 0.162x 31/a' = (20) 0.162 x 3Yz ;. 5,040 9 4A0 9,400� 9,400, 8 09 8,085 �8,085° FL LGU3.25 SDS • " ` , - >3/4 8 to:30 412- {16)1/4 x 21/z'SD,S (12)1/4,:;X 2lz'`SDS' 5 555 6','?20 i iliz 7, 13. 4 840 5,29 HHUS46 - 35/9 51/a 3 - (14) 0.162 x 31/2 (6) 0.162 x 31/2 1,320 2,785 3,155 3.405 12,395 2,715 2,930 31/2 x 51/a HGUS46 - 35/a 0� 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48 '' 39ks 6'SJie 2,- (6)0.162x31h+ (6)_0.162x31%z':; 1,1G 1595 1`815 1,960 1365; 1;5551'1,680 31hx 71/< HHUS48 '; - 3s/s . ' 71/a 3'-: - (22},0.162x 31I% (8) 0.162 x'31/z" 7 .' 4,210, 4,770 5,140` 3 615 4,095') 4,415' HGUS48-'� - '3% 73 ,� '" 4 -" (36)012 03 2 -7460" 7,460, 6:415 fi41'53/z IUS3.56/9.5 - 35/e 91/2 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 11,250 MIU3.56/9 • • - 3% 813/s 21h - (16) 0.162 x 31/2 (2) 0.148 x 11/2 210 2,305 2,615 2,820 1,980 2,24512,425 U410 ✓ 39/e 83/a 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 12,120 HUS410 • - 39tia 815/ie 2 - (8) 0.162 x 31/2 (8) 0.162 x 31h 2,990 2,125 2,420 2,615 ,1,820 2,070 12,240 HHUS410 - 35/a 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/23,565 5,635 6,380 61445 4,845 5,486 5,545 31/2 x 91/z HU410/HUC410 ✓ 39tia 85/a 21h - (36) 0.162 x 31/2 . (12) 0.162 x 31h 3:235 7,460 7,460 7,460 6,415 6,415 16,415 HUC0410-SDS • - 39/a 9 3 - (12)'A" x 21/2" SDS (6)1/4" x 21/z" SDS 2,265 4,500 47500 4:5003,240 3,24E 3,240 HGUS410 • - 35/a 911s 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 7,825 7,825 17,825 IBC, LGU3.63-SDS • - 35/e 8 to 30 41/2 - (16)1/4" x 21/z" SDS (12)1/4" x 21/z" SDS 5,555 6,720 6,720 6,720 14,840 14,84014,840 'A' MGU3.63-SDS • - 35/a 91/4 to 30 41h - (24)1/4" x 21/2" SDS (16)1/4" x 21/2" SDS 7,260 19,450 9,450 9,450 16,805 6,805 i 6,805 IUS3.56111.88 _ - 135/s - ,11'°= 2- ' - ." (12} 0.148 X 3� 7 t) _ 1',420, ,1,615 1745 1220 ;7,390.)1,485-. MIU3.5q,11, 21/s -=, (20)0.162x3?/z (2)=0:148x11/2 00 2,080 3,135 3,135 {2 5' 1.1414 • • ` ✓. " 39/is 10 M 2 "- ` (16) 0.162.01/z' . , {6) 0148 x 3 't^' I Q 2,305 2,615 j 2 820 ,:1 980 2,245,, 2,425 HHUS416 - 134 1 9- 3 -= (30)0162z31Iz '(10)'0:162x31/F 3,565 5,636 6,38016415.4845 5,486.j5,545 HUS412 ".r ; . , •; • - j 3glis ..10'ht 2 - (10)'0,162 x 31/Z, {10) 0.162 x 31Iz ',„4^a 5 2660 3,025 3,265;' 2275, 2,590 2,795; 31/2x11'/s��HU4i27HUC412 � • • "- 3 g Hs - ( 10516 2 1h Mm = (16) 0162 x'31h` (6} 4148 x 3 '''°' 1135 2,380 2 685 21890 2 050 2,315 2,4§6 Max, (22) 0162X 31h (10) A 148 x 3" .,d 5 3,275 3 695 3 976 ZU0 3180 3,425 H000412-SDS "? 3shs .`11;, -� {14)"/a" X'2'1z"SDS (6)1%a" x21/z',` SDS,; ,.2t u 5,( G 1 =' S,G?5 `'3 f33Ci. 3,fi39,€'0� HGUS412'' • • 3 3$/a 10' s 4 ' :".= "(56) 0.162 x 31/2 (20) 0,162`x'31h= 5 040 '5;900. 1 11 9,40 , 8;A85, 8,085 LGU3.63 SDS -M 3%' 810 30, ; '02 -; '(16)1/4" X'21h'SDS (12)1Jd' x 2?/z" SD5' S 555 6,720 6,720 16 , 720 4;840 k 4,840 9;840'. MGU3:63=SDS - - t 3% 91/4 to 30 41/2 =. (24)1/a" x 21h" SDS (16)1/4';'x 21/2"_SDS 7,2611 9,450, 9;450 9 456 6 805 6,8056,805 HGU3.63-S13S ' , .- - • = J 3% 11 to 30 : 41/z =; (36)1/q' x 211z' SDS (24}?I4 x 2Yz°SDS 910G" 13,1 Gn 1:16{ 11311z0 A 47.9 9,47.5, E1475 46 See footnotes on p.150. Simpson Strong -Tie® Wood Construction Connectors Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustabil•Ity 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 N Finish: Galvanized. Some products available in ZMAX® coating. C See Corrosion Information, pp.13-15. p Installation: Use all specified fasteners; see General Notes. C The following installation methods may be used: y 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 , 4•--------the,THA29, nails used -for joist-attachrnent.musi be driven at an d angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. . • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an ahgle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/a" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart m Double - Shear Nailing Top View -Shear Nailing eDouble Side View; Do not bend tab 13/4 for THAC422 for 122-2 126-2 THAC422 13/i typical 21h' for THA422-2 and THA426-2 el THA418 Face nails Top nails per table per table 2�- �4'i r b r C 19 THA29 Double4x2— 2face nails Use full table value (total) Single 4x2 �. 4 top nails See F(total) nailer table I� - " Straighten the double shear nairing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of head Double -Shear Nailing Side View CQDome (Available on some models) Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation ryplucu r nnca Top Flange Installation er to tnote 5 p.187 86 0 z 2a 0 0 w F7 0 z 0 CD z U) m 0 N rn N U ti Simpson Strong-TieO Wood Construction Connectors THAJTHAC _....... _............... _.............._............. _............. _............. _........... --------.......... _---......................... .....__. a e 1 e. Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. Di"%nensions' Fasteners DF!$P., SPF/HF' Min U (in,)(m) . Allowable Loads Allowable Loads 'ModelGa Top Header' Code Flange Depth CarrylrigMember' Roof1` ; Roofil Ref: w H , C,- (in.) (in) Carved , :Uplift. Floor no., wind Uplift Floor Snow Wmd- w Top Face: Member - (160) '(100) (115) ; (125/1601 (160) (100) . (115) (1251160) THA29 18 15/a 9"fis 5Ys 11h — 1 (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 1 4,750 450 11,330 11,330 1,330 27/16 — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2:610 2,610 2,610 450 1,985 1,985 1,985 THA213 18 15/s 13946 51� 2 m — (4) 0148 x 3 - (2) 0.148 x 3 (4) 1 '.8{3 1 '+ M;: THA218 18 1 % 173/is 51/z 2 — (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/2 — 11,460 1,460 1,460 — 1110 1 ' 10 1;110 IBC, THA218 2" 'j6 31/a. 171tis By 2 (4) 0162.X 3'h (2) D.162 X3'h (6) 0.148 x 3 °' 1 _uf ' _:.. 19 '4. 1 qa - " _ . TA 111 4 _ 1,51 z' 77 FL, THA222-2 16 31/a 223/1s 8 2 1 — (4) 0.162 x.31/2 (2) 0.162 x 31/2 (6) 0.148 x 3 — 1',960 1,915 1,995 — 1,490 1,51 . 1,515 LA THA413 ~ `;18 3 41h 2'_ — (4)_0.148 X 3 ,(2) 0.148 x 3 (4) 0148 x 3 1"5 a 1, 1 530, ;1: 1 7,60 ,1,1� 1,165' THA418 16 3s/a 171/z 77/a 2 — (4) 0.162 x 31h (2) 0.162 x 31/z (6) 0.148 x 3 — 1,960 1;995 1,995 — 1;490 1,515 1,515 THA422 16 �35/a :22° T/s 2 (4)`0'162 z 3ih'(2) 0162 X 3"/z (6},0148 x 3 " 1(6) ' 1,9fjD 1 i96 1 THA426 14 3s/e 2G 77/a 2 — (4) 0.162 x 31/z (4) 0.162 x 31/2 0.162 x 31/z — 2',435 2,435 2,435 12,095 2,095 2,095 THA426-2 14 71/gg4 261/6 93/4 2 — (4) 0.162 x 31/z (4) 0.162 x 31/z (6) 0.162 x 31h — 3,330 3,330 3,330 — 2,865 2,865 2,865 AO;Face MOhn't (Max Ins "If' M. y THA29 118 15/e 9t1/s 51/a — 911f s — (16) 0.148 x 3 1 (4) 0.148 x 3 525 2,265 2,265 2,265 450 1950 1950 1950 THA218 118 1. 1 s/e 1173A61 51/2 1 — 1 17')16 1 — 1 (18) 0.148 x 3 1 (4) 0.148 x 3 1 855 12,450 12,450 1 2,450 1 735 12105 12105 1 2105 1 THA222-2 16 1 31A 223/isl 8 1— 1141% 1— THA413 .918-35/a- .13446. 41h;, 133/a — THA418 16 3% 171/z 77/a — 141/s — TNA422: A6, 35/a 22" 3. /a :4 'A,,' — THA426 14 3% 26 77/s — 161/s — THA426-2 1 14 1 71/4 261/s 93/4 1 — 1 18 1 — FL I O'.162 X 31h (6) 0.162 x 31h ; 85� C 3 3 z "b 1 595 2 ? , 2;84U 2 8'451 IBC, " . FL 0.162 x 31/z (6) 0.162 x 31/z 1,855 3,--10 3,310 3,310 1,595 2;845 2,845 2,845 1 LA 0.162 x 31/z1(6) 0.162 x 31/z11,85513,31013,3101 3,310 1 1595 12;84512,8451 2,845 0.162 x 31/z1(6) 0.162 x 31/z1 1,855 1 4,415 1 4,480 1 4,480 1 1,595 1 3,795 1 3,855 1 3,855 0.162 x 31/zl(6) 0.162 x 31h11,855 15,520 15,520 I 5,520 1 1,595 14,745 14,745 I 4,745 1..Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11/2" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 42 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation 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 Ooist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. FL I LUS/MUS/H US/H H US/H G US Face -Mount Joist Hangers �G`�EERFp This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through two points on each Joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. ._-- --_" 4 Wo'i Uesigne`d_idr welded be -hailer applications. --- Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1' for 2x's 1'fs for41, H ?t ; 'm LUS28 Or HHUS210-2 C HGUS28-2 MUS28 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) 55= Ss' Ss Model; No. Min Heel ( Hi fight " Ga;;.' Oimenslons Fasteners W H B °:`` Carrying °: Member Canned Member Single 2x Sizes LUS24"`- 25 = " 18 1 (4)'0148 x 3 " (2) O. 48 x 3 WS26 4Ya,'` 19 "" 43/4 .i1,3./4 ` "(4) D 148 X,3 MUS26 4"fie 18 1 �e 53A6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45fie 16 15/e 53/e 3 (14) 0.162 x 31/z (6) 0.162 x 31/z HGUS26 °- $e/e; 1t 15/a -.53/e (20) 16213' 2 (8):4:762 x;3"lz" US28�'.{ :4�ie°�' , 1$'-" lstis'"'a-fi5/e"-; 13/4 ° ;�6)0148X3"° ""(4)0f48x3,:e MUS28 I 65/,6 18 19A6 613As 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/e 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 69fis 12 1 % 71/e 5 (36) 0.162 x 31/z (12) 0.162 x 3112. LUS210i . " 41/4`, 18 1 �e : -'-713/e -� .13/4 (8)(0.148,x"3' ' ,(4) .0;148 X 3 ;`. HUS210'" „ ` 83 16.`-: i 5la • 9, 3 ` „ (30)'10162 01/e " 11 %0.162 X'3'J2"` HGUS210 8911'6' 12 . 1'S/s . ' 91A 5 1 a(46)'0162 x3'/z `(16) 0;762 x:3lz 1. See table below for allowable loads. These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installation B with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Df Allawable loads SP.Allowable Loads 'SPF/HF Allowable Loads Modet Code tJo, lJpliftl Floot. Snow Roof Wind;. Uplift# - Floor] Snow �'�Roof lgtmd Up11ft1 Floor Snow "Roof Wind Ref, (16(1} - (100) ° (115) (125) (16o)a „ (160) {100) (115) °(125) (160) fi60) {100} (115) ,(f25) {760) Sirigle'�z Size-s T' 1,165 865 1 990 1,070 1 1,355k8�75 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, "0 , :1,295 1,480' . 7,560 .1,560.`1,405 1,560 ° - �0.. ,1;u .'61".'.` • -985 - 1,090' t,160 1,3.56, LA 1,320 2,735 3,095 3,235 3,235 2,960 3,280 3.280 3,280 i,150 2,350 2,660 2:780 2,1s,Q 7 4,34D 4,850 '5,170W�, 5,390'''4;690". ''6,220 : 5,390"'5,390'. 7,80_ 3;225` 3,610 " 3,870;, 3,985 IBC, FL 1,165 1,100 1,260 1,350 1725 1,195 1,360 1465 1,730 865 810 925 1,000 1,270 °1,9i5! 2,125 2 55 ' .1;875` '2,135 2,255 2 3 i s0 °1,270° 1,455" �,1;575, j g56'' IBC FL, LA 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,095 1,480 3,520 3,520 3,520 3,520 1f6Ut3„ 7,2?3 7,275` 7,275;', 7,275 w . 1;65Q 7;27E 27�. +7275 7,275, _'f"_3' 5 ; -"3,670 3,820.. 3;91,5 •, ;4,250e IBC, FL 1,165 1,335 1,530 1,640 2,090 1,165 1.450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, 2,6 5 `1,45t3 " 5,f a5 . 5,830-;5,83=v < . -2,635 5,395° ;5,780 :" 5,83C, 5;8 0 t 220 , 2,R3' , 2,455 2.5ti5 , "2;825 LA 2,Q9t; 9,100 91Q0 9,t00 9,100 2,090 9'QQ 9?00 91oo 9,1oo c.5':5 5,340 6,730 6�30 6,73Q i3C,FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45". Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square out 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute side apecay angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 LUS/MUS/HUS/HHUS/HGUS These products -are available with For stain lass additional corrosion protection. steel fasteners, For more information, see p.15. see p. 21. Min: Dimensions;(in) Fasteners Model Heel Ga. No..: Height W H B.. Carrying Member. SSA SS= xo, Many of these products are approved for installation - -.- - --- ----- t with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Double 2x Sizes HHUS26-2 4-'AG 14 135A61 53/e 3 1 (14) 0.162 x 31/2 (6) 0.162 x 31/z 1 1320 2,830 3,190 3,415 4,250 1,135 2,4351 2,745 12,935 3,655 HGUS26-2 49A6 12 35A6 57A6 4 (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 EUS28 2 49/b'",. 18 3'%a 7'; ;'2 ; (6)0.162:x31/z o1 490, 7;670 2,030 910 l',,130' 1,280 '1,385 -1,745? IBC, FL, u'ui 1000 n _' i ate-_' iA Qs4_ `7v. mrn n.:1a, ., au_ rain �"ao,,.�1i' ""I'inn 4-I)aT; A Q1n' -i; e"K I a nun '1 Qir---'Q 07n n sr n nak c I Ar' LA 1-117UJL07a7• JL 14"776 1 0 %2 ,'1 tLUJU IOL'X372 ,. I0J U.14L ;4;04t1.' 9,60U , If V,J D,J(U 1 I,BJJ "J�I4SU, 'J 1(.U, 4,44¢" 4,ItIJ I IBC, F HGUS28=3 6131e" 12 4*6 71/4, "'4 (36)6 x3'/z; (12) 0.162 x 31h 3 235 7,460; 7,460` 7,4,60, 7,460 2,780, 6,415 6 415 6,415 a6,415 LA HHUS210-3 83/a 14 1 417% 1 87A 3 (30) 0.162 x 31/2 (10) 0.162 x 3'h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 1 FL HGUS210-3 871AG 12 1415,iGl 91/4 4 1 (46) 0.162 x 31/2 (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 17,825 7,825 7,825 7,825 Quadruple 2x Sizes H0US26 4 511z 12 < (20)4:162x 31/z;;, 8)0.162X31/z 2,155 4 340, "4,850 170 `5,575 1,855 3 730 �9 70 .'4,445,4,795> IBC, FL, HGUS28-4 71/4 12 4 (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83/a 14 3 (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-4- 911a,.' 12 161A,o64 ;'4 �(4,6}0'I62x_3'h �(16)©.162x3�h- 4D95' 9,100'' '9,704 $,100s 9,iQ0 3,520: 7825 .Zx8HGUS212 4 105/e ;' 12 4 (56)>0:162 X 3'/z , (20) 0.162 x 31h i; �' ,u,0 4, , ,045 9 ii4a 9 C a 4.900; r80 . ,780 €,780, 7;780 LA 12 4 (66} "0162�x 31/z (22) 0.162x 31/2" 5;695 1012 "10,125 10,125 10,125 4,9001 8;710 ,8;710 8,71p. 8,710; 4x Sizes WS46 43/a"` 18 1 39J6 43/a- "2 1 (4)0162.X3t/z; (4)0.162X31h I `,L60 7;030 -1,170 :1,265 1,595 91 885 1,005, 1;090 .1,370{ IBC, FL HHU846 ` ` "j' 45h6, :J 14 1 3ls 53/i6 ' l (14)062 x 3'h+, -(6)°6.162 x 31h ZD, 2;83Q"3;190. 3,415 4,256 1,135] 2,435_ ' 2„745 2,935 3,655`. LUS48 43/a 18 39Ar, 63/4 2 (6) 0.162 x 31/2 (4) 0.162 x 31/2 '1,D6D 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 61/e 14 31A6 7 2 (6) 0.162 x 31h (6) 0.162 x 31/2 1,320 1,580 1,790 1,930 2,415 1135 1,360 1,540 1,660 2,075 LA HHUS48 61/2 14 35/a 71/e 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 1;760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67A6 12 35/a 7'A6 4 (36) 0.162 x 31/z (12) 0.162 x 3'/z 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LUS410� "; -'6% '' 18 3% 83/4 -:�, (8)`0-162x311z ',j (6)0.162z31/2 ,4d5 1,830,', 2,075 a?245 2,830 °9,245i.1�,575 1785 1,930 2,435_- HHUS410" 831e- ", 14 35/8 9 . , 3 (34)-0162 x 314 ;,(10) 0.162'x 31h a oa 5,705 6,435., 485 b,49 3;266 4,905, � 535 b - 5 5"15; H6US410 , _ ! 87/t6, '• 12 35la 91A6 9` (46)0162x31/r ,(16)O162x3h 1 4,a95 9100 ,9,100 ;91009,iti0 3,520 -7825 7,825 7,825, 7,825° IBC FL, LA HGUS412 107AG 12 3% 10346 4 (56) 0.162 x 31h (20) 0.162 x 31h 5,695 9,045 9,045 9,045 9045 4,900 7,780 7,780 7780 7,780 HGUS414 11346 12 35/a 12316 4 (66) 0.162 x 31/2 (22) 0.162 x 31/2 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes 10r, 117h6 FL 1. Uplift bads 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 Ions than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/rPl 1-2014. Simpson Strong -Tie® Connector Selector" software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/2" nails in the header and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1;1h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/8". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is Ma" per ASTM D1761 and D7147). See technical I( bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge - - '_' W Finish: Galvanized L Installation: v • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling C 0 round and triangle holes for maximum values y • See alternate installation for applications using the HTU26 on a 2x4 carrying member or Min. heel 1= HTU28 or HTU210 on a 2x6 carrying member height for additional uplift capacity per table --....,-~"-Options - -. --.....:.. ....:.. , -._ €•- d HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com { for installation with Strong -Drive® SD fasteners. i Codes: See p.12 for Code Reference Key Chart 13/. HTU26 Typical HTU26 Minimum Nailing Installation HTU Installation for Alternate Installation - Standard Allowable Loads HTU28 Installed on (for 1/2" maximum gap, 2x6 Carrying Member use Alternate Allowable Loads.) (HlU2f 0 similar) Many of these products are approved for installation with Strong-Drivee 6 SD Connector screws. See pp. 335-337 for more information. Standard Allowable Loads (1/8" Maximum Hanger Gap) O Dimensions m Fasteneis m DFJSP.AMowable Loatls SPFMF Allowable Loads M Mni.; ( ) ) z Model GodeHeel No. W H g, Carrying Carved Uplift Floor Snow �Roaf Wind Uplift Floor Snow Roof Wmd Ref.,` z He ght ,° Member Member z (160j(160) (160) (100); {715} z 025) (j6D) 0 Single 2x Sizes W HTU26 31h 15%e SCAB 31/21120)0162x31/2 (11W.148X11h. ` 640 2,670=�2,f3€ r'��alO,', =2, 76 "'S 0 880"�1 1,68z., ,1, 34 ti' z HTU26 (Min.), 371a a 15/8 ,.5Tle _31/z :_ (20) 0.162,x 31/2, (14) 0.148 x 1I1h • 1,250 2,9,40 i 3 200-�{��3 200 �:.3,200 �;1;075 ,1,852`a �2,015 '2,015 , � 2 {i15 Q HTU26 Max.)s, 5112,'- 15/e '5"Its, 31/z 20 0.162x3'/z=:2 0148x;11h 1,555 2940"rf1 8 4➢1(1 ; 1;335..2.,,530; 2,0 as€)F.3';AO.m`'; I o HTU28 (Min.) 37/a 15/a 71As 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 15/a 71A8 31/2 (26) 0.162 x 3r/2 (26) 0.148 x 11/2 2,020 3,820 4,315 1 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA HT1J210 (Min.) " ; 371a ` 15Ia "9'Aa 31h.' ' (32)'0:162,X 31h " {14) 0.148:x'1':1Ii' .1,330 ,301 3,3 110 avv 1,145„ 322 ...3,220.:" 225 u'>225 ,03 HTU210 (MaX) 9?Ia 15/e .9"As 3112 -(32) �:162 x 8'l:, _{32j 0.1.48 x 11h ' 3,315' 4,705' 5 "r1tl�. �- ® ;995 2,850, *,665 '4 3,di . 5;155 o Double 2x Sizes ° 0 HTU26-2 (Mjn.)• 37/e,; ; ' 3%A ;5346, 31/2 (20) 0162 R,31/2 (14) 0148x 3 .; 1,515' 2,940' 1 3r•0 `3 180 Y3 910 . 1;305 f`850; 2 090; 'r2,255; ;2465.; v HTU26-2 (Max), 5?As • .3?/z ..(20) 0:162'•x>31h (20) 0.148 X3` . 2,175 `2,940�` ,3,32c , 030_ ' fps. '' 1, 8Z6 -2;53,0'. 2,8 55 3 08u„ ,3°;855 v HTU28-2 (Min.) 311A 3-%, 71As 1 31/2 (26) 0.162 x 312 (14) 0.148 x 3 1,530 3,820 1 4,310 14,310 4,310 1,315 2,865 3,235 3,235 3,235 IBL , HTU28 2 (Max.) 71/a 354a 71A8 31/z (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 3710 '4,:7.8 0101 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been'increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/8" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVFPl 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. • 96 HTU Face -Mount -Truss Hanger (cont.) 8 Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member 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) A,;,, , , Dimensions (m) .` Fasteners (in.) DFlSP.Atlow2 NO. Height . W . H Single 2x Sizes IBC, HTU28 (Min.) 31A 15/a 7% 31/z (26) 0.162 x 31/z (14) 0.148 x 11/z 11110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 71/4 15/a I 711A. 1 31/z 1 (26) 0.162 x 31/z 1 (26) 0.148 x 11h 1 1,920 1 3,820 1 4,315 1 4,655 1 5,015 1 1,695 1 2,865 1 3,235 1 3,490i 3,765 Double 2x Sizes HTU2&2 (Max.) 51/z J . 3-a 57116 ` "qM2 (�0) 0.162 x31/z, -(20)'0148 x 3 1910. 2 940 3x 20 - 3,5 3 506' 1 645; ` 2 205 2j'205 2,205 2,205 ' HTU28-2 (Min.) . 37/8 (26) 0.162 x 31/z (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, L. HTU28-2 (Max.) 71/4 (26) 0.162 x 31/z (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490 411140 LA HTU210, 2 (Min.) 3'/a . 3 s 9'tie', 31h '(32) 0.162 x 311z - (14) 0148 x,3 1;755 9,255 4;255 .4,255- .4;255. 1,5t0 . 3100 '3190 3,190'', "%3,190' 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a° and 1/2", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVrPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z' nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. f= 19 Simpson Strong -Tie® Wood'Construction Connectors SIMPSON ■` Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/1e" 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 W version and specify flange to conceal. •. For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 'A" x 2W Titen 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or EVVP 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 0/4" 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 a/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 3/15" 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/e" is required as shovin in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L y .................. _....... _._............................................ _..__........................................ _........................................ ..... _................................ _..................................................................................._..,........... .................................................. _......................... _ .. _._.._............................... . Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. Model No Fasteners (in) F �ro - �' Atlowatile Loads`(DFISP} ' x GFGMU Concrete Standard Concealed -- GFCMU� Titen®2` Concrete Taten� 2 Joist Uplift z {160) Down.,` (10Q1i25) Uplift (*0 ��Down (100/12b) Ref HU26 HU26X (4)114 x 23/4 (4) % x 13/a (2)•0.148 x 11/z 335: ,i 4;000 335 1,545 HU28 ;< HU28X (6)'/d X 23/a (6)'/4;x :1 a/a {4) 0148 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 HUC26 2 {8)'La x 23/a °4,, 760 60 HU26 2 (12)%ax 2314�a„ {12) Ya X13a �' (6) 01�Y8'z 3 ''1135 3 Q0N "' 7;1353 950 H026-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8) 1/4 x 1314 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 3 1,135 . • . 3,000 1,135 3,950 HU28 2 (Mm) HUC28e2 {Mm) (10) ?Ia x 23/a „ {i0)1/a x131a . (4) Q 148x 3 7601 2,500 760 HU28;2 (Max) °. HUC28 2 {Max }„ r (14}e1la x 23/a (14)1/a xa13/a (Q) Q 148 k 3 1135 3 5i10 '' 1135 4 920 e � HU210 HU21OX (8) 1/4 x 23/4 (8) 1/4 x 13/a (4) 0.148 x 11/x 545 2,000 760 2,415 HU210-2 (MIn) "< - ' HUC210 2 (Mln) _ (.14) %a x 231a 1 (14) /a x 13/4 (6) 0.148 z 3 1135 3j500 1135 4 920 HU210 2 {Max } HUC210 2 (h-0ax} (i8)1/a x 2314 (18) Ya x 13/a (10) 0148 x 3 a• 1,800 4,5001 1 800 5 085 HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 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.) HUG210-3 (Max.) (18)114 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 .4,500 1,80d 5,085 HU212 HU212X , (10)1!a x-23/4 00)1/a X 13/a j6) 0148 XT1'h ;1135 2 50D 1,135 2 665 HU212-2 (Min.) HUC212-2 (Min.) (16)1/a x 23/4 (16)114 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4. (22)1/a x 11/4 (1'0) 0.148 x 3 1,350. • .'. 5,085 1,350 5,085 Ht1212-3 (Mj f ` HUC212 3 (Mm) '„ (16)1/a x23/4 ? (16) ifa iC 13/a " (6) 0 748.z 3` 1135 4;000 . 1,135 "4 920 HU212r3 (Max.) HUC212 3 {Max }' . (22)'1 - !a x 23/a' (22)1%a x l3la (10) 0:148 x 3 1800 5,I1$5 ' 1,800 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 l HU214-2,(Min:)'1{18}'la x,231a {18)1/a x`131a15151;5i5 5 085 HU2142{M8X)`' HUC2142{Max}'1 (24}1/ax2?/a ..; (24)?/4-1314 (12}0.148X3 2015 p F '3D$5` 2015 „:5085 HU214-3 (Min.) HUC214-3 (Min.) (18)114 x 23/4 (18)1/a x 13/4 (8) 0.148 x 3 1,515 ' 4,500 •" --1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 (24)114 x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 HU216X (18)'la x 231a :-', (18) a.x'13/a ; :(8) 0148'x 11h 1515 2 920" t3515�:''2 920 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20) 114 x 13/4 (8) 0.148 x 3 1,515 -4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/a x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU2163 HUC216 3 {Min.)" (20) °!a x 231a`' - (20} 1/a.X 13/a ,- „ =(8).0.148'x 3 1 515 ;' 4 920' ; w1,515 , , . 4 92,0 ° HU216-3 (Max.)° ?' """ HUC216 3 (Max j : (26)'/a x 23/4 :-,1r {26) Y4 x'13/a {12} 0148 x3 ..:. 2i115 (= 5085 , 2 015 -_ 5 0$5 HU7 (Min.) (Not available) (12)1/4 x 23/4 I (12)1/4 x13/a (4) 0.148 x 11/z 545 2;980• 760 �,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU9 Mn.)( °` (Not available} (18),%a x 23/4' (18)1/a z;13/a , . (6) 0 T48°x;11h 1135 3 230 j 1,,135 3,230 HU9 (Max) {Not available}, . - (24) y7a x 21/a E (24)'�4 x 131a G10) 0148 ici7l 446 3 735 735 , HU11 (Min.) (Not available) (22)1/4 x 23/4 I (2 2) Y4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 111.111 (Max.) (Not available) (30) 1/4 x 23/4 (30)' 114 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 HU14 (Mn } {Not avai [able) ; = - '(28)1/a x 23/4 P (28)?/a e13/ (8) 0148'x 11h 1515 3 485 ;, 1,515 ,3 485 ° -HU1'4(Max.): (Not available). ' (36) t%a x 23/4,, 4 x'13/a {14) 0.148 x 111:2,015 4 245 -= 5 STAGGER JOINTS - TYP 5/SKI Z du w� N f UPLIFT/SHEAR ANCHOR EACH TRUSS - SEE PLAN 5ED HEEL ROOF TRU65E5 PLAN el . RIBBON BOARD- SEA SCHEDULE FOR 5PAGING 4 FASTENING TO TRU55E5 t \,-MA50NRY WALL- B/SKIP SEE PLAN NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE: NTS SKI ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRJ55ES -SEE PLAN 5OFFIT/FA5CIA- SEE ARCH. =' cr w � a RIBBON BOARD- SEE SCHEDULE FOR SPACING FASTENING TO w N TRUSSES WALL SHEATHING -SEE PLAN -= MIN. 15/32' GDX PLYWOOD OR I 1/16' OSB WITH Sd GUN NAILS , (0.131' X 2 1/2') 9 6' O.C. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN t TRU55- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MA50NRY WALL - BOTTOM CHORD SEE PLAN ' RAISED HEEL TRUSS BEARING B SCALE: NTS SKI RIBBON 5CHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH ! (2) 12d GUN (0.131' X 3') (Vasd=128 MPH) 2�4 SPF02 24' TO EACH TR155, (4) EXP. B, N NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 3') (Vasd=139 MPH) 2Y.,4 5PF02 I6' TO EACH TRU55, (4) EXP. G, NAILS AT JOINTS ENCLOSED N 0 U � L) Z-t7Z w La W SLon jz 0 w z w 3 U iy ip N '9 V 3 W ❑ ❑ SHEET TINE: RIBBON FOR pniSED NEFF ROOFTFIRUSSES SHEET INFORMATION: JDBNO- 0 11 Dn OLLED: II.00.11 ORnYM BY: REViENIDOY: SK.1 t � ^ NtWF�nv�— ' Su���n�� �L /nnn� ~.= `^°"-_~°�= ~~~4`�~. �-~° ,�-~°~~~ _~�~ ^`�--�~--_-_ W"Pl pipp.it � ° � ..i'tttP4PltPt�pftr l i 10 t367 ° 0 OF a ALPINE AN ITN CWPAM FL REG# 278, Yoorthwak Kim, FL PE #86367 03/10/2021 docunsnt has bs*n Woctonic* slut eNrd u� bV a Digital SWtab"— Pri cwltluout an odglnat sigsatw* must be Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando; FL 32821 Phone:(800)755-6001 www.alpineitw.com �rte tr:crrnaton:Pagel: Customer., Contractors of America jJob Number. N362326 _Carpenter Job Description: ,7A51320 ,4EHBH ,01 H ,RL01 / 4EHB ! 2601 ! HAYDEN EXPRESS Address: Jab'.�tt irteeri Criteria: Design Code: FBC 7th Ed. 2020 Res fnteffiVfEW Version: 20A2.00A. JRef#: lX3L89750043 end Standard: ASCE 7-16 _Wind Speed (mph). 160 Design Loading 1pst): 37.00 Building Type: Closed This package contains general notes pages, 34 truss drawing(s) and 5 detail(s). IteM ; Drawing Number Truss 1 069.21.1140.52868 Al 3 069.21.1140,52931 A3 5 069.21,1140.52774 A5 7 069.21.1140.53212 A7 9 069.21.1140.53635 A9G 11 069.21.1140.53040 B2G 13 069,21.1140.53493 L1 15 069.21.1140.52993 EGE 17 069.21.1140.53462 EJ3 19 069.21.1140.52978 CJ3E 21 069.21.1140.53555 CJ1L 23 069.2.1.1140.53071 EJ7 25 069.21.1140.52900 CJ5A 27 069:21.1140.53446 CJ52 29 069.21,1140.53368 CJ3A 31 069.21.1140.53274 CJ1 33 069.21.1140.53624 HJ3 35 A16015ENC101014 37 A16030ENC101014 39 GBLLETIN0118 itom .Dravving Number Truss 2 069.21.1140.53352 A2 4 069.21.1140.53415 A4 6 069.21.1140.53182 A6 8 069.21.1140.53149 A8G 10 06921.,1140.53196 B1 12 069.21.1140.53010 MEG 14 069.21,1140.53525 L2G 16 069.21.1140.52853 EJ6E 18 069.21.1140.53180 CJ5E 20 069.21.1140.53103 CJ1 E 22 069.21.1140.53618 MG1 24 069.21.1140,53259 EJ72 26 069.21.1140.52806 CJ5 28 069.21.1140.52977 CJ3 30 069.21„ 1140.53369 CJ32 32 069.21.1140.53384 HJ6E 34 069.21.1140.53088 HJ7 36 A16015ENC160118 38 A16030ENC1601,18 Floridg, Certificate of Product Approval #FL1999 Printed 3/10/2021 12:06*07 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle. on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg;, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 674901 HIPS Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X3L89750043 T6 FROM: RAA Qty: 1 7A51320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52868 Truss Label: Al / YK 03/10/2021 6'14 12'2"9 18'3"4 21'4"12 27'S"7 33'612 + 39'8" 6'1"4 6'1"5 6'0"11 3'1"8 Y 6'0"11 6'1"5 6-1 -A 9'10" � 9.101, " � Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.84 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,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" 10, 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 10, 29'10" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.259 L 999 360 VERT(CL): 0.481 L 983 240 HORZ(LL): 0.097 K - - HORZ(TL): 0.179 K Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.863 Max Web CSI: 0.392 Ver: 20.02.00A.1020.20 ��t1taa 4I I I I I110to �qq�a Q� WA . '�O,Iv e 4, �f36/ STATE OF ° wCC w o 6 ®t' N '7 m 18'8"12 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1546 /- /- /861 /785 /303 N 1546 /- /- /861 /785 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1981 - 3037 F - G 1518 - 2011 C - D 1835 - 2773 G - H 1835 - 2773 D - E 1518 - 2011 H - 1 1982 - 3037 E - F 1526 -1892 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2726 -1720 L - K 2369 -1414 M - L 2369 -1433 K - I 2726 -1702 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 453 - 75 L - F 521 - 323 D - L 555 -703 L - G 556 -703 E - L 521 - 323 G - K 453 - 76 " �o��o -6 -%� °° S' 094see o °°d," f08d1/0N(A Is 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 proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildinl1Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSIITPI 1, or for handling, shipping,. installatlon and bracin of trusses. A seal on this drawrn or cover pa a 675o Forum Drive listing this drawin indicates acceptance of professional enpmeenng responsibilitysolely-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 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .corn; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 674911 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T12 I FROM: RAA Qty: 2 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53352 Truss Label: A2 / YK 03/10/2021 6'1"4 6'V4 9'10" 9'10" 12'2"9 17' 22'11" 6,1"5 ) 4,9"7 '{' 5'8" .5X5 =5X5 E F 27'5"7 4'9"7 39'8" i 10 10 19'10" 29'10', Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.58 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 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. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.264 L 999 360 VERT(CL): 0.466 L 999 240 HORZ(LL): 0.091 K - - HORZ(TL): 0.160 K Creep Factor: 2.0 Max TC CSI: 0.680 Max BC CSI: 0.542 Max Web CSI: 0.323 EW Ver: 20.02.00A.1020.20 33'6"12 39'8" 6-1"5 61"4 at��+s®at►�r�cv►r° Na, 86367 STATE OF oe /-I- 910 +1� 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1645 /- /- /867 /786 /284 N 1645 /- /- /867 f786 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brig Width = 8.0 Min Req = 1.5 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2105 - 3292 F - G 1649 - 2207 C - D 1949 - 3025 G - H 1950 - 3025 D - E 1649 - 2207 H - 1 2105 - 3292 E - F 1674 - 2198 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2958 -1835 L - K 2568 -1513 M - L 2568 -1532 K - I 2958 -1817 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 456 - 81 L - F 590 - 280 D - L 494 - 708 L - G 494 - 708 E - L 590 - 280 G - K 456 - 81 ®®� , '•®®IV*$11' FL REG# 278, Yoonhwak Kim,, FL PE 486367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! `"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require -extreme care in fabricating, 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 proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for (permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin jComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSIPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawinq or cover pa a listing this drawing indicates acceptance of professional engineering responsibilittvy solely -for the design shown. The suitability and use of This 6750 Forum Drive drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 Fdr more information see these web sites: Alpine: alpineitw.com: TPI: tpinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.cro: AWC: awc.ora Orlando FL, 32821 SEQN: 67492 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T11 / FROM: RAA Qty: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52931 Truss Label: A3 / YK 03/10/2021 7'8"6 7'8'6 9'10" 9'10" 15' 19'10" 24'8" 7'3"10 + 4'10" + 4'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.16 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T3 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.0E; B2,63 2x6 SP #2 N; Webs: 2x4 SP #2 N; W1,W4,W7 2x4 SP #3; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =5X5 III2X4 =5X5 D E T3 F 39'8" 10, 10 19,10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 31'11"10 39'8" TY16 7'8"6 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.278 E 999 360 VERT(CL): 0.480 E 985 240 HORZ(LL): 0.092 J - - HORZ(TL): 0.159 J Creep Factor: 2.0 Max TC CSI: 0.757 Max BC CSI: 0.840 Max Web CSI: 0.385 EW Ver: 20.02.00A.1020.20 5 VV p e No 86367 STATE OF 9'101. 1' 39'8 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1692 /- /- /874 /789 /255 M 1692 /- /- /874 /789 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2277 - 3391 E - F 2062 - 2703 C - D 2224 - 3172 F - G 2225 - 3172 D - E 2062 - 2703 G - H 2277 - 3391 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 3045 -1981 K - J 2456 -1533 L - K 2456 -1552 J - H 3045 -1963 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - L 447 - 349 K - F 411 - 252 L - D 639 - 300 F - J 639 - 300 D - K 411 - 252 J - G 447 - 349 E - K 389 -207 NAL ill/lildlltl 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 properly attached structural sheathing and bottom chord shall have a properly attachetl rigpid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. App�y Oates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build in Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittvy solely -for the design shown. The suitability and use of this Suite For drawing for any sfructure is the responsibility of the Buildingg esigner per ANSI/TPI 1 Sec.2.305 Fdr 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 SEQN: 67493 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JWAX3L89750043 T10 / FROM: RAA City: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53415 Truss Label: A4 / YK 03/10/2021 7'4"5 7'4"5 13' 57'10 19'10" f 26'8" 6'10" 6'10" =5X5 1112X4 =5X5 D E T2 F 32'3"11 + 39'8" 57,11 7'4"6 T =2X4 5W ai 2 G4 169 B H I 4X6(B2) niaza B2 =8X8 B3 1116X8 = V M 9'10" 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.75 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; B2,B3 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 10, 10, 19,10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udef! U# VERT(LL): 0.292 E 999 360 VERT(CL): 0.512 E 925 240 HORZ(LL): 0.089 J - - HORZ(TL): 0.156 J Creep Factor: 2.0 Max TC CSI: 0.689 Max BC CSI: 0.778 Max Web CSI: 0.748 Ve r: 20.02.00A.1020.20 t4WA00000 opo � • rl r , No. 8667 , • � Coll Cr STATE OF o �, 9'101, 1' 39'8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1657 /- /- /875 1790 /225 M 1667 /- /- /875 /790 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2451 - 3301 E - F 2514 - 2994 C - D 2372 - 3073 F - G 2372 - 3073 D - E 2514 - 2994 G - H 2451 - 3301 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2960 - 2140 K - J 2537 -1811 L - K 2537 -1830 J- H 2960 - 2122 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 504 -171 K - F 590 - 511 D - K 590 - 511 F - J 504 -171 E - K 645 - 388 �eid,l���aeeo� 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 sa�ety 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 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. Pefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracinq of trusses. A seal on this drawinq or cover pa a listing this drawing indicates acceptance of professional engmeenng responsibili((�� solely -for the design shown. The suitability and use of this 6750 Forum Drive drawing for any structure is the responsibility of the Building -Designer per ANSI/T 1 1 Sec.2. Suite 305 Fdr more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67494! HIPS Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X3L8975o043 T9 I FROM: RAA Qty: 2 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52774 Truss Label: A5 / YK 03/10/2021 7'4"4 11' 16'11'A 228"12 28'8 32'3"12 39'8" 7'4"4 3'7"12 5'11"4 5'9"8 5'11"4 3'7"12 7'4"4 T m rn Ti e5X5 =_5X5 =4X4 =5X5 D E F G 12 5 2X4 ia2X4 T C H (a) W (a) cn W6 M rN 'T A J 4X6(132) -8X10 B2 =8X8 63 =8X10 — N �1' + 9'10" 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 21.33 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; B2,B3 2x6 SP #2 N Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" cc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 10' 10, 19110" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.307 L 999 360 VERT(CL): 0.569 L 831 240 HORZ(LL): 0.094 K - - HORZ(TL): 0.173 K Creep Factor: 2.0 Max TC CSI: 0.890 Max BC CSI: 0.825 Max Web CSI: 0.314 VIEW Ver: 20.02.00A.1020.20 ,g11IIIIY4Ill? 1p1ftl w4 NO. 86367 s o STATE OF 0aF `gym =4X6(B2) 9'10" 1' 39'8"�� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1546 A !- /872 /791 /196 N 1546 A /- /872 /791 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2614 - 3016 F - G 2270 - 2353 C - D 2542 - 2800 G - H 2542 - 2800 D - E 2271 - 2354 H -1 2615 - 3016 E - F 2947 - 3107 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2698 - 2287 L - K 3032 - 2643 M - L 3030 - 2659 K - 1 2698 - 2268 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 823 - 601 F - K 956 - 817 M - E 951 - 814 G - K 825 - 604 A�6'rAl +�ONAi tq 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 anr7 SBCA) fo'r safPety practices norto 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 ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/) PI 1, or for handling, shipping,. installation and bracinq of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. Suite 305 Fdr more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcinduslrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821 SEQN: 67495 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JR&AX31-89750043 T20 / FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53182 Truss Label: A6 / YK 03/10/2021 12'8" I� L 10,11051, 01. 248" J 38" T'"5 3811 + 97260339'8" 7'4"11 T ro 0 to 1 e3 = 5X5 1112X4 D 12 =6X6 =5X5 E�5X5 5 �u2C4 T3 T E F G H ��� ytq I TO � r W4 " -v ro 4AB J ll K �18'8"12 4X6(B2) =6X8 =5X8 -5X8 =4X6(B02) 39'8" 9110.. 10, 9'10" 10 1 9.10" 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): 0.384 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.712 F 664 240 B 1546 /- /- /855 1788 /193 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.104 L - - 0 1546 A /- /859 /791 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.30 ft HORZ(TL): 0.193 L Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: psf B Brg Width = 8.0 Min Req = 1.8 5.2 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.896 O 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: 0.836 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.917 Members not listed have forces less than 375# /10 0 0 Loc. from endwall: not in 9.00 ft FT/RT:20 () () 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 2618 - 3005 F - G 3611 - 3760 C - D 2523 - 2780 G - H 2615 - 2776 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 2200 -2352 H - 1 2614 -2789 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W4 2x4 SP #2 N; E - F 3612 - 3761 1-1 2684 - 2992 Wind Maximum Bot Chord Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C Chords Tens.Comp. Chords Tens. Comp. member design. B - N 2688 - 2277 M - L 3452 - 3105 Wind loading based on both gable and hip roof types. N - M 3197 - 2820 L - J 2675 - 2328 ,,810�1i�YiIPlPIjJ,I W�� Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. �o,• �N 1001, ��F✓ E N�p�r N - E 1923 -18105 G - G 1049 864 ��4�ad1� E - M 645 - 713 L - H 867 - 679 9 No. 86367 p s F-M 561 -352 .s . a� STATE OF cc, 4e®®�� el fe�otf /NBA' ti 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 Component Safety Information, of BCSI (Building - by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall attached rigid Locations lateral temporary have a properly ceiling shown.for permanent restraint of webs shall have bracing installed per BCSI sections as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. B3, B7 or B10, Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure truss in ANSI/TPI 1, for handling, to build the . conformance with or shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional encLmeering responsibilitt��rr solely -for the design shown. The suitability and use of this drawing for any sgr'ucture is the responsibility the Building -Designer ANSI/TPI 1 Sec.2. Suite 305 of per For more information see these web sites: Alpine: alpineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora, AWC: awc_Ora Orlando FL, 32821 SEQN: 67496 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef.,1X3L89750043. T8 / FROM: RAA Qly: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53212 Truss Label: A7 / YK 03/10/2021 �I 7'1"2 9' 16'8" 7'1"2 1 1'10�14 7'8" 2330'8" 6'4" 7'8" 32'6"14 39,8" 1'1014 "1 "2 =5X5 =4X4 =5X5 =5X5 12 2Xa D E T2 F T3 G �,9xa 9'10" 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.91 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1 X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 10, 10, 19,10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.367 L 999 360 VERT(CL): 0.681 L 694 240 HORZ(LL): 0.110 K - - HORZ(TL): 0.203 K Creep Factor: 2.0 Max TC CSI: 0.898 Max BC CSI: 0.869 Max Web CSI: 0.320 VIEW Ver: 20.02.00A.1020.20 1t AH Wak Ppjo�g CEtV 4 Na, 86367 P e Q STATE OF c�9 fi 9'10" 1' 39'8" i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /864 /827 /166 N 1546 /- /- /864 /827 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2761 - 2998 F - G 2686 - 2758 C - D 2709 - 2811 G - H 2710 - 2812 D - E 2685 - 2757 H - 1 2762 - 2998 E - F 3607 - 3700 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2681 - 2420 L - K 3612 - 3366 M - L 3615 - 3388 K - I 2681 - 2402 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - M 776 - 568 F - K 1200 - 989 M - E 1205 - 992 K - G 773 - 564 if �sQ 40R 'A oa�� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) 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 Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/I PI 1, or for handling, shipping,. installation. and bracin44 of trusses. A seal on this drawingor cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of Phis drawing for any structure is the responsibility of the Building Designer per ANS11TP1 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: 67499 / HIPS Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T14 / FROM: RAA Qty.. 1 7A51320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53149 Truss Label: A8G ! YK 03/10/2021 2 Complete Trusses Required 7'19'10" 267T 7' 6'5"14 6'4"2 6'4"2 12 =_6X6 ==4X4 =-8X8 -4X4 5 U7_1 C D T2 E F T3 T Sn fn in fit— 39'8" 6'1n"4 I 6V'14 6'104 13'4"2 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Loading #1 hip supports 7-0-0 jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types 6'S"14 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: No FT/RT:20(0)/10(0) Plate Type(s): 32'8" 39'8" 6'5"14 7' -6X6 G 1112X4 -8X8 =3X8 -8X8 1112X4 6'S"14 26'3"14 6'5"14 32'9"12 Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.434 E 999 360 VERT(CL): 0.813 E 581 240 HORZ(LL): 0.071 C - - HORZ(TL): 0.133 C Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.411 Max Web CSI: 0.743 VIEW Ver: 20.02.00A.1020.20 %( O 10 CEN 4 Nv, 86357 � o � ® 7� is STATE OF ® ,a El in i+� T s,18'8"12 "8 ' 39 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 3115 /- /- /- /1614 A 0 3115 /- /- /- /1614 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 0 Brg Width = 8.0 Min Req = 1.8 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1762 - 3442 E - F 2781 - 5458 C - D 2492 - 4892 F - G 2493 - 4893 D - E 2781 - 5458 G - H 1763 - 3443 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 3147 -1600 L - K 4957 - 2539 N-M 3136 -1600 K-J 3137 -1601 M - L 4956 - 2539 J - H 3148 -1601 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 1951 - 991 L - F 553 - 267 M - D 488 - 672 F - K 488 - 672 D - L 554 - 267 K - G 1951 - 991 CORIONAL 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 propery 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 Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracincl of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilittyv solely -for the design shown. The suitability and use of this Suite For drawing for any structure is the responsibility of the Building Designer perANSIITPI 1 Sec.2.305 Fdr more information see these web sites: Alpine: alpineitw.com: TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.ora Orlando FL, 32821 SEQN: 67500 / SPEC Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T38 / FROM: HMT Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 069.21.1140.53635 Truss Label: A9G AK / YK 03/10/2021 2 Complete Trusses Required - T1"4 + 10'10"+ 14'8" 19104 244 32'8" 39'8" 7'14 3'8' 12 T 3'10" 5'2"4 4'9"12 8' T =5X5 12 D T 5 k"2C4 =8E8 1112F4 T3 =8X8 T4 G -6X6 T H b L (a) -4X6(A1) BBiv W I T!9 D N Z:n4X8rin s•a A J1) 118'8"12 1 B3 0 =8X10 =1-11014 =10X10 1112X4 39'8" 10' 10, 7'8" 5'1"12 6'10"4 1' 10' 20' 27'8" 32'9"12 39'8" Loading Criteria (psf) Wind Criteria 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): 0.426 F 999 360 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.789 F 598 240 B 2756 /- /- /- /1633 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.092 D - - 0 3785 /- P P /2265 P EXP: C Kzt: NA A Des Ld. 37.00 HORZ(TL): 0.170 D Wind reactions based on MWFRS Mean Height: 2 ft NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.6 Soffit: 0.00 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.730 0 Br Width = 8.0 Min Re 2. g q = 2 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.479 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.791 Members not listed have forces less than 375# Loc. from endwall: not in 9.Oo 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, HS VIEW Ver: 20.02.00A.1020.20 Lumber Wind B - C 1792 - 2983 F - G 3944 - 6563 C - D 1688 - 2876 G - H 3368 - 5683 Top chord: 2x4 SP #2 N; T3,T4 2x6 SP SS; Wind loads and reactions based on MWFRS. D - E 1476 -2504 H - 1 2532 -4224 Bot chord: 2x6 SP SS; B3 2x8 SP 2400f-2.0E; Wind loading based on both gable and hip roof types. E - F 3951 - 6570 Webs: 2x4 SP #3; WS 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - N 2713 -1619 L - K 3865 - 2314 nails(0.113"x2ff%min.). Restraint material to be supplied N - M 6151 - 3100 K - 1 3869 - 2310 and attached at both ends to a suitable support by 11Pl��p�� M - L 6323 -3909 erection contractor. `t11®9f Nailnote Nail Schedule:0.128"x3" �Ak,`'•,, A,�0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. nails Q ���� ` �I Top Chord: 1 Row @12.00" o.c. ®�q,�� ++� • t� • me N - D 1975 -1124 G - L 797 897 Bot Chord: 1 Row @12.00" o.c. ®°� e o Webs :1 Row @ 4"o.c. g No. 86367 N-E 2091 -3404 L-H 2117 -1255 Use equal spacing between rows and stagger nails a® "r � • • Q, E - M 1625 - 973 in each row to avoid splitting. •NIP � o a. • Special Loads a ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) t� v f� v STATE Of a74 w TC: From 55 pIf at -1.00 to 55 pIf at 22.60 TC: From 28 plf at 22.60 to 28 plf at 32.67TC: 0, 0 • �^} � �c,� `1 ��� �,`�+ • 1®'aC® P� From 55 lf at 3 lf at 40.67 ��� �'®�� • BC: From 20 p plf at 0.00 to 20 plf at 22.60BC: ®® �a •tp�V'• From 10 lf at 32.64 lf at 22.60 to 10 pIf pIf n� BC: From 20 at 32.64 to 20 at 39.67 TC: 177 lb Conc. Load at 22.60,24.60,26.60 TC: 169 lb Conc. Load at 28.60,30.60 TC: 380 lb Conc. Load at 32.60 BC: 1445 lb Conc. Load at 21.14 BC: 129 lb Conc. Load at 22.60,24.60,26.60 BC: 127 ib Conc. Load at 28.60,30.60 FL REG# 278, Yoonhwak Kim, FL PE #86367 BC: 491 lb Conc. Load at 32.64 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) 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 oywebs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 4PI 1, or for handling, shipping,, installation and bracingpof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibili((�� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/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: 67475 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T2 / FROM: RAA Qly: 1 7A51320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53196 Truss Label: B1 / YK 03/10/2021 1, + 9'1"12 9'1"12 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.91 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types 12'8" 3'8" =_5X8 =5X5 C T2 D 21' 3'4"8 12'6"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. 2026 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): 21' 8'4" 8'2"4 20'8"8 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.036 G 999 360 VERT(CL): 0.066 G 999 240 HORZ(LL): -0.015 H - - HORZ(TL): 0.026 E - Creep Factor: 2.0 Max TC CSI: 0.822 Max BC CSI: 0.757 Max Web CSI: 0.949 Ve r: 20.02.00A.1020.20 �`otiitaftstrlPt►/o A WA aaea S y`�s. f °10, Nv. 8636% Q 40 r ro STATE OF o 3"8 FA' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 850 A /- /475 /536 /137 F 778 /- /- /396 /486 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 1163 -1274 D-E 1136 -1241 C - D 1178 -1073 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1088 - 958 H - G 1093 - 956 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - E 825 - 717 E - F 708 - 706 ®;��®so 4�R1a�' ®aAea(¢aa►sa 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 attachetl rignid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss.and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracinclof trusses. A seal on this drawin or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engpeering responsibilit(y� 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 FOr more information see these web sites: Alpine: alvineilw.com: TPI: tpinst.ora: SBCA: sbcinduslrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821 SEQN: 67478 / HIPS Ply: 1 Job Number: N362326 Cusl: R 8975 JRef:1X3L89750043 T5 I FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RI-01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53040 Truss Label: 132G / YK 03/10/2021 14'8" 78" _ 6C6 T2 = 6XD6 21' 21' 6'4" 6' 10"4 T 11 "8 5' 10" 12 6'10"4 14'9"12 20'8"8 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x6 SP SS; Bot chord: 2x4 SP 2400f-2.OE; B2 2x4 SP #1; Webs: 2x4 SP #3; W2,W4 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",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 #1 hip supports 7-0-0 jacks with no webs. Left side jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. Right side jacks have 6-4-0 setback with 0-0-0 cant and 0-0-0 overhang. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.136 H 999 360 VERT(CL): 0.253 H 989 240 HORZ(LL): 0.043 E - - HORZ(TL): 0.081 E Creep Factor: 2.0 Max TC CSI: 0.786 Max BC CSI: 0.945 Max Web CSI: 0.696 Ver: 20.02.00A.1020.20 ,1p�111QfPIPIPp/y0 AA, y�P°i Ilk Nv.86367 m . O v-3� STATE OF ©4,� ® D T 1 1 18'8"12 W8 2'1' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1605 A /- /- /997 A F 1559 A A /- /953 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1967 - 3258 D - E 1904 - 3157 C - D 1711 - 2847 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 2932 -1748 H - G 2901 -1743 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - C 650 -106 G - E 2741 -1621 D-G 518 -37 E-F 968 -1535 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 properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10 as applicabgle. Apply plater to each face ovtruss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/) PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyv solelyor the design shown. The suitabilify and use of This Suite Fos drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Fdr more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67479 / HIPM Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T39 I FROM: RAA Qty: 1 7 A51320,4EHBH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53010 Truss Label: MEG / WHK 03/10/2021 fi �- 1' Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Sloacina: 24.0 " 12 4 F_ 5'9"8 11'8"15 5'9"8 I 5'11 "7 5'11"4 5'11 "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: 2x6 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Rt Bearing Leg: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 5.79 TC: From 27 plf at 5.79 to 27 plf at 17.99 BC: From 20 plf at 0.00 to 20 plf at 5.82 BC: From 10 plf at 5.82 to 10 plf at 17.70 TC: 141 lb Conc. Load at 5.85, 7.85, 9.85,11.85 13.85,15.85 TC: 247 lb Conc. Load at 17.71 BC: 221 Ib Conc. Load at 5.82 BC: 106 lb Conc. Load at 7.85, 9.85,11.85,13.85 15.85 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 5 X 8 C 17'8"6 (7''11"14 5' 11 "7 3' 8 1112X4 =4X12 D E TT 1 N 94 T�8'8" 1112X4 =5X14 =3X6 1113X6 17'11 "14 69"11 5'11 "7 11'8"15 17'8"6 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.142 D 999 360 Lu: NA Cs: NA VERT(CL): 0.262 D 813 240 Snow Duration: NA HORZ(LL): 0.024 C - - HORZ(TL): 0.044 C Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.877 TPI Std: 2014 Max BC CSI: 0.796 Rep Fac: Varies by Ld Case Max Web CSI: 0.824 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 WAVE �3' 8 i7'11"14 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL J 1248 /- /- /- /541 A F 1537 /- /- /- /686 A Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.7 F Brg Width = 1.6 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1184 - 2876 D - E 1282 - 2958 C - D 1282 - 2958 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - I 2687 -1092 1 - H 2711 -1083 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - H 551 - 622 E - F 1458 - 2167 H - E 2848 -1195 ®``�C•°®CORIV ®1000'�, 0NBA� s ee 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 properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for of lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilifY and use of this drawing for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. Suite 305 Fdr more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN:67476/ COMN Ply: 1 Job Number: N362326 Cust:R8975 JRef:1X3L89750043 T24 / FROM: MRS Qty: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.63493 Truss Label: Lt AK / YK 03/10/2021 T T Jd_ 3y15 5' i 10, i 5' 5' 12 — 4C4 4 � T B D 4Li �8 $„ F 2X4(A1) 1112X4 = 2X4(A1) 10, 1 } 5' i` 5' 5' 10, Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.016 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.028 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.009 F Building Code: NCBCLL: 10.00 Mean Height: 15.00 It TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.396 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.306 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.079 Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE IVIEW Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 429 /- /- /273 /206 f79 D 429 A /- 1187 /206 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1066 - 641 C - D 1066 - 641 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 578 - 825 F - D 578 - 825 `,0+ w QI II Ipopej Axpm® io 4 No, $6367 Q p .40 a STATE OF -7 OR 0 e e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10, mess noted otherwise. Refer to Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIf� PI 1, or for handling, shipping,. installation and bracinctof trusses. A seal on this,drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engqineering responsibility solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibildy of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.orq; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67480 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T36 ! FROM: MRS Qty: 1 ,7A' 20 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069,21.1140.53525 Truss Label: L2G �AK / WHK 03/10/2021 3' 7' 10, 3' 4' 3' 12 4 =4X4 =4X4 C D B E 4U F � � $-8" H G -2X4(A1) 1112X4 1112X4-2X4(A1) 10, �1 + 31'12 388 3' 1 "12 610"4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 pif at 3.00 TC: From 27 plf at 3.00 to 27 plf at 7.00 TC: From 55 plf at 7.00 to 55 pif at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 pif at 6.97 to 20 plf at 10.00 TC: 98 lb Conc. Load at 3.03, 6.97 TC: 63 to Conc. Load at 5.00 BC: 119 lb Conc. Load at 3.03. 6.97 BC: 50 Ito Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): 3T'12 I 1 10, Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.037 G 999 360 VERT(CL): 0.074 G 999 240 HORZ(LL): 0.011 G - - HORZ(TL): 0.020 G Creep Factor: 2.0 Max TC CSI: 0.337 Max BC CSI: 0.502 Max Web CSI: 0.070 VIEW Ver: 20.02.00A.1020.20 �w �a No. $6367 • e e ry�q STATE OF a � ie� 0 A �� gyp°► ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 628 /- /- /- /276 /- E 628 /- /- /- /276 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 506 -1313 D-E 506 -1313 C - D 461 -1249 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1226 - 466 G - E 1226 - 466 H - G 1249 -461 t®°'�� ��� o as r<� s►� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling -shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r saty practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabgle. Apply lates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincQ�Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses; A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional encLlnei§ ng responsibili{{�� solely or the design shown. The suitability and use of his drawing for any structure is the responsibility of the Building -Designer per ANSIrrP1 1 Sec.2. Suite 305 Foy more information see these web sites: Alpine: alpineitw.com: TPI: tpinst.orp; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821 SEQN: 674771 EJAC Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X3L89750043 T17 / FROM: RAA Qty: 1 , A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52993 Truss Label: EGE / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 1'8"12 1"1 "8 1'8"12 "12 12 4 1112X4CD B T T A � ch LJ 8'8" EF G 4X4(B1) 1112X4 812 — 1'2"12 �1 + 1812 7112 1'8"12 1'1 "8 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. 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): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 F HORZ(TL): 0.000 F Creep Factor: 2.0 Max TC CSI: 0.177 Max BC CSI: 0.014 Max Web CSI: 0.061 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 131 /- /- /113 /86 /49 B 42 P P /24 /4 P G 49 P /- /30 /33 P Wind reactions based on MWFRS B Brg Width = 1.5 Min Req = 1.5 B Brg Width = 14.5 Min Req = 1.5 G Brg Width = 7.5 Min Req = 1.5 Bearings B, B. & F are a rigid surface. Bearings B, B, & F require a seat plate. Members not listed have forces less than 375# ,,�'H WA ,�waoar�'��r,pjPi m No. $6367 o �STATE OFdv �cc� °°°ass/ONA L �se�i�tat,s►b FL REG# 278, Yoonhwak Kim,',FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310 as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ' drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlcLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional anppmeenng 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 ine!tw.com; TPI: t inst.or ; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 674591 EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T7 / FROM: RAA Qty: 7 7A51320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52853 Truss Label: EJ6E / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12 10'9"11 4 N Zo B N A 8'8„ D 4X4(B1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 5'9"8 5'9"8 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.007 D HORZ(TL): 0.012 D Creep Factor: 2.0 Max TC CSI: 0.805 Max BC CSI: 0.356 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 283 /- P /210 /119 /117 D 106 /- 1- /58 P /- C 141 P /- /85 /126 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,�q�11I144111PI/��lP 4 ® No, $6367 aim Q o -;0- STATE 4F 4 4ptBs 40 N A L oijlfwkOe FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or 1310, iless noted otherwise. Refer to +ision of ITW Buildin$cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the formance with ANSI PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover page 675o Forum Drive rawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use Nis any structure is the responsibility of the Building -Designer per ANSI/T I 1 Sec.2. Suite 305 )rmation see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org• AWC: awc.org Orlando FL, 32821 SEQN: 67460 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T42 / FROM: MRS Qty: 3 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53462 Truss Label: EJ3 AK / YK 03/10/2021 12 4 C Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft — Loc. from endwall: Any GCp!: 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. 3' 3' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): T to m Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.135 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 `AO NA`1i11t9P1t/'���� 0 ,&k e•® ® m � N0, 86367 B� STATE QE ®7� � goo-'a 9'8"7 ti 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /149 /85 /67 D 50 /- /- /27 /- /- C 63 /- /- /36 /54 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# tORIYr, eaea�a,<�e►e� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly ter BCSI sections B3, B7 or 1310, iless noted otherwise. Refer to a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the conformance with ANSI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa e "is drawing indicates acceptance of professional engeenng responsibility solelyor the design shown. Thee suitability and use of this 1 for any s9r'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. a information see these web sites: Alpine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro a 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67461 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T37 / FROM: RAA Qty: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53180 Truss Label: CJ5E / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 C 4 10'6"5 co T io B (V N 81811 D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4' 11 "4 i 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D HORZ(TL): 0.007 D - Creep Factor: 2.0 Max TC CSI: 0.560 Max BC CSI: 0.250 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /191 /108 /102 D 90 /- /- /49 P /- C 119 /- /- /71 /107 /- 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# NO ,y�tvattrtttvir'�r C ��WA ,,' �' ��'l�►° I 4 ® NSA No, 86367 0 STATE OF of,�`, ®0400,0sa0N+Aa o4e 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 quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord shall have Fr roper attached structural sheathing and bottom chord shall have a properly �id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 le. AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for sandard plate positions. Refer to job's General Notes page for additional information. vision of ITW BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the iformance with ANSI 1, or for handling, shipping,, installation and brac!ngqof trusses. A seal on this drawing or cover page hawing indicates acceptance of professional. engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the re F6r more information see these web TPI: 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67462 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T32 / FROM: RAA Qty: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52978 Truss Label: CJ3E / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 61 12 4 F--� 4X4(B1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C0 T co Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.290 Max BC CSI: 0.078 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 0 1®{t14fIIIpprp No.86367 m° STATE OF 9' 10"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 183 /- /- /147 /82 /6E D 52 /- /- /27 /- /- C 64 /- /- /35 /61 /- 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# s s�ap1141 N A �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 an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl riclid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections $3, 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. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinTComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI4PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover paWe 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili(t�� 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 F6r 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: 674631 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T33 / FROM: RAA Qty: 2 ,7A55 32O ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53103 Truss Label: CJ1E / YK 03/10/2021 12 4 C B _F T 912119 A 6"1 $rpn D 4X4(B1) 1' 1r 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 " 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): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.186 Max BC CSI: 0.025 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 139 /- /- /129 /95 /32 D 14 /- /- /11 /3 /- C - /-11 /- /28 /30 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# e st c �A 00 g,a P °A STATE OF a roe ,0%� OR �d�a ® NAL 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 an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery 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 applicable. Apply platesto each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawingor cover paWe 675o Forum Drive listing this drawing indicates acceptance of professional enccLLlneering responsibilitty�r solely -for the design shown. The suitabiliiy and use of this drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305 Fdr more information see these web sites: Alpine: alaineitw.com: TPI: toinst.ora: SBCA: sbcindusbv.com: IC('.- icngafe orn- Avvc• awn nrn Orlando FL, 32821 SEQN: 67464 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T40 ! FROM: MRS Qty: 4 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53555 Truss Label: CAL AK / YK 03110/2021 12 4 C BT 9'0"3 7" 11 "1 A _ 8r8rr D 2X4 (A1) 11 rr4 1r _1 11"4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA B 141 /- /- /134 /102 /31 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 D D 10 All /- /16 /11 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.000 C C - A15 /- /29 /27 A NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.198 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.025 D Brg Width = 1.5 Min Req = - � C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: Any FT/RT:20(0)/l0(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020,20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. -Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 1 Oe�\ r+A V VA ffi No. 86367 0 � STATE OF 4Z; 0-0 6d i1 •d a®!%® ye�41ONBA tWi`ii` ' 5 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 ropey attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinc] installed per BCSI sections 53, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of-ITW Buildin$QComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling,- shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibilit� 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 Fos' 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: 674821 MONO Ply: 2 Job Number: N362326 Cust: R 8975 JR&AX31-89750043 T23 / FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53618 Truss Label: MG1 AK / WHK 03/10/2021 2 Complete Trusses Required Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 1 i3'2"8 '(" 7' 3'28 3'9"8 1112XC ® 12 5 F--,-,- g 4BX4 rN (h X4A(A1) Ltl_ 1 4 18'8"12 E D 1114X6 1114X8 T 3'0"12 &11 "4 3'012 7' Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.021 E 999 360 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.038 E 999 240 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 D - - EXP: C Kzt: NA HORZ(TL): 0.009 D Building Code: Mean Height: 20.70 ft Creep Factor: 2.0 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.244 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.667 C&C Dist a: 3.00 ft Rep Fac: No Max Web CSI: 0.439 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 IAIA\/F Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at 0.00 to 55 plf at 7.00 BC: From 10 plf at 0.00 to 10 plf at 7.00 BC: 161 lb Conc. Load at 1.09 BC: 1559 lb Conc. Load at 3.00 BC: 778 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. °�°N�aaotttr�rrfi °%ON`Ak CENs a o No, 86367 g STATE OF a z,,` +s �J w d�A 11 8a �6gQ � dd Bao itbk � +l FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL A 1508 /- /- /- /956 /- D 1445 /- /- /- /945 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 931 -1442 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 1311 - 843 E - D 1252 - 808 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. E - B 948 - 568 B - D 858 -1330 **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 rig4id ceilin Locations shown for permanent lateral restraint of webs shall have bracincl installed per BCSI sections B3, B7 or 1310, as appllcab�le. Apply plates to each face. of truss and position as shown above and on the Joini Details, unless noted otherwise. Pefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. Installation and bracin4of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawin indicates acceptance of professional englneenng responsibili(t�v solely -for the design shown. The suitabilify and use of this Suite Fos drawing for any sfructure is the responsibility of the Buildings esigner per ANSI/T 11 Sec.2. Fot 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: 67434 ! SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 718� FROM: RAA Qty: 22 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53071 Truss Label: EJ7 / YK 03/10/2021 63 t 7 7' 10 21'10"3 Cl) 18'8"12 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 327 /_ !- /224 /164 /210 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.016 D - D 129 /- /- /70 Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.021 D - C 177 /- /- /99 /208 /- Building Code: NCBCLL: 10.00 Mean Height: 20.50 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.794 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.537 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 = - from endwall: not in 4.50 ft FT1RT:20(0)/10(0) Bearing B is a rigid surface. Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. o 0NHW AA ' ii 09 Na, 85357 R STATE OF BAP` 4404NAt- e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have �roper)v attached structural sheathing and bottom chord shall have a properly attachetl ri id ceiling Locations shown for ermanent lateral. restraint of webs shall have bracin installed per BCSl.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 drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI. PI 1, or for handling, shipping,, installation and bracin4q of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibilityv solely for the design shown. The suitabiliy and use of this drawing for any s9ructure is the responsibility of the Building�esigner perANSI/TPI 1 Sec 2. Suite 305 F& more information see these web sites: Alpine: alp! Eitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.orci: AWC: awc.orc Orlando FL, 32821 SEQN: 67443! SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T22 ! FROM: RAA Qly: 3 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53259 Truss Label: EJ72 / YK 03/10/2021 6"3 �—- 2' --rn-rku r/ 7' 7' C 21'10"3 M u7 co M O 18'8"12 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSl 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 395 /- /- /297 /219 /231 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.012 D D 127 /- /- /67 Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.016 D - - C 169 /- /- /90 /199 /- Building Code: NCBCLL: 10.00 Mean Height: 20.29 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.738 B Br Width = 8.0 Min Re 9 q = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.527 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 = - Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearing B requires a seat plate.. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #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. at�t>,iaaao aoo►o,�j�d OAHWAkto goo 'pia A 10, a 0 ►' 4 N0, 86367 @ w STATE OF d d'i s °•�®�sV�Cp° �1198l9a{��b FL REG# 278, Yoonhwak Kim, FL PE 986367 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 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 drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Buildinq�Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1., or for_handling, shipping,. installation and bracin4of trusses. A seal on this drawin or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engqsneering responsibilittyy solely or 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 Fa more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 67444 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T4 / FROM: HMT Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52900 Truss Label: CJ5A / YK 03/10/2021 9) I7 N 1113X8(E3) D 4X4(E3) 5" 3' 10"4 5" 4'3"4 21'0"2 io N 18'8"12 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): NA Loc R+ / R- / Rh / Rw / U / RL A 161 A A /95 /60 /114 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.033 B D 80 /- A /44 /- A Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.038 B C 113 /- /- /65 /138 A Building Code: NCBCLL: 10.00 Mean Height: 20.41 ft TCDL: 4.0 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.598 A Br Width = - Min Re g q — - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.195 D Brg Width = 1.5 Min Req = - C Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.176 Brg Width = 1.5 Min Req = - Loc. from endwall: not in 4.50 ft FT/RT:20(0)/l0(0) Members not listed have forces less than 375# GCpi: 0.18 Plate Type(s): Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE IVIEW Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Lt Slider: 2x4 SP #3; block length = 2.000' Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. l�,`tji1114 f ►1lii��� ®` ®��G a No.86367 e - STATE QE � 4, 000 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have 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. Defer to 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 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 enprneering responsibilittyy solely for the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building -Designer perANSVTPI 1 Sec.2. Suite 305 Fdr more information see these web sites: Alpine: alpineitw.com: TPI: toinst.oro: SBCA: sbcindustrv.com: ICC: iccsafe-ora: AWC: awC.om Orlando FL, 32821 SEON: 674451 JACK Ply: 1 J,7FA513u0,,4EHBH ob Nmber: N362326 Cust: R 8975 JRef:1X3L89750043 T26 ! FROM: RAA Qty: 8 01H,RL01 /4EHB/2601 /HAYDEN EXPRESS DrwNo: 069.21.1140.52806 russ Label: CJ5 KID / WHK 03110/2021 C 12 20'11 "14 5 v 00 z N (V B A 18'8"12 D 4X4(B1) 1 4'11"4 4'11"4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# , Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA B 252 /- !- /180 /128 /152 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0,006 D C 121 /- /- /67 /143 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.07 ft HORZ(TL): 0.007 D D 91 /- /- /49/- NCBCLL: 10.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 psf B Br Width = 8.0 Min Re 1.5 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.624 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.258 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 D Brg Width Min Req = - Loc. from endwall: not in 4.50 ft FT/RT2Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. No. 86367 d STATE QF�a��� fro ®..� °g �1pR1aP� % O� 0a a41 b�9 rs�ONAL FL REG# 278, Yoonhwak Kim, FL PE #86367 03/ 10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme -care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingg Components Group Inc. shall not: be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitabilii9y and use of this Suite For drawing for any s9ructure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2.305 Fdr 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: 67446! JACK Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X3L89750043 T30 / FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DnvNo: 069.21.1140.53446 Truss Label: CJ52 / YK 03/1012021 li 20'11"14 12 5 00 N CV B � 18'8"12 A p 4X4(B1) 2' 4' 11 "4 I 4' 11 "4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefI/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00- Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA B 325 /- /- /259 /186 /173 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.004 D C 109 !- /- /53 /131 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.005 D D 90 /- /- /47 Mean Height: 19.86 ft Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Br Width = 8.0 Min Re 1.5 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.572 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.248 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 it Rep Fac: Yes Max Web CSI: 0.000 D Brg Width Min Req = - Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearing B is a rigid d surface. GCpi: 0.18 Plate Type(s): Bearing B requires a seat plate. Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional NotesProvide 20.131"4.0", min. toe -nails at t+Aolrrr�{� Provide (2) 0.131"x3.0", min. toe -nails at bott mo chord. 1�14�,r1�� y A CENS' d e No. 86367 Sk a STATE OF�O ZOR ttoo 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)% attached structural sheathing and bottom chord shall have a properly attached rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the JoinCDetails, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. -The suitabilify-and use of This drawing for any s r'ucture is the responsibility of the Building esigner per ANSIlf l 1 Sec.2. Suite 305 Fdr more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com: [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67447 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T27 / FROM: RAA Qty: 8 , A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52977 Truss Label: CJ3 �JB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 12 C 4X4(B1) 1, 2'11 '4 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.65 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T 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: 0.291 Max BC CSI: 0.080 Max Web CSI: 0.000 VIEW Ver:20.02.00A.1020.20 20'1 "14 20 18'8"12 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 182 /- /- /139 /96 /98 C 66 A A /34 /81 A D 53 A A /28/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 19t1itlRtltf)//yP� �� ❑ p,age.oIrl A. a o �e 86367 STATE OF,—! �� s roide0 ididillINAL 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)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 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for -any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional encLVegring responsibilitty� solely -for the design shown. The suitability and use of this drawing for any s9ucture 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 i I SEQN: 67448 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T13 / FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53368 Truss Label: CJ3A / YK 03/10/2021 12 5 B 20'1 "14 A OO T 18'8"12 C 4X4(B1) 2'11"4 2' 11 "4 Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu:'NA Cs: NA VERT(CL): NA A 115 A A /69 /44 [76 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.002 C B 74 A /- /42 /88 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 19.86 ft HORZ(TL): 0.002 C C 54 /- /- /30 /- A NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.343 A Brg Width = 8.0 Min Req = 1.5 BCDL: 5.0 psf B Brg Width = 1.5 Min Req = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.112 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Bearing A is a rigid surface. Loc. from endwall: An FT/RT:20(0)/10(0) Y Bearing A requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional NotesProvide 0�1�igilil;��� Provide (2) 0.131"x3.0", min. toe -nails at bottom 0.131"x3.0", min. toe -nails at o chord. No STATE OFF ZUR1a:�= �® 6 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Applgy Oates to each face-oftruss-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. Aline, a division of ITW Buildin,$Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the tr ss in conformance with ANSI 4PI 1, or for handling, shipping,. installation. and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engiineering responsibilitty�, solely -for the design shown. The suitabil!fy and use of this Suite For drawing for any s9ructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.305 Fdr more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67449 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRefAX3L89750043 T31 / FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RLOI / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53369 Truss Label: CJ32 / YK 03/1012021 C 12 20'1 '14 5 B DO 00 7 6 N 1$'8"12 A D 4X4(B1) Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 2' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.44 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefi U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(TL): 0.003 D Creep Factor: 2.0 Max TC CSI: 0.781 Max BC CSI: 0.129 Max Web CSI: 0.000 VIEW Ver:20.02.00A.1020.20 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL B 268 /- /- /233 /165 /118 C 44 /- /- /27 /61 /- D 51 /- /- /27 !- /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ��y�\�t`•i"t�BQ�f�I /i ffi No, 86367 Q STATE OF Idiillftili`�0 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 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 ceilin Locations shown for ermanent lateral restraint of webs shall have bracinc] installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the JoiWDetafl unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildinc Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI 4PI 1, or for handling, shipping,. installation and bracin •of trusses. A seal on this drawm or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibili((�� solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Fdr more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: !ccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67450 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T28 / FROM: RAA Qty: 10 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53274 Truss Label: CA / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 6"3 i Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.23 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 end Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 12 5 C �-11"4--� 11 "4 1 —� 1 � ��4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): co o Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.168 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 19'3"14 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 135 /- /- /123 /90 /44 C - /-11 /- /29 /31 /- D 14 /- /- /10 /3 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C . Brg Width = 1.6 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# me a�1®0.A�yk,�i WA Pr o ® '1••° e v No, 86367 STATE OF w, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly ]�id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI, sections B3, B7 or B10 ile. AfpTy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. vision of ITW BuildinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build.the iformance with ANSI 1, or for handling, shipping,,. installation. and bracin4 of trusses. A seal on this drawing or cover page hawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67467 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T1 I FROM: RAA Qty: 1 , A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53384 Truss Label: HJ6E / YK 03/10/2021 54 A V r 0 2X4(A1) 2.8312 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II .00 EXP: C Kzt: NA Des Ld: 37Mean Height: 0.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 5-9-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (3) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 8'2"5 8'2"5 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.594 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 C 10'9" 7 �-- N N Zo N T148'8" D ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 250 /- /- /- /127 A D 115 /- /- /32 /- /- C 273 /- /- /- 1211 /- Wind reactions based on MWFRS B Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# '�A��Ak �Prir,y CENS VE No. 8s367 ®� STATE 4E >A��z ®d ®®® �a6+llltailA� 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 quire extreme care in fabricating hand lin •shi ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly aid ceiling Locations shown for permanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or B10 51e. AppTy plates to each face of truss and position as shown above and on the Joinl Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. 1AIDine, a division of deviation from this drawing, any. failure to build the of trusses. A seal on this drawinq or cover page Rr the design shown. The', suitabiliffy and use of This any structure Is the responsibility of the Ftuilding-Designer per ANSI/TF Irmation see these web sites: Alpine: aloineitw.com: TPI: toinst.ora: SBCA: 6750 Forum Drive . Suite 305 Orlando FL, 32821 SEQN: 67468 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef: 1X3L89750043 T43 ! FROM: MR S Qty: 2 , A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53524 Truss Label: HJ3 AK / YK 03/10/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 2.83 � C VY Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.41 to 54 pif at 0.00 TC: From 2 plf at 0.00 to 2 pif at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: -2 lb Conc. Load at 1.37 BC: 19 lb Conc. Load at 1.37 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4'2"3 4'2"3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.144 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 T N c'7 •; . ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E 142 F /- /- /86 /- D 69 /- !- /- /6 A C 36 /- /- /- /8 /- Wind reactions based on MWFRS E Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Members not listed have forces less than 375# toH WA ��*3va� cr r r r trr�P�P $4�0 0 0 a No. 86367 00 STATE 4F�4,�� s/af �eesaioaooar<��e�� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have roper attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have -bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin,$Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 4PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility, solelyor the design shown. The suitability and use of This drawing for any sgr'ucture is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .corn; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67452 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L8975o043 T19 / FROM: RAA Qty: 5 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53088 Truss Label: HJ7 / WHK 03/1012021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 57'8 5'7"8 9'10"1 4'2"9 0 21'10"2 12 3.54 ;4X4 C ih B ALi L_j P18'8"12 G F F 1'5" 5'5"12 3'6"3 10"2 5'5"12 8'11"15 9'10" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.50 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Refer to General Notes for additional information Provide (3) 16d common 0.162"x3.5", toe -nails at TC. Provide (3) 16d common 0.162"x3.5", toe -nails at BC. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.044 G 999 360 VERT(CL): 0.082 G 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.014 C Creep Factor: 2.0 Max TC CSI: 0.512 Max BC CSI: 0.699 Max Web CSI: 0.268 VIEW Ver: 20.02.00A.1020.20 ��tav�r�n�ar, N0, 8636T 0 0 STATE 4E ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 324 /- /- A /205 /- E 363 /- A /- /142 A D 211 P /- /- /206 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 439 - 713 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 664 -404 G - F 654 -406 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 458 - 737 ORI 00ONA; ,t FL REG# 278, Yoonbwak Kim„ FL PE #86367 03/10/2021 **WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise, top chord -shall have proper)v attached structural sheathing and bottom chord shall have a properly aid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310 le. Afplgy plates to -each face. oT-truss-and position as shown above and on the Join Details, unless noted otherwise. f�efer to 60A-Z for standard plate positions. Refer to jobs General Notes page for additional information. ivision of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ,form. ANSI Pi 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawm or cover pa e irawinq indicates acceptance of professional enpineenng responsibility solelyor the design shown. The suitabili y and use of This any structure is the responsibility of the Building -Designer perANSI/YFl 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 more Gable Stud Reinforcement Detail ASCE 7-10: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or: 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orr 140 mph Wind Speed, 15' Mean Height, Enclosed,, Exposure D, Kzt = 1.00 n- 1?n1 mnk %ji-4 Cn on 1ri, m_ ue. "+ o.....+r,,,,, r -,_-_� r..___.._ _ S 2x4 Brnce Gable Vertical Spacing Species Grade No Braces (1) ix4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (l) 2x6 'L' Brace x (2) 2x6 'L' Brace *11 Group A Group B Group A Group B Group A Group B Group A B Group A Group B (� S P P #1 #2 cbU #3 3' 8' 5' 9' 6' 2' 7' 8' 77' 11' 9' 1'' 9' 6' 12' 0' F12' 14' 0'Stud3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 14' 0' 14' 0' O Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8'12' 4' 14' 0' 14' 0' —� S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d r Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13, 1' 14' 0' U _ [- #1 / #2 4' S' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P I #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U L II- H Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' O Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10' 12' 8' 13' 7' 14' 0' 14' 0' \ #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' ill 1' 14' 0' 14'. 0' 14' 0' 14' 0' / S P #2 4' S' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 1D' ill 13' 4' 14' 0' 14' 0' 14 0' �J D fr L Stud 4' 4' 6' 5' 6' 10' 6' 6' 9' 1' 10' 6' 10, ill 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10' ill 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' _ S P I #3 4' 7' 8' 2' 8' 5' 9' 8' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Lrj U u O �l Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 1 11' 9' I 12''3' 14' 0' 14' 0' 14' 0' 14' 0' �f S P #2 4' 10' 8' 3' 6' 7' 9' 9' 10, 2' 11' 7' 12' 1 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' r-1 D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 1 13' 7' 1 14' 0' 1 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used, Connect diagonal brace for 600# at each end. Max web total length Is 141. Vertical length shown In table above. Connect diagonal at ILPIN AN ITW COI 11 514\ Earth\ City\ Expressway \ \ suite\ 242 \ \ Earth\ City,% MO\ 63045 2x6 DF-L #2 or better diagonal brace) single or double cut (as shown) at upper end. About! T 18' +race J_ I 31E 31E T 18' Lu 1 NIT` `U� Refer to chart aboo�e —VARNBdiv RE" AND FML13V ALL NOTES ON THIS DRAWING a —IMPDRTANTww FURNISH THIS BRAVING TO 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 call have a properly attached rigld ceiling. Locations shown for permanent lateral restraint of webs ,al( have bracing Installed per BCSI sections B3, B7 or BIG, as applicable. Apply plates to each face ' truss and position as shorn above and on the Joint Details, unless noted otherwise. �Fer to drawings 160A-Z for standard plate positions, Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation frc Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, -tallation & bracing of trusses. A seal on this drowIng or cover page listing this drawing, Indicates acceptance of professional gineering responsibility solely for the design shown. The suitability and use of this drawing r any structure is the responstblity of the Building Designer per ANSI/TPI I Sect. For more Information see this Job's general notes page and these reb sit �W� 7 ALPINE, www.alpineltw.comi TPI, www.tpinst.org) SBCA, www.sbclndustry.org) ICC, wrw.lcc"shf 111111?pfpl 4 WAS i°"° It ®®1/� N I ua AMw1 'maL fg Evl' Ica yZgOiTi��T�l1Q a�etobaa��►� Yoonhwak Kim, FL PE #86367 Bracing Group Species and Grades) Group AI S ruce-Pine-Fir Hem -Fir #1 / 02 Standard #2 Stud; #3 Stud 0 3 Standard Dou las Fir -Larch Southern Pineww■ #3 #3 Stud Stud Standard Standard Group BI Hem-Flr #1 & Btr #1 Dou ins Fir -Larch Southern Pinewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board), wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, Attach 'L' braces with 10d (0.128'x3.0' min) nails. )IE For (1) 'L' brace, space nulls at 2' o.c. In 18' end zones and 4' o.c, between zones. )K)KFor (2) 'L' braces, space 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. Gable Vertical Plate Sizes , Vertical Len th No Split Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than 11' 6' 4x4 m I + Refer common truss design for L� peak, splice, ice, and heel plates, w Refer to the Building Designer for conditions not addressed by this detail, r� REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 X. TOT. LD, 60 PSF X, SPACING 24,0' • C Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 ❑r- 1Pn mnh W:nrl Sn or!_ 1S' Mona 11e1.,4.+ Pn +Wl., 17. 1.. -] c....----- n I_ S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) 1x4 'LBrace (1) 2x4 'L' Brace 9 (2) 2x4 'L' Brace AN (1) 2x6 'L' Brace lE (2) 2x6 'L' Brace IK Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B SC PI #1 / #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' D' 14' 0' - #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' Hr Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' G' 12' 0' 12, 6' 14' 0' 14' 0' O f Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 1 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 6' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 1 12' 9' 14' 0' 14' 0' J S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, li' 11' 8' 14' 0' 14' 0' d Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' ill 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' D' 14' 0' U H F Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' QJ O I� Standard 4' 2' 6' 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 P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, ill 13' 4' 14' 0' 14' 0' 14' 0' QJ D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, ill 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10, 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10, 8' 3' 8' 7' 9' 9' 10, 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P P #3 4' 7' 6' 2' 8' 5' 9' 8' 10, 0' ill 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' �f U IJ P Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I Standard 4' 7' 7' 0' 7' 5' 9' 4' 10' 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 1 14' 0' 1 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' T 10' 2' 11' 7' 12' 1' 14' 0' 1 14' 0' 14' D' 14' 0' # 3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' .--I r D f L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 11 6' 11' 8' 8' 1 9' 3' 11' 6' 12, 0' 13' 7' 14' 0' 14' 0' 14' 0' Truss Diagonal brace option, vertical length may be doubled when diagonal -brace Is used. Connect diagonal brace for 600# at each end, Max web total length Is 141. 'L' Brace End Zones, typ._ About k L / 2x6 DF-L #2 or better diagonal brace- sin 1"' Vertical length shown single 8. b In table above. or double cut 45' (as shown) at L upper end, Connect diagonal at oniy{ midpoint of vertical web. Refer to chart abor_� ■wVARNINav READ AND FOLLDV ALL NDTES DN THIS DRAVM3 o° "D6'DRTANTrr FURNISH THIS DRAWING TO ALL CUNTRACTGRS INCLUDING THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and fall.. 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 brodng per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom char shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs shell have bradng Installed per SCSI 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. �I Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fro this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY h A deal con Wsadnrin8 wucover page Listing this drowkg, Indicates acceptance of slonat 11514% Earth\ wn, City\ Expressway engineering responsUlty solely for the design sham The sdta6 _Wfdrwing \ \ Suite\ 242 for any structure Is the respons6llity of the BuRdi g Designer papNSI/TPI 1 Sec.?- \-Eanh\City,\MO\63045 For more Information see this Job's general notes page and these web sit ALPINE, •r.,atpineit..coml TPI, www.tpinst,orgl SBCA, r.r.sbcindustry.orgl ICC, rwwA - JIMIFrfr -AWAY f'rPjj� w X1 4 A��� 'ma��A� V4'i(IZICa S ° 00 060 Bracing Group Species and Graded Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Istandarl 1 #2 1 Stud #3 Stud 1 #3 Istandord Dou ins Fir -Larch Southern Plne*11wl #3 #3 Stud Stud Standard Standard Group B- Hem-Fir #1 & Btr #1 Do, u ins Fir -Larch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). ■w,For 1x4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these races. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) malls, )K For (1) 'L' brace- space nails at 2' o,c. In 18' end zones and 4' o.c. between zones, )K)KFor (2) 'L' braces, space nalls at 3' o.c. In 18' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 80X of web - member length. Gable Vertical Plate Sizes Vertical Lencith No Splice Less than 4' 0' 2X3 Greater than 4?', but less than 11' 6' 3X4 Greater than 11' 6' 4X4 + Refer topl common truss design For c peak, splice, and heel plates, a Refer to the Building Designer for conditions not addressed by this detail. I, REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG Al6015ENC160118 X. TOT, LD, 60 PSF X, SPACING 24,0' 4 4 Gable Stud Reinforcement Detail ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 ❑r140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Fir, 1?n ,mi, 1Jinr1 Sr, owl in, mn w_i_"+ Pn,.+t..ii., r--i--- A r.,n v-,+ - inn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1.)Ix4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace wx (1) 2x6 'L' Brace W (2) 2x6 'L' Brace lA Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B [- #1 / #2_ 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' U Sp f r #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' HF Stud 3' 6' 5' 4' 5' 8' 1 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' o Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' e' 10' 4' 13, 1' 14' 0' #1 3' 10, 6' 4' G' 7' 7' 6' 7' 9' 8' 11' 9' 3' i1' 9' 12' 2' 13' 11' 14' 0' J S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 1 12' 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10' 1' 10' 10' 13' 8' 14' 0' d P Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10' 1' 10' 10' 13' 8' 14' 0' Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12' 2' 13' 0' % #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' _ S P P #3 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' U P Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' O Standard 4' 0' 5' 8' 6' 0' 7' G' 8' 0' 9' 11' 10' 4' i1' 10' 12, 8' 14' 0' 14' 0' #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10' 2' 10' 7' 1 13' 5' 13' 11' 14, 0' 14' 0' S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10' 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14'0'14' 0' DPL 4' 1' 5' 11' 6' 4' 7' 11' 8'5'10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' K#3 rd 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10' 2' il' 0' 11' 9' 14' 0' 14' 0' #2 4' 8' 7' 11' 8'2'9' 4' 9'8'10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d SPP 4' 5' 7' 7' 8'1'9' 2' 9'6'10, ll' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' LD U HF 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O I I Standard 4' 5' 6' 6' 6' 11' B' 8' 9' 3' 10, 11' ill 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11, 6' 14' 0' 14' 0' 14' 0' 140' #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' ill 0' ill 6' 14' 0' 14' 0' 14' 0' 14' 0' --I D P L Stud 4' 6' 6' 10' 7' 3' 9' 1' 1 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 1' 6' 5' 8' 1' 1 8' 7' 10' 11' 11 S' 12' 8' 13' 7' 1 14, 0' 14' 0' Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hem -Fir #1 / #2 Standard #2 Stud #3 Stud1 #3 Istandard Dou Las Fir -Larch Southern Pinewwr #3 p3 Stud Stud Standard I I Standard Group BI Hem -Fir #1 & Btr #1 Dou las Fir -Larch Southern Plne.rr #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). ■.For lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may n be used with thesegrades. Liable I russ Uetail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 135 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or, 12' plywood overhang. �yout) mm Attach 'L' braces with 10d (0,128'x3.0' min) nails. able Truss AbX For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones, Diagonal brace options ')K)KFor (2) 'L' braces, space nails at 3' o.c. vertical length may be T In 18' end zones and 6' o.c, between zones. doubled when diagonal 18' _ )K _ _ 'L' bracing, must be a_minimum of 80X of web brace is used. Connect L - ���,f��� member length. diagonal brace for 690# •L' + 1A! ��� at each end. Max web I Brace I 4q rT/q;�f jPjjj Gable Vertical Plate Sizes total length Is 14'. ® ®®, 1 �p Vertical Len th No S lice j 2x6 DF-L #2 or Less than 4' 0' 2X4 better diagonal '�" ��® �� ` ��,� Greater than 4' 0', but 4X4 Vertical length shown j brace) single 18, ® less than In table above. I or double cut A 45• (as shown) at L 1 + Refer to common truss design for upper end. peak, splice, and heel plates. on s Benrin ' A 9 r1., Refer to the Building Designer for conditions Connect diagonal at �' F1ca "4• � not addressed by this detail. midpoint of vertical web. Refer to chart abo or ma v�tlt w■VARNINGIa READ AND FELLOW ALL NDTES W THIS BRAVING 0' --INPDRTANT.. FLIRNISH THIS BRAVING TO ALL CURMACTORS INCLUDING THE INSTALLER& 1, �('` a Z ®p�'�� �- ��� � REF ASCE7-10-GAB16030 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to and �(� ®� Q follow the Latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety d� l.1�1 y DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall hove a properly attached rigid ceiling. Locations shorn for permanent lateral restraint of webs�� s�0e► DRWG A16030ENC101014 shall have bracing Installed per BCSI sections B3, B� or B10, as applicable. Apply plates to each face �>isaaaa of truss and position as shown above and on the Joint Details, unless noted otherwise. PI Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc, shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AX, TOT, l_D, 60 PSF AN ITW COMPANY Installation & bracing of trusses. 41514\Eanh1 Cil 1Ex Expressway A Ion this drawing or cover page Ust4g this drawing, Indicates acceptance of professonot y p y a rd t ng responsibility solely for the design shown. The suitability and use of this drawing \ \ Suite\ 242 far any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecZ \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web ALPIND wrr.alpineitw.comi TPI, www.tpinst.orgi SBCAi wwr.sbclndustry.orgi ICO rwr MAX, SPACING 24,0" 4 w Gable Stud Reinforcement Detail ASCE 7-16: 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 MPH Wind Speed, 30' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Dr, 120 moh Wind Sneed. 30' Menn Hoinh+. Pnr+InlL, r_i ,_4 P...,, n vim+ - i nn S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) lx4 'L' Brace ill (1) 2x4 'L' Brace w (2) 2x4 'L' Brace Ix (1) 2x6 'L' Brace 1 (2) 2x6 'L' Brace IN Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B -P #1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13, 9' 14' 0' - S P P #3 3' 6' 5' 5' S' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' HF Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' o Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' 11' 9' 12' 2' 13' 11' 14' 0' S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10, 13' 8' 14' 0' P Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10, 13' 8' 14' 0' d Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12' 2' 13' 0' U #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13, 9' 14' 0' 14' 0' _ S P P #3 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 9' 11' 10' 4' 1 13' 1' 13' 7' 14' 0' 14' 0' U L I C Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' O f� I Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' 11' 10' 4' 11' 10, 12, 8' 14' 0' 14' 0' \ #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10' 2' 10, 7' 13' 5' 13' 11' 14' 0' 14' 0' / S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10, 6' 13' 3' 13' 9' 14' 0' 14' 0' #3 4' 1' S' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13, 3' 14' 0' 14' U' QJ D P L Stud 4' 1' 5' 11' 6' 4' 7' 11, 8' 5' 10' 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10' 2' 11' 0' 11' 9' 14' 0' 14' 0' #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10, 1' Ill 6' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' U H P Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10' 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' 0 Standard 4' 5' 6' 6' 6' 11' 8' 8' 9' 3' 10, 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10, 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' .--i D P L Stud 4' 6' 6' 10, 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 1' 6' 5' 8' 1' 8' 7' 10' 11' 11' 5' 12' 8' 13' 7' 14' 0' 14' 0' Bracing Group Species and Grades: Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Standard Dou ins Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group B, Hero -Fir #1 & Btr #1 Do, u It Fir -Larch Southern Pinewww #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 135 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, u tl Attach 'L' braces with 10d (0.128'x3.0' min) nails, Abou able Truss 31E For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. Diagonal brace option, ')K)KFor (2) 'L' braces, space nails at 3' o.c. vertical length may be In 18' end zones and 6' o.c between zones. doubled when diagonal 18, 'L' bracing must be a minimum of 807 of web brace Is used, Connect L 1Q�'��j member length, diagonal brace for 690# / Ff0t at each end. Max web 1�%P Gable Vertical Plate Sizes total length Is 14'. 'L' Brace End i W/'1 !dP Zones, typ, d e �/ Pp Vertical Len th No S llce 2x6 DF-L #2 or �� # ✓ �� Less than 4' 0' 2X4 better diagonal r' �� 9� �/,e Greater than 4' 0', but 4X4 Vertical length shown bracei single - 8, p �� o less than 12' 0' In table above, or double cut 45' (as shown) of L + Refer to common truss design for upper end, peak, splice, and heel plates. on s Hearin O 'w : 9 n,. Refer to the Building Designer for conditions Connect diagonal at r' g L` C !'4 ilco `� +p not addressed by this detail, midpoint of verticnl web. Refer to chart abo or ma 9. v Yft ..vURNISH T READ AND Fnu.ov ALL TNaTESRACT 13NRS ITHISNCLUDING DING TH ®' ® : C Q ly oDrP�tTArm. FllRrusH THIS nRAVING m ALL C@ITRACTGRS INCLUDING THE INSTALLERS, o .�'` a9 C@ �- �� � REF ASCE7-16-GAB16030 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and folio. the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety dr S ' DATE 01/26/2018 practices prior to performing these functions. Installers shall provide temporary bracing per BCSL j\ t q Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord Q V i'+ ry shalt have a property attached rigid ceiling. Locations shown for S DRWG A16030ENC160118 shall have bracing Installed g g' permanent lateral restraint of webs //a�0�,� per above sections B3, B7 or BID, as unlessapplicable.no Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. PI Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from thls drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, A)(, T❑T, LD. 60 PSF AN ITW COMPANY Installation & bracing of trusses. Listing _ drawing, _ Y Expressway engneerin0 re`ponsbdlty solelycover far � design shown. Thsuitabtlty ates nand use o thisof drawing raprofessional \ \ 514\ Earth\ Cit \ Ex resswa \ \ Suite\ 242 for any structure is the responsibility of the BuKdtrg Designer per ANSI/TPI 1 Sec2. 11 Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these eb s ALPINE, www.alpineltwcomi TPI, wwwrApinstorgi SBCA, w.w.sbclndustry.orgi ICG wvi MAX, SPACING 24,0' • r 'T Relnfai Memk Ga Tr Gable DetaR For Let -in Verticals Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, Ib, and heel plates. vertical plates overlap, use a ,te that covers the total area of Lapped plates to span the web, e, 2*2X4 *_-2 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsi 10d Common (0,148'x 3.',min) Nalls at 4' o.c. plus (4) nails In the top and bottom chords. Toenalled Nollsb IOd Common (0.148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detall to be used with the appropriate Alpine gable 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 tt r A11515ENC100118, A12015ENC100118, A14015ENC100118, �� C 0 �>E�/� A18015ENC100118, A20015ENC100118, A20015ENDIOOI p(' �./gip A11530ENC100118, A12030ENC100118, A14030ENC1 ' �l®Ce01�1�; �� A18030ENC100118, A20030ENC100118, A20030EN �� S11515ENC100118, S12015ENC100118, S14015EN 01186 0 3 ]A(q��"� S18015ENC100118, S20015ENC100118, S20015E010011*, S�0 1�5P Ib� 8 B S11530ENC100118, S12030ENC100118, S14030AC100108, SE�IL?AE 7 p S18030ENC100118, S20030ENC100118, S2003 ® 0II18, SP-0030PED100118 Q 6 See appropriate Alpine gable detall for maxlm® unnieInforced"jr a vertical W9 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Jeb 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' vDrIRTANT■- FURRNISH naS READ AND TO °ALiL�C@rlTRACITIRs INCLUDING TINE INSTALLERS. ®°'od �� � C O1"�t'4� y°- eta® % REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and ® OR1 8 (- follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety P ®� ®� DATE 01/02/2018 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. d®` ,SJ j''�� I /y j Unless noted otherwise, top chord shalt have property attached structural sheathing and bottom chord P `%j fJ l'1 jw DRWG GBLLETIN0118 shall have a properly attached rigid carting. Locations shown for permanent lateral restraint of webs 44"do1ll�k,Mp� shall have bracing Installed per BCSI sections B3, B7 or RIO, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. PI Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AX, TOT, LD, 60 PSF AN ITW COMPANY Installation 6 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional 11514\Earth\City\Expressway engineering responsibility solely for the design shown. The suitability and use of this drawing DUR, FAC, ANY \\Suite\242 for any structure !s the responsibility of the Hu0.d4g Designer per ANSI/TPI 1 Sec.?- \\Earth\City.\MO\63045 For more Information see this Job's general notes page and these web sI vfww 78 Yoonhwak Kim, FL PE #86367 MAX. SPACING 24,0' ALPINE, wwcalpineltw.comi TPI, wwr.tpinst.orgi SBCA, www.sbcindustry.orgi ICC, w 11 f 2 • a R BC t/2 01 VALLEY FRAMING & BRACING DETAIL Lumber Size and Grade•Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should ovedap 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 ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the Grippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gored between rows. Typ) innection Requirement Notes 2x6 rafters to ridge 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 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails . Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails "•-' �` "'�" —.... ' — ...) 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & 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" long nailed w/ 2 40d (0.148'W") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge of cripple with 10d l0.128"x3.0") nails at 6" o.c. 'T' or scab must be 90% of cripple length. Cripples over 10'-0' long require two CLR's or both faces w/ "T' or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long -as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing In accordance to current NDS requiremen Mq Nails are common wire nails unless noted otherwise. Y ••N.ee•e• y Jr Kin MARI• (A) �B)") -WOM uree READ Arm F LLGV N.J. H= ON pas MAVDQ — W-11*MIAMT FLOGStr Dn mwvme To ALL COMPACTiRs I XUallIG TW DISTALLM = _ • * d LL 20 30 40 54 REF VALLEY FRAMING DATE 10/Ol/14 Trusses regJ-e exsrene care k, Pobrtcatkp, h—akro. shtppb'Q Installing and bracWo' Refer to mv3 fall.. the latest edition of WCSI �lr6q Conponerrt Safety IMorbroon, by TPI and SBCA) for saf . • DL 10 20 7 7 practices prior to perfornlrlg these functlom. Installers shall provide tenporary br= per D unless rote. otMrrke, top chord shau have properly nttadvd struetvel shratHrq arvl batten shall have a property attar ed Hold celkp. Locations sho►n for per"ment lateral restroht of STATE OF : .0 • i r DL () 0 0 0 DRWG VACNV1801015 r7 d � I11VI I 37 or Det as antessbna Apply plates to eadf fnd"6 of t have brnckg hstalles per of sections on the of tress and as above on the Joint Details, unless noted nthereF.e. 'S i f •: Q. l C LL 0 0 0 0 = 16 Refer to dra 16gA-Z far standard plate poshtionr. 4 for plate e• � •••••�R 1O.•e• � AN iTWOOMPMNY Alp1x, n dMsfon of ITV Wilding Conponents Craw Inc shall not be respansble for any deviation iron tfits dra.kg, any folure to build the truss k, eonfo ftwee with ANSI/M 1, or for hanauq, St pkml C� •,yw„�••• ` Q . TOT. LD.30 5O 47 61 hwtaltatlon i bracing of trusses. ANAL A seal ra".�k"V or cove,• pngr Ustk,g thh; draa.bp, Indicates acceptance of profession t solely far the deshgn shown The sunoblhty aM use of this dra.k�p for for Orly tr' it. Ldkp Ilestprr AKti[/IPI See`- ntNat DUR. FAC. 1.25/1.15 13369 Lakehonl Drive EanhCity.M063065 of per 1 For �'• k+Forn•tion see this Job's o•nr•t notes ppoow one these .eb cites. AIPMED .e.alpkrlb.coru TPL ....tpinstergl SBM ...•s r k strycrgl IM—Jresafrarp SeS /O 'LO/� ((// [ f SPACING SEE ABOVE