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HomeMy WebLinkAboutTruss21'-4" 4'-4" 14'-0' 39'-8' Total Truss Quantity = 57 TYPICAL 7' SETBA CORNERSET LABEI AND SPACING Reviewed for Code Compliance Ea Universal Engineering Sciences I'll ma- t v M f I AY1lil.QiY6com f 7't- (, ( c. AA-o 0113 o r- � Labeled End Mark YN)s Is A TRLIs If ACDETrtr µx ns ntTEr®m Am w THE DWNIATDm1 ff TTa6� ENaDaIIaS TDabS mnvDcs Arm EM ES LIN PLAN IE CM • 7l = MA DfSERADO PARA AYU AR EN LA DBTALALTaf1 DE Tm1SSEi L.� D®LiDS Y ARaIITFLfIR1i MedmECTtRALs „= >maac hE QCF7m•711A 1E Dltf]O EWA SIFE17/A1 ESTE HWn 1O1O ALTa lwrm vrrewr amorr Dr tra vr»z r1Oc wLny y mmt ewaYma ALL RID D L 6 FAS T�n�l mii. Mai. MD Ist am r Val. [m t M7>PI® V111t>m N VRnOt MImVM. n T[rAf✓aq VALLT Ii6r t A®1111ELY D®O TO Wit M ILIR aiasm >r 71fi 1mQi UN Tian. MD NRr lE aslAR: Alm N tA®i M W fKAtm. Men OaG ANr LDAm Ari ARtfm M vGLLtt•9 OliW® SND:R 0SM211Otr AT r"W= c3ftw m S AtaAQA. >rG we7 76il� 71C TmRif3 Ali 7Ef a D<mIi 7a Av® K1M6o: Pam ::�CmF�M� M VRA ILL( TUNAS IAS CAM sma I waa ATirAi CAM T r M.t� <m vrsm m R ta® TO a QrA s LAS M. S t ®. SA UZOA Ai AMEMMUNOM Gi Mf1DVaS SN M� REVfA PM ESII67a PMA LILVMI IAi tiYGi DNQrAi IVi lID ,W� a ,WISS.L 7 IE>DI Mass DE LA amYAlAmlt Y Am= i AR1GM GMA®1 Wi rDl lAi 16Mt Me71�G DIim1lGaAi MrsLm DOWRAtFlIm R sRv®a rAtaoarst m[mACLms S DC 8//-Cllila7 ESfM DI 1.1�iYt Y a mtvo® MriEi tDE tra iiD�i ¢ PM4 LVIfW lAt �M.1� F General Notes 1) N pmidW td ord Irucey eat town ma not *dm nm. ft top Hand PW" *W !Fun to be w1a.d 7, Ata La 2) to be Sk, a KW Wim on..fe. 8) � WQ*q Is 24' O.C. w*= *ffvtx 4) Rr Tr r PIh Ift, BC9-61 t—,-* W,Pmmm-R X-bad[ g tdmrd Im Placed at a mmkem spariq 15 O.C. m tin W. b 1m of a [nadnimtt of 2W hnbam oath XRami rdamto 84'9-inejuedm 91 for any addUaN kmW mbML ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL ea 7 PSF BCLL = • PSF BCDL 10 PSF TOTAL = 37 PSF DURATION = 1.25 % WIND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE - C USAGE —RESIDENTIAL CAT D HIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRPPERIA FBC 2020 TPI 2014 T—s rnrbr dcsign Sc connector platen are dc�i d for ASCE 7-18 and madmaar forces from both components and claddings aad main wind (ores resisting systems. • These tru— have been revi-od to cam an additional ION psfuonco unt bottom cbunl live Ined.m: FLOOR LOADING SCHEDULI TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REAMONS AND UIPLUM ARE SHOWN ON ENGINEERING WALL KEY ® 0 DFSCRIPMON Mr. DATE . iM momw 4 w �r swim [n vam W MM— a Loa C w[t 7Q 4 tar M Rr ry vam W 7nru US my WM4 [m LM rm vrm [n to W a," [m asrtowtorLena Yrre ua i7srn ten MTDO [taM Disamt tAil. taa LOAD/ DEBC FnON MIT. DATE m [ss [n wn Ma [r rot Mi9AtraQ .ix e/arni An IpAm M3 Wr 7aM a liA mt anus WCARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N W. WINTER HAVEN FLORIDA 33880 PHONE. (BaO) 959-8806 FAX. 263) 294-2488 BUILDER D.R. HORTON STATKWEDE PROJECTCREEE9IDE MODEL 1828/CALT/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/182EC.E ALT DESC OTC 3453 TRINITY CDR LOT 2 BLOCK DESIGNER PAGE RES 1 3 30 17SCALE §334496L 1 4 "=1' .J er ENGINEERING PACKAGE ;b RECEIVED Builder: IPR HORTON / STATEWIDE APR �® 021 C�Te CountProject: 7A5/320 CREEKS IDE Y►mutiny Model/Building: 182EC,E`�� Lot Alt: Lot: 2 Block: Unit: f Address:�� .................... _................... ........................................._.................................. .......... r -= JobNumber: N334496 ..................................................._........................_................... _. Revision Date: New Load #: RI.02-M Mµ^ mm mmm^m Reviewed for Code CARPENTER CONTRACTORS OF AMERICA, INC Compliance 3900 AVENUE G. N.W. Universal Engineering Sciences WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ti ALPINE March 1-3,.-20.19 AN [TWCMIPANY Mr. Bob: Michaelis Carpenter 'Cci.6trAct6i�'cif- Am6ridc;i.,: Inc:. 3900 Avenue 0, Northwest aht6t Hafvt-n,,FL 33880-6201 Re- Alternative. ins't6116tions.. for 6 single ply carried truss with a width less t . ha*.n the. hanger width, wood. .blocking . . .,ta achieve full design load:v46 for face-mouhfod . .'hgnger'.a tta6hi-o6ntbh.*a,one ply .supporting girder (Reference Mail WA37,02)... Dear Bob,: For ta'single ply carried truss with a width less than the hanger. width you can irist4l);p.prefabricated jack scab truss: (Ifor woQd..filler Upokiogi.. The chord sizes;;-6h'wd..grpOes, and -Alpirfe:-;06.Tlhectbr.pi6f6(S) . to be the. same as the single truss. Prefabric"atedjack - truss. have a.. minimum length of 46" and will. have -a. m..Jnjrn�um -.plt6-.h-Iof:511.2.... The single ply- carriab.d. 'truss shal] have :a reaction of 3,500# or Attach prefabricated. . ja6k!scab:truss. mith.two. (2-) rows of 0.128 . "X1W _'GUn Nails a . t2" O;G. per rows staggered �" See Figure 1 below)_ Please refer to the TPson Strong: -Tie Catalog. C-C 2Ql9.page 2l6:.5-igqrp:.3"formore information; RgUre-1 Fora sing,16- ply-'.glfde­r'that requires wood blocking to,adhiOve:Aill design load Value for face -mounted hangers -attach one wood. block to the back face of single :ply girder with the same size. and .— . ..-. . ... 4. ... ..;: , ;*­'-.- ­­ .... ... _Y grade.as the bottorn.-chord ,ofthe single ply girder. The wood block 166Oth to 46§Udh #'the"wbod bloqking.-,extends to each adjacent; panelpanelpoints ;(Wbbs':.Afid bottom chord intersections):. rsect! Attach wood block l 'With two."(2) rows -of 0.128..x.3..Q` dun Na"ils per .row,staggered: 3.0"applied to the 675o'Forum Drive Suite 305,.b.rian.d.ci.FL. 32*82.1--(Opg).6,21-9706'-.' 6j.422-8685 www.alp1neitw.,com ALPINE ■ .ANITACOMMW single ply -girder fbcp; -with an additional (20) 0. 12Wx3'VO" 'Gun,Na''! -each, panel . ppi . rit I appl . le `to the, tsa� .. ­ . d wood.b' s look.fabe (See FigurW2 below). Please tbf6r'to th6.Bir�iptbh Strohg-T.ie:06tailog C-*G 201 9j -page 216, Fio.&61'for thdrd: iriftiftnatiod. 1=gure Z�' ..... ......... ... .... .. . ....... -1 .... ­­'...' ... ....... ­..................... . .... ..... ... ­_­ ...... . .. ... ... . ....... .. .. .. .... ......... .. . .. ...... ... .. ­.. - ....... .. ............ ...... ..... ... ........... .............. The -applidation of prdfabriibiated jack scald truss f6r-Wij.od fill ier'blocking:oe wood .blocking *" to achieve fUll. design load value for fac&-mounted hangers must be approved by thehardware manufacturer: All edge -and end: distances, and'*spacing * for . -all nail connections must be suffici6nttb'O'revdht-spIittihg of ..'Wood., If I can.be, of any further.assist.ance, or if you have any: questio.n.s,'piease7gJYe -me a cal . I H, STATE Villiam H... Krick- P.E.. % A Chief Engineer C6m 1: Pa ny Alpine .an.. Erfgineering.QOpaf merit Odandoi FL 6750 F6rUm; DdV6.- SO it6.'-306',;Orlan'd6,. FL $282.1 - (00G)521 -9790 - (863) 422- - 8685 WW.W piopitwx . _. !A:. .. . Pm i, ALPINE MITWCOIAPMY April 261,2019- Mr. Bob Michaelis Carpenter Contmidtors of Athericia, Inc. 3900 Avenue 0i Northwest Wintet Htiv6n, FL 33866-620 1: Dear. Bob,. .R6'- Stro*nObabk bddgihg. 6hfbd.truste$. I understand -there is some. concern over our recommendations f6r.*strdhgback- bridging on. roof trusses: 5frongback bridging r N�Sj-�TR! 2.014.nor is�it, are uirementof the ging for roof t usses is not. a requireMent 9.fA. q Building Component ;Safety, Information - .(BC.51, But, str.oripback. bridging- 66 roof trusses is reronwdeo - by C6rppM& OLAm'Or q: :5tr6n"gb6dk b(idgihg.,se'rv'e*s*'.thp-..follpwiqg Iwo, functions: One, Orip, bridging aligns the bottom chords after they are- set so.. they .are uniform along the ceiling I in 6 and h6lps.'with'ceiling serviceability T-woi bridging reduces tdativ6 Mlectibn of. adjabehttfussdis:, Strongback bridgAng.doe'sw ftot-prbVent or r6duc6oveftfll indiVidual deflection, especially -any roof trusses. than1(4!inch:..... -. . ........... ..... ... . . .. . . .. .... .... ...... --------- . .... ..... ..... .. . ......... .. ....... ............. .. ........ .. .. . Sir bridging p trusses serve s t permanent bracing land is not rong0a* Odd in i roof. does not se .a emobrairy.6e 06�.'Im'An intended to .distribute. or share design loads: between Trusses. Consequently, node ido loads 'have: .been accounted for With this. detail and doritimiUbUs- s'tro­h'gback'.bn'idgihd 'thdUld not :be :attached b6tweien common and : :girder trusses-. The. use :of strongback bridging shall not. Interfere with other- design gi. considerations as specified fidd:by(116 EngihebJ­*0.f Record or the Build . ing: Des! . gn,6r. The outer ends oi'the 8iroogoapkb(idgin shall be att9ched.-Io a wall or another secure end. -rest nt--Or .9 rai as specified:.by the Engineer e r' of Record 6r.thd Bu'ildinq.D6sjjd&r. .. Sfr6fidbdck- bridging shall. be a. minimum :of 2X6 horbihat iumbdr. oriented with the depth vertical:. Attach With (3..) 1'6d -.common nails 'Mj6Z!x3,.,.5" at each intersecting I rhemb& . '. -When extending the- :strongbatk bridging overlap by -at. a.minimpm -of two t . rusges. The JocaPon: of fhe.- strongbaick, - bridging maybe: specified :byAhe-*Truss Manufacturer,. Engineer of * R6dord, or Building Designer: -Please referto- BCSl "StrangbaCking PTpviI ions" or toA.. in': 8TRMOR.1.014 deWl for more. information. The. grqphidshower (FidUm,1) isfbrgenerid AustrdtivepUrpose only. 6750 F.6ru.m Drive:8 . uite 305, Qr%ndo, FL 328211- (800).521-0790.'- (863). 422-8685 ALPINE. I N v -u..- Lf L_ k- n L L_ k.114 . I :. '.) ) Figurej, If I. -can bb of any fUdhbt assistance' or'ifyou have: any quesfions, ple.ase;'give..me a Call. Willi6tm.-H—Knek- O.E. W Phief'Ep ' .. pLff Alpirle an ITW:cp..Mpany Engineering "Deoairtmient -OiI6n.do-.FL. V8 2.1. 6750 . Forum Drive Sulte.395, Grl6n.d6,. FL 32821' - (800). 521-9.790 - (893)422=8685' AN rTW(X)?AN jW3.RW*nU&8 SUIQ 200 ..19WW Wghts. Mo 63043 STRONGBACK :BRIDGING BUTT S7RONGBACK BRIDGING TOGETHER SCAB WITHJ0d;BDVGUN 41 0' Zi 1 6. NA.X.S.*]W.g ROWSAT D.C. SCAB NDT'Ei :IN LIEU OF: SPLICING AS* SHOWN, LAP`VRDHGBACK`9RIDGING MEMBERS F13k:AT'LEAST UNE TRUSV;,SPACING S.T.-RONGBACK BRIDGING. SPLICE DETAIL i-b's ATIVL.S W lob RECOMMENDATIONS :0-All scabron blocks ks shall, be: -cx. minimum-i&4 .. 1.stress. grqqecl .lumber;' P-All -strqn.gback bridging and bracingshb:tt be::a minimum 2X6 'stress:,- 'g!.74-61e.'O lum ioi- The put -pose of strongback :16rid6ft to i6a:c( sharing kid, trusses,: develop 6 etween'. IncIv. Lta, �t r?suttlr)o II '4n :bv6r4tl .1h&&6.sg- In, -the s -ti system, -�Pness�.:of- -the. floor s.yst -2x6 strongback brldglng; Po's(-tIoh0d- As. -.shib.ylh In details, 'IS recommended at 10' Kmax.) I . 1—Th& t,orms. 'b.ir.619109" 'and :110-racing' :are sometimes mistakenly' use&-Interchangeabty..."Broitjrjg`Is. -'ar.1 fmpqrtontl structural reqUlrehen-t of .any floor or roof' -system, Refer to -the: Truss. Desigh 1Jrq;*Inq (TDD) f or, -the.,brQc1nb rLequVdiments 'for each InidIVIdUOLL truss component, 'BrIbIgIng... particUtarly* 'strongbpq*W;.b.rIdIg!t?q.' rec6mmehdotJoh for 'a' truss system -t.o. help c*ont,-r.'o't.,vlbr-o,L-tlor'.)'., In: addition; tb­aId1rg..;In the: clistrlb.Utlon of point' loads beUieeei adjacent 'truss, reduce -strongba'tok loridging. serves-t � NG., aTs la pd�o 14 D*iW r- *W bounce. Or rest,dual vlbr.qti.bh. resulting, from q - moving point. I-oacisi:such as. foQ-tst:eps1 The. Performance of all floor systems are enhanced 'by. the. Irit ' ;taltatibh of -str6n­'@6CJ!tk br1olgin and -there'Forel strongly . b si recommended by Alpine, For adclliion6.1. jnfdf1m0:t[6h regarding strongback bk-lclolng, refL i., t.`0 . .B . CST Guilding Component SaOety, Information). No, 708.61, '21 ETA F LL PSF ;DL ?SF PSF c L `rXD, PSF ti FAC,, 1.00, 1 11 m hl: -.5MPR'X.f4P- •"DED SHORING REN -7-C.-amm.-E D ."TAIL .. ...... .......... -OF C.QNS", Put A IF m:i0itl M*X�E TAI 'WP-l'df,lT.Nf3i- RE TRW T U -THA5 R"0001 dVIR- "-'g BE PLACE .4009 Mcs. R�orl QONCINT, RA L*O'A*O*.,Q'.'VE'-TO';*U'PPt;-.- A 0E` R."'Cffiq N iq:' .-MAXIMP etnmF T-PSA fg, OVIT9 it IL:V•AST 2-TRUSS: S..-' At- lk, �o AND: SZE -APPROPRTA �R NUB, im . -PLATEX -OTHER DATA Ndt"SH-0-M Bull-dinL,b, Wtteiawm� c - - N0, RA: ERIAL ANQ LAElqp,: -TID. IMOVS. TIM's W WPU5 TO - 0-� -py;Nip 6 :945"roij.'. Ai -it k. - �J' AMER 6 WA 'I 4 N is A-0 'SCALE' E., :UAW tit Af ibroh .- Re- dllli t a A Cracked o.r Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valid only for single ply trusses with 2x4 or 2x6 broken members, No More than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this de -tall. (B) o: Damaged area, 12' max length of damaged section (L) = Minimum nailing distance on each side of damaged area (B) (S) = Two 2x4 or, two 2x6 side members, snore size, grade, and f species as damaged member. Applyy one scab per face, Minimum side member length(s) = (2)(L) + (B) Scab member length (S) must be within the broken panel, 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 No gger,"Led, Nail using 10d box or gun nails (0.1281x3', min) Into each side member; The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 01 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie-in loads. S. L L 41 OC --iTyplcal + 0 + o + o + 0 o + o + o + o + Stagger Back Face loci Box (0.128'bb x 3', min) Nallsi o = Front Face 2x6 Member - Trlplee Row Stagoerei Nail Spacing Detail "VARNINGI■n READ AND nXt.9V ALL NOTES ON T. ■wW ORTANTwW FUPASH THIS DRAVM TO ALL CDATRACTCH 11 Trusts requi^r cNtrrne care In fabrlcatlna hwAkv, sNpgk? nc4 /ollENt■opeorCtnoro'Avl wroiZpIoripirfnlnphose fucti�tWers AMU Pr noted othe»let, top chord shall have Properly attached strt �. shall !have a properly at a0hral W ael��,,pp,, Locations shorn for per ALSP chap have bracing Installed per SCSI seckfas 33. S7 or ]1D, as vppuc oftruss and position os shorn above and on the Joint Drtait, wles Re►er to drorinps 16OA-Z for standard platy positions, Alp!», a dNlalen of ITV luldln conPanrnts Orouupp Inc. AWL not be AN 1TW ODMPANY this droning, any fallurr to blilel'the buss In Conlorn=rt With ANSI, hstallatlon 6• adng of trusses. A seal'm this drovYp or Cover pope geeing ihls almolro. lndcaies Ie,glaes rrgwnslWky soWY fee lino s.slpn sywrti The adtabllty 193eeLakehonloAw ter Cny s>rmturs Is iM rraPone>pAkY of iix DJWtg Dssfpntr per Each cfly. Ma DD0v5 ►or Wort Infarnaikn see this Job's general notes ppapCr ALPINE] rrt.al neltw,eanf TPI, vre.tplrrt,orgl SDCk rww,sbelndus Mernber-i Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force . Member'. Size L SPF-C HF DF-L SYP Web Onty ' 2x4 12, 620# 635# 730# B004 Web Only 2x4 18' 975# 1055# 1295# 14150 Web or Chord 2x4 24 975# 1055# 1495# 1745# Web or Cilord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 361 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web or Chord 2x6 439541 4500# 5225# 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# Nlnlnun L Dlctnner 8 HlNnun 8 pp L Dlctaflee Y,nY, O THE INSTALLERS, nd bradno. Refer to and TPI and Step for safety oororyy �brselap per 70SL sheatiWnp and button efbord lateral restraint or re s hPdY Plates to each face ' dd ,.oiMrvlse. or faforanY gde pie Fran once of professlonel ' or of tWa drarinp i 1 Seca. we web rites! SPACING 2�C,� u ICG Wrrkcsafd.orD REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 t J BOARD axi) Purnns .1i;OiAl "d ' ;tleapAM4 .jetwAir 7WID. .twf.,4 of Md nikij_uOwArds ItIlduptybI160thtft 191WPurlin with a mint Aum-cfa-ad YAM rOffio Wing;applies tO'V&IIOYS WM.1110: less -maximum MoAq'tq,'bf holght; ;,.feet PX4.4t ICFJNa. G. TRWS- JII I(f l TRUSE LIN DER VALLEY FRAMING V 'ALLEEY RA -OR R(DOE , H qrJpPleb,.4'-V`Idr-30 PSf J:rL)'ajid 26 pof (T.DJ Max. SPRi�Wlfiwcrlp e wStamn j f"Odwtiloysbr-Sloopers, 6&d4cihaterlpo(efoe3tlogs are staggeree]'behvee„n rows,_ or -VAk LEI. -v fILA' R A'A"%M*Aon+1 by-,Qihcm) ace f1d&'61"rafter, trqfnplls are ripploo.181 between. Aadral widWo is,.*160LLSari, at&. ills d.e,*dlred.tly 3. cilpolo.,to,;Ao thing 4. Mftd?It6r.jwo.2x6 sleepers. 416dtoe� 4'1:6d td& td&.' .6. .:Fa4ige:bohrckti3 roof bltjck 4 16d toe - 'RE' .7. 4 3.6d. tkt- .10. Truss,td;0100i. ..xi. 'Tron'to 40 416.0.M7 AREUSED) r,6lltkrbi2aM 4 16c[Iot- COMMbff NAILS 4 fo" 10, 1- V, loki Ise Wa ' ad :3b 40 54 1?,t, r fiA q!dW*oIrrI=, rr= WAVM M U 4-TALLM -:bb kr TC DL lt ZO 7 DATE 10191M • wtcUcei PMw. -;d P.4, .4 .4 ihawtwii �Ac J�L .0 0 0 DRWG VACNV-1801.0:15 4.51*mil4w abd'ia.� UP ;(wo �Wftil6d.. *.b, 11 ' .6h1t, hat , , =, . a 4 0: j. ��jk 'at; r . . �. rem.! 1 -8TATE. OF Wrgwi P, .' "0114� 't- f 6 .0W Ir wxi—d FAAtc POS rg =,. a .0 0 0 F. Tor Syr I—P.—• &W,-z �r,*, d 0F50 47 Fj I LQ4 % bC SVM.17,�Lfq e_.' '&f &LU "o 1b,'" 4,01, .4 Z � V-2=. . f211Iy0 Irw, .. .. =� o4M ABOVE .76 U) O U O C C O U L (D .O ..1 O CL E O U Simp. ... I • . Face -Mount Hangers - I -Joists, Glulam and SCL �" 4 _.... .........................................._............... ..... _........._....__........_._......_......... ..................... ,1 These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 91 &I IUS2.56/16 21/2 x 16 MIU2.56/16 U314 HU316 / HUC316 "(100} (115) (125) (100), (115) "( (125} • - 25/a 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,305 1,425 1,555 i 1,555 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 1,555 ' 555 1,555 • - 29/16 157/e 21/2 - (24) 0.162 x 31/z (2) 0.148 x 11/2 230 3,455 3,920 4,045 2,970 3,370 1.3,480 • ✓ 29/16 101h 2 - (16) 0.162 x 31/z" (6) 0.148 x 1 Yz" 1 970 1,945 2,205 2,375 1,675 1,895 2,045 • ✓ 29A6 141/a 21h - (20) 0.162 x 31/2 (8) 0.148 x 11h 11,515 2,975 3,360 i 3,610 2,565 2,895 3,110 IBC, FL, -2gfia; 171a'L 2?%z' - ''(2&) 0162 x 31/z` (2)' 0.148 x 1'/z ` . 230.`3;745 4,045 4,045'1 3,220 3 480 ; 3,480' LA 2112. x 20 MIU2.56/20 • - 29/,a 1 197/a 21/2 -1 (28) 0.162 x 31/z (2) 0.148 x 1 Yz 1 230 14,030 14,06014,060 13,46513,495 13,495 2Yz x 22 , to'26 ° 'MIU2 56/20 + . ✓ "2iia 397/,a' 2Yz °- {28) 4162 x 3Yz (2) 01;48 x 1 Yz 230 4 Q30 4,060 4 06D' 3 465 3 495" 3,495 E 29/,a x 91/4 29/16" wide joists use the same hangers as 21/z" wide joists and have the same bads. to 26 -' r1UL1U-L /FnUI�L IU-4 v -J Y8 O'71ar: LY2_IViGX: (r0)U.IOL XJY2.: I.V)..U.IYO XJ ":,1 «AS 'L'OOV; O:OGV,I O,LJVs G,JVJ [„OV:J-(,L,OVV IBC, MIU3.12/11. - 31/a 111/a 21/2 - (20) 0.162 x 31/2 (2) 0.148 x 11/2 3,135 3,135 2,475 2,695 2,695 FL, 3 x 117/s HU212°2'[HUC24k-2_ _'.._ " *- ✓"' 31/s 109/6 21/z Max: -(22) 0162 x3'!z '"-(1Q) 0.148 x 3 3,275 3,695 3;970 2;3 LA `HU3.25/12-JHUC3.25112 • " 3?74 ' 11'/a: 21h = „ (24) 0762 x31h,' (12) 0;1,48 x3 d_23O2,880 3,570; 4,030 4,335 3675"� 3,470"3,735 HU3:25J16 / HUC325f.6 13iYi6 21h Min ,(20) 0y$2 x 31h . • (8j 0.148 x 3 2,975° 3,3601 3 610 2,560 2,8903'/4 Max. (26)0:�62x31h'-- : (12)"0148X3 3,870 4,365'14695 3;330 3,755?4,040. 3'la glulam ~HUCQ210-2 SDS, ,, _ ! 3?/4, 9. (, 3 _ - (12)?/a"',x 21/z"SDS (6),1/4" x 21h," SDS 2 a/-y 4,-,Ja 4,31a; � �1� .i j>(i0 ,3 ?1#� ,3,7'0 FL IGUS3.25110 •° 311a�'� �9% 4 =" "(46)Q�62x31/a "(16)0.162X':31/2 4095; 9100 9,10.01_,9,109 7,$2b, 7,825 7,825_. IBC, =HGUS3,25112 "" 3✓a: 105la 4 ' - " (56)✓0162 x 3'h , " (20) 0.162'x 31h' S 040 9,400 9,400' 9,460 `$ 085j 8,085 8,085 FL LGU3i25 SDS • ' = ' 31/ , "8°to 30 4Yz '- (16)1/i' x 21/sf"SD5 (12)'h''x 21/i' SDS`, 5;555" 6;Z20 I:,'',iii; 7,3i 4,840 -5,2('ss ( 5,265' HHUS46 - 3% 51/8 3 - (14) 0.162 x 31/2 (6) 0.162 x 3Yz 1,320 2,785 3,155 13,405 2,395 2,715 2,930 31/2 x 4 HGUS46 - 35/8 0a 4 - (20) 0.162 x 31h (8) 0.162 x 31/z 2,155 4,360 4,885 15,230 3,750 4,200 4,500 HUS48 " ' •`'• - 3+a &'�5as _ 26- `{6)'Of162 x-3'l. - . (6) O.t62 x"3Yz'. 1,3. 1,595 1,815;11,960 1,365 1,555 1,680 IUS3.56/9.5 - 35/s 91/2 1 2 1 - (10) 0.148 x 3 - 70 11,185 11,345! 1,455 1,020 11,160 1,250 MIU3.56/9 • - 39/,a 81$4e 21/2 - (16) 0.162 x 31/2 (2) 0.148 x 11/z 210 2,305 2,615 j 2,820 1,980 2,245 2,425 U410 • • ✓ 3a/% 8z/a 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 - 39/,a 81M. 2 - (8) 0.162 x 31/2 (8) 0.162 x 31h 2,990 2,125 2,42012,615 1,820 2,070 i 2,240 HHUS410 • • - 35/8 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,565 5,635 6,380 6,445 4,845 5,486 5,545 3Yz x 9Yz HU410/HUC410 ✓ 3a/,a 85/a 21/2 - (36) 0.162 x 31/2 1 (12) 0.162 x 31/z 3,235 7,460 7,460 j 7,460 6,415 6,415 6,415 HUC0410-SDS • • - 39/ia 9 3 - (12) 114" x 21/2" SDS (6)1/4" x 21/2" SDS 2,265 4,500 4,500 4,500 3,240 3,240 3,240 HGUS410 • • - 35/a 91A6 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 7,825 IBC, LGU3.63-SDS - 35/a 8 to 30 41/z - (16)1/4" x 21/z" SDS (12)114" x 21/2" SDS 5,555 6,720 6,72016,720 4,840 14,840 4,840 LA MGU3.63-SDS - 3% 91/4 to 30 41/z - (24)1/4" x 21/2" SDS (16)114" x 21/2" SDS 7,260 9,450 9,4501 6,805 16,805 6,805 < MGU3.63=S1 H6U3.63-S[ 46 See footnotes on p.150. Simpson Strong -Tie® Wood Construction Connectors SIMPSON Adjustable Truss Hangers rC'`��EBt 0 This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a cornbination'of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table. Finish: Galvanized. Some products available in ZMAX® coating. L_ See Corrosion Information, pp. 13-15. 0 v Installation: •. Use all specified fasteners:, see General Notes. C C The following installation methods may be used: U y Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. 1= Install top and face nails according to the table. Top nails shall "O not be within 1/4" from the edge of the top -flange members. For - the THA29, nails used for joistz attachrnent must be driven at an a angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into .the joist. • Face -Mount (Min:) Installation — Install face nails according to the table, with at least half, of the required fasteners in the top half of the header..Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist: The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the.header. • Face -Mount (Max:) Installation — Install face nails according to the table. Not all. nail holes in the straps will be filled except for the following models: THA29; THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3%" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart Double - Shear Nailing Top View Double -Shear Nailing Side View; Do not bend tab 13/4 for THAG422 for 422-2 426-2 THAC422 Face nails Top nails per table per table 13/i typical 21h' for THA422-2 and THA426-2 THA418 Double4x2— Use full table value Single 4x2—� See nailer tablet`' Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of headE Dome Double -Shear N..,, ; Nailing Side View (Available on M some models) 2 face nails (total) 4 top nails (total) Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation lypl ,ai -- Top Flange Installation er to tnote 5 p.187 86 Simpson Strong -Tie® Wood Construction Connectors THA/THAC Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. W, 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 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-fange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear naiing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 18 Simpson Strong -Ties Wood Construction Connectors Face -Mount Joist Hangers 2G��1�ERF� 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. v>b 4 .... ........... .........................._.._.......................................................... The dOLlble-shear hanger series, ranging from tl ie light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innavattve double -shear nailing that distributes the toad through hAjo points on each ioist 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 ZMAXO coating. See Corrosion Information, pp.•13-15. Installation: • Use all specified. fasteners;. see General Notes. • Nails most be driven at an angle through the joist or truss into the headerto achieve the table loads. ---` .'��No�-designed'for welded or nailer applications.- - - Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart U Z Z Z . d O w Z a m Z 0 m N Q W N 'U U 9 Double -Shear Nailing Top Vew '. > Double -Shear Nailing Side View i Do not bend tab Dome Double -Shear Nailing Side View (Available on s , Ay-✓ some models) . 1' for 2x's 11A6" for 4Xs o m•? a z m; t H 4 LUS28 HHUS210-2 W A— LTA MUS28 HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong -Ties' Wood Construction Connectors Face -Mount Joist Hangers (cont.)--- SS. SS Single 2x Sizes MUS26 41tie 18 1 9A6 53/ie 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45/ie 16 i 15/s 53/e 3 (14) 0.162 x 3'/z (6) 0.162 x 31/z MUS28 I 65Ae 18 i 19/ie 613ie. 1 2 (8) 0.148 x 3 (8)01, x 3 HUS28 6'/z 16 15/a 7 3 (22) 0.162 x 3Yz (8) 0.162 x 3'h HGUS28 69/ie 12 15/a 71/e 5 (36) 0.162 x 3'/z (12) 0.162 x 31/2 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 t with Strong -Driven SD Connector screws. See pp. 335-337 for more information. LUS26 1,165 865 1 990 1 1,070 1,355 1 1,165 935 1 1,070 1,150 1 1,475 865 635 1 725 785 1,000 IBC, FL, M0926 93 "- "' 1,295 _< _ 1480` _ 1;560 1064,;' .. 9�0 , =1,405 ' 1;560 4, 0 '1560 51 .' '' 955' 1,,090"; LA HUS26 1,320 2,735 3,095 3,235 3,235 1,320 2,960 3,280 3,280 3,280 1,150 2,350 2,660 21780 2,780 1`16US2s 8% ; 4850': }" 5,110 5 390 .':` t5t _ 7,4,690 5,220 ; -5,390 5;390 7ES0, . �'3,225 . 3,610. .; 3,876-. ,3,985 ' IBC, FL LUS28 1,165 1,100 1260 1,350 1725 1165 1,195 1,360 1465 1,730 865 810 925 1,000 1,270 MUS28``r 1;32fi 173Q ,�1,975='_ 2,125 ', -22t,5, r 132 ,'° t875a 'r2,135.' 21.255' °22,6 ,,1,75L' ,- 1,270 '.1,455 p1,57,5 ,1, IBC, LA HUS28 1,76D 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 °H6US28, , 1,Ei50 1,275r_ '"7,275;," ; 7,275 7275 ` 1 653 7,275 7,275 7,N5 7275„ 1; z 3;6r'-D 3,820 " 3,915 , 4,250 IBC,`FL LUS210 1,165 1,335 1,530 1,640 2,690 1,165 1,450 1,655 1,775 21270 8651 985 1,215 IBC,FL. HUS21Q , ,?;ia3 , 5,450 r8 _ ?,r5:; 5,a95 5,7d0 , , 2,22Q 92,3-1J2,455 .1,120 2,53 LA HGUS210 2,090 9:100 9,100 9, 00 9,100 2,090 9,100 91"0 IBC; FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195_ HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table 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 opmIly angle Top View HHUS Hanger Skewed Right (joist must be bevel cut) All joist nails installed on the outside angle (non -acute side). *94 Simpson Strong-Tie9 Wood Construction Connectors LUS/MUS/HUS/HHUS/HGUS f i � .......... _................................................ _....................................._................._.._........__.._..-_._......................_.................._._........._..._.......___..........._......................_......................._...........__._........................................................................................................................._.._.._. ? These productsareavailable with For stainless Many of these products are approved for installation - - - - - - additional corrosion protection. ED steel fasteners, Q with Strong -Drive° SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. SS r k;J' I Double 2x Sizes HHUS26-2 1 4-516 14 3-A6 5-A 3 1 (14) 0.162 x 31h (6) 0.162 x 31/2 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 4s/e 12 35AG I 57/,e 4 (20) 0.162 x 31/2 (8) 0.162 x 3'h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 L11S28 2 4sha.. ;=18 , ; 3i/a�: 7 2 (6):0.162 x 3"Iz (4) Oil 62,X 3'/2 ' rt, 1s315 = 1,490: �1;610 �'I; 2,03,0 910, ;1,130 1,280 1;385 ,1,745,; IBC, FL, !nn\AIan .; o1/ '`iON nic7 717_, i"'^flop Ala C.'A 4TA C<1CR n4l1 TCTC '�a7n A14C AAQf. "n 1AC. LA HGUS282 ,Gz 6ati's ;!„12 A6, M6 4' (36)0:962x31z (12) 0.162 3, 35 7,460 .7,460, 7460 .7,460 $780 �6,415 ,6,415 6,415" '6,415 LUS210-2 06 18 31/s 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 2,830 11,245 1,575 1,785 1,930 2,435 HHUS210-2 83/e 14 35/i6 87/8 3 (30) 0.162 x 31/z (10) 0.162 x 31/2 3,55.0 5,705 6,435 61485 6:4855 3,335 4,905 5,340 5,060 5,190 HGUS210-2 89A76 12 35/ie PA. 4 (46) 0.162 x 31/z (16) 0.162 x 31h 4,095 9,100 9,100 9,100 1 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes HGUS26 3 '_ 4*6' ' 12 4's/i 51h " 4 . (20) 0;762"x"31/z' ' (8) 0.1 62 x 31h ',2,155 4.340 4,850 5170' 5,K511,855, 3,730 4,170 4,445 4,79_ - IBC, FL, HGUS28=3 , 613A., -12 ' "A'6 71/e`. 4 (36)0:162x3Yi (12)0.162k31h 3,235 7460'! 7,460" 7460 :7,460 2780 $,415 6,415. 6,415 6,415 LA HHUS210-3 83/6 14 417/16 87/6 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 HGUS210-3 81/ie 12 415Ae 91/4 4 (46) 0.162 x 31/z (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212-3' 1_`105ii" r2' :4"t5ffg 10?la..¢ '(56) 0162 x31h. -(20) D:162 x 31h `',U d, r4 040 il 9,0 ±f14J_'t fiS0 - i,3&7a LA HGUS2143'- 125/s_ 12 415A,c,123/a 4 (66)0.162x3!h,,(22)0162x31h" 5,695 16,Ui1 ,' 10,12510.125 4,900, 8,190 8,190 1. 8,190'8,190 Quadruple 2x Sizes HGUS26=4 '' 5'h; `;12 '61fc� �53s Q (20)0.162x3112. ',8)0.162Y31/z 2,155 '.4;340',4,850 5;170 5;575 1,855 '3,730 4,170 4,445 4,795 IBC, FL, HGUS28-4 71/4 12 69AG 73/ie 4 (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 1 7,460 17,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 8% 14 61A6 87/6 1 3 (30) 0.162 x 31h (10) 0.162 x 31/2 3,405 5,630 6,375 1 6,485 6,485 2,930 1 4,840 5,485 5,575 5,575 FL IBC, FL, LA 4x Sizes �� -LtJS46 _ 4:W J 18 J, 39A 04 ,'2 °(4j 0.162 x 31z =�4) 0:162'X 31h € 8U 1030 1170 1285 '1;5> �a 10.1 885,.) "1' j,05 1-1;09b I T.,370' 1 IBC, FL l f urt ICAO <.-1 A] 17L: A. _aq- b4L- I`/ovn IGn-o1/- I nICC A bAT-'I A 461 .C•.17t1 .G.G7r I 14CG'l '�7'?n 1,AT7n I A A'AC I A 76r 451i6 : 14 35/a 5 i4- 3(14},O.162 x31h � (6),,0.162 X314' 2,880' 3,190" 3415 A,250 1135 2,435 2, 45 2,935 3,655 43/a 18 31A6 63/4 2 (6) 0.162 x 31h (4) 0.162 x 31h 1,060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, F 61/6 14 31A6 7 2 (6) 0.162 x 31/2 (6) 0.162 x 31/2 1,320 1,580 1,790 1,930 2,415 1;135 1,360 1,540 1,660 2,075 LA 61/2 14 3% 7Ye 3 (22) 0.162 x 31/2 (8) 0.162 x 31h 1,760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 6346 12 3% 71/,6 4 (36) 0.162 x 31/2 (12) 0.162 x-31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 HGUS412 110 6 1 12 13SA1107161 4 (56) 0.162 x 31/z (20) 0.162 x 31/z 5,695 9,045 9,045 9,045 9,045 4.n00 7;78U 7,780 7 780 7,780 HGUS414 1 11346 12 3% Mi6 4 (66) 0.162 x 31/z (22) 0.162 x 31/z 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes IBC, FL, LA 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 less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong-Tiee Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/2" nails in the header and 0.162' x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11/2" nails in the header and 0.148' x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 Simpson Strong -Ties" Wood Construction Connectors SIMPSON V) Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to'/z" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is Ma" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge w Finish: Galvanized L 0 Installation: O Use all specified fasteners; see General Notes 0 Can be installed filling round holes only, or filling round and triangle holes for maximum values rn See alternate installation for applications 3 using the HTU26 on a 2x4 carrying member or H HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity 0. HTU may be skewed 'up to 67'/29. See Hanger Options on pp. 98-99 for allowable loads. See.engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table Many of these products are approved for installation with Strong-DriveP SD Connector screws. See.pp. 335-337 for more information. 13i HTU26 HTU Installation for Standard Allowable Loads (for'/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes HTU28 (Min.) 37/a 1-/a 71fi6 3'/z (26) 0.162 x 3'/z (14) 0.148 x 1'/z 1 1,235 13,820 13,895 HTU28 (Max.) 7'/4 15/a 7'tia 31h (26) 0.162 x 3'/2 (26) 0.148 x 1'/z 1 2,020 13,820 1 4,315 Double 2x Sizes HTU28-2 (Min.) 37/a 35/a 1 71f 6 3Yz (26) 0.162 x 3'/z (14) 0.148 x 3 11,530 HTU28-2 (Max.) 7'/4 35/ia I 71ti6 31h (26) 0.162 x 3'/2 (26) 0.148 x 3 13,485 Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) IrJJ7•`, L,DJV,;. `lQi7 cT:cAPin J�`#JV..' IBC, 1,060 2,865 2,920 2,920 2,920 FL, 1,735 3,285 3,710 4,005 4.675 LA 4,310 4,310 1,315 12,865 3,235 3,235 1 3,235 I13C, FL, 4,655 5,825 2,995 13,285 3 710.. ='4,OJ5 , : 5'r'iuI 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 'A" and'h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 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 Simpson Strong -Tie® Wood Construction Connectors Face -Mount Truss Hanger (cont.) , f Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation lable for 2x4 and 2xb Larrvinq Member HTU26 (Min.) 37/a 1 (2) 2x4 (1 D) 0.162 x 3% (14) 0.148 x 1 % 925 1 1,470 1 1,660 1 1,7910 1,875 795 1 1,265 1,430 1,540 1,615 HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 3lh (20) 0.148 x 11/2 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC HTU28. Max. ' -. Y:% r 2 2x6; (20) 0.162 x 31/z 26) Q.1g8 x.i 1/z 1,970` .2 940 U, 20 3,58£1 3 905 1695 , 2,530 1�55 3;U8(J' 3 3¢0 - FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 112". 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) Ulmenslons (ins fasteners (ln } DF/SP Allowable Loads SPF/HF Allowable L'oetls el Heel - Ci Car m"Carved Uplift Floor Snow Roof Wipd Upift Floor Snow Roof Vilind R Height W H B rY 9 Member Member (160} (100) (115) (125) (160)" (160) (100) "(115) ; (125� (160) Single 2x Sizes 3Yz ' 15/a'.'.<57/a i 31h (20)0.162x31h' (11)0.148k;t;'/z 6 0' .2i9 2,u 5 2.325 2395 1 545 510, j,f%5 A 1,5.+s E,5i0' HTU28 (Min.) 37/a 15/a 711A6 31/z (26) 0.162 x 31h (14) 0.148 x 1'/z 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 71/4 15/a 71/1a 31/2 (26) 0.162 x 31/z (26) 0.148 x 1112 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 LA HTU21l (Min:) , � %Mci: 31 `(32) 0(10148 x 11: 3 3,6003'600;07. ,700 700•: 2;700 700?/a HTU21Q (Max.)-, , ` 91%a J S/a ; 91fe 3?/z "(32) 0162 x.31Jz (32) 0148 x 11h. ; 3 255 , 4,705 �; 5,020 5,020 " 5,020' 2,800 ,530' 3,765 3,765" ,3,765 Double 2x Sizes HTU262(Min.);": 3'/a 3 a r57/1a 31/z; (20)0.162x31h (1.4)'0148x3 1,515, 2,940 -3; %E,.-3,500, 3,500: 1,305" 2,205 2,205 2;205 2,205" HTU26-2 (M2X:)`` , 51h` 3 a 5Ja' 31h (20} 0.162 x3'h ;(20)-014$ x 3 ` 1 910 : , 2;940 3. u, 3,500 3,500 :1,645 2,205 2,2651 .2,205 .2,205 .. HTU28-2 (Min.) 37/a 35/16 7 A6 31/z (26) 0.162 x 31/2 (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, FL, HTU28-2 (Max.) 71/4 TV% 17% 31/z (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 4' 40 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/e° and V, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z° nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Ties Wood Construction Connectors 0 z } z a 0 0 w c� z 0 cc 0 a co 0 m N 0 m 0 N U 0 Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete, and l/4" x 23/4` Titen 2 sere,ws (Model i fN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lurnber or aA,/P sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete 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 3/6'-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3/i6" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/1e" 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 shown in Figure 1 for full uplift load. • Llfhere no uplift load is repaired, a minimum end distance of 1 ?/2` is permitted. .Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 Mal ►AEC Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall G 23 H"U/HUC/HSUR/L Medium -Duty Face -Mount Hangers- (cont.) These products are available with additional corrosion protection. For more information, see p.15. rModel, No. Fasteners Cin.) SAllowatileloads GFCMU (DF/SP) Concrete Standard Concealed GFCMU Then®2 Concrete Titen".2 Joist Uplift:,', (160)" Down_ (100/125) Uplift (160) 'Down (100/125) HU26 HU26X (4)1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 HU28X ` (6) 1/4x 23/4 " (6) �!4 z-13/4 (4} 0.14$ x 11/2 545 ` `.1,50i} 60 2 40Q '' HU24-2 HUC24-2 (4)1/4 x 23/4 (4) 1A x 13/a (2) 0.148 x 3 380 1,000 380 1 1,545 HU26 2 (Mm) HUC26 2 �� (8)1/4"X 23/a ($).1/a X 13/4 ' ,� (4) 0.14$ x 3° `76D 2 000 �, 76,0 : 3,200'- HU26 2 (Max) �' HUC26 2 "(12)11a x 23/a ' f {12)1/4°x 1a/a (6) Q.ia8 z'3 1,135 " 3,000 'r `" 1,135 2 950: HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8) IA x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)114 x 23/4 (12)114 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 H1.128-2 (Min.) ; HUC28=2 (Mm) (10) 1/4 x 23/a "(10)114 x;13/4 " " (4) 0.148-x-3 _� - 76Q 21500 760 " 3,725 .'. HU28 2 (Max.} ," HUC28;2 (Max) (14)114 x 23/a (j4) Ya x'13/a {6j 0.148 x3 1135 " 3;500 , 1,135 z4 920= HU210 HU21 OX (8) 1/4 x 23/4 (8)1/a x 13/4 (4) 0.148 x 11h 545 2,000 760 2,415 HU210 2 (Min) _- HUC210=2 (h9in.}. ' {14j l x 23/a " " (14)1/q x 13/a6) 0:148 X 3 „° ; 1735 : „ 3,50D 1,135 4 920 HU210-2 (Max.), HOC210 2 (Max) , (18)yb x 23/4 ," {18)1/4 X 13/a (10) 0148 x 3 1800 . 4 50D`j 1,800 --5 085 HU210-3 (Min.) HUC210-3 (Min.) (14)114 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/a (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 HU212X' (10} �I4 x 23/4 ;',` (10)1/a X:`I 3/a " '. (6) 0148 X 11h 1 135 2 50D, `; 1,185 HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1A 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)114 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU2123 (Mm.) �" NUC212-3 I Pin.) ; (16)11a x 23%4 (16)1la X;13/a (6) 0.148.x7135 4;606 1,135 4,920. 1iU212-3 (Maxi; H[7C212 3 (Max.}. (22)1!a x 23/a a (22) Ala z131a {10).148 X 31$00" " "� 5 085;,' "; 11$00�5,fl8b" HU214 HU214X (12)114 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214-2,(Min) HUC214 2 (Mina_ (18}?/a x 2314 1 3 (18) /4x 1 /4 x ". (8) 0.148x'3' 1515 4,500' " ° 1,515 "-', 5"085 HU214=2 (Max.} .� HUC214 2 (Max.} , ; (24} ?%a x 2314 {2A) Ja�xl3l4 (12) 0148; 3 ' "' 2 413 5 v085 2;015 5 Q85 n? HU214-3 (Min.) HUG214-3 (Min.) (18)114 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) -(24)1/4 x 23/4 (24)114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216, HU216X - = {1$)?/ax23/a �; (18)'1/4"x13/a - ' ;(8)0148x.11h' ` 1515°• '2;820 1�515 �2,920 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)1/4 x 11/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216-3 (Min.),-, . HUC216=3 (Mini.) {20).'/4 x 23/a ° `' (20).?/4 x i 3/a "" 08 ,'91148 x+3 1,515 "" "- 4 920 1,515 - " 4,6 HU216i3 (Max) HUC216 3'(Max) ; q (26) 4/4 x 23/4 "e (26}1/4 xa 3/e "" 12) 0:14$,x 3 2;015 " 5,085, "� 2,015 y5;085_, HU7 (Min.) (Not available) (12)1/4 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU9 (Min)" (Not available) _ . �(18)'1✓4 x 23/, .-{18)'/dX 13/4 r"{6) 0:148 X (1h 1 135„ " 3,230'. y ,1,fi35 3 230 _ HU9 (Max) (Not available) ., -" ,, (24) ✓a x 23/a : . � � (24) y4 x �13/4 410),0,148 0 M ,1445 ;� 3 73�". 1,4.45 -3,735, - _ HU11 (Min.) (Not available) (22)1/4 x 23/4 (2 2) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)114 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 HC114 (Min.) {Nohavailabl " . (28)"'%a x 23 /4 1515 HU14,(MaX.j {Not -available) (36)114 x 23/4 „ „, (36)1/4 x`13l< " ' (14) 0148 x 11/2 2,615, ',245 - . 2 015 4 245. U }Z Z a 0 0 w 0 z 0 F z 0 a rn 0 0 m N U 0 38 STAGGER JOINTS - TYF'� 5/SKIRAISED HEEL ROOF TRUSSES S LAN UPLIFT/SHEAR ANG EACH TRUSS - SEE PLAN Fm 1�ea�i�am B/5KI f' NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARINGfA■ SCALE, NTS 5KI ROOF SHEATHING- SEE F SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN W N F' RIBBON BOARD - SEE SCHEDULE FOR SPACING a IBBON BOARD- SEE FASTENING TO LOU N CHEDULE FOR SPACING t TRUSSES 45TENING TO TRUSSES WALL SHEATHING -BEE PLAN — MIN.= 15/32' COX PLYWOOD OR r l/16' 055 WITH 8d GUN NAILS (0.131' X 2 1/2') 6 6' O.G. TO UPLIFT/SHEAR GYP. CEILING- -MASONRY WALL- RIBBON BOARDS ANCHOR EACH SEE PLAN 4 SEE PLAN TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD MASONRY WALL - INTO END GRAIN OF ROOF TRUSS BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING E3 • SCALE: NTS SKI RIBBON SGHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT vult=165 MPH (2)12d GUN (0.131' X 37 (vasXP. MPH) 2X4 5PF"2 24' TO EACH TRUSS, (4) E EXP. B, NAILS AT JOINTS ENCLOSED vult=180 MPH € (2) 12d GUN (0.131' X 31) (Vaed=139 MPH) 2*4 SPF02 16, TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED SHEET TITLE: .—DE—OR RM]EOHEELROOFIRU ES SHEET INFORMATION: ]dllld DMISSUM: 11-16 REVIEWED UY SK.1 j.dnuary 1,0',.2Y20' Carpenter C.anCractor of Arnerea, Inc:. 39 0 Avenue G; NW winter Haven; FL33880=620,1 Dqar.'M . att lfha(s come to my attentionI ."'that'some auesd'onswere raised concerning 5,/8,,' - '. diameterholes ,driled ihf u the: -chords ;'fWWide Faced of y s s4�Z gable end trusses zlbt ffire�ad*e'd fbds If th,ese.,gable,ends!a.reover continuous -support - w ' with 0014coAdly ldrifted about tl?e:centerhneof the. hide -- -- - face. nodpoe,lhan 4zo CwthMitdAmagingaty conn or ver e0q then u by bf J Ano ddadditionalnalrepair" piru8��OhVS t8i,","210etl A6 6�a' h foa.d,, If you have any qu'e-s-ti6n- s"..please give mleacdll.. Yt 6750.'Fbrum.bqypj 5pit3'05� Orlando, FL 3282I (OQQ) Rl -971 863 422L,8685 Ww.,w'aJpinpltW,.,corn IPr wg . �i�! a No.86367 a r 041 Ile I F r R� ..—a-.-- r ALPINE AN ITW COMPANY FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 Twz doOrmt tm bo" eloctonk* sOwd' ands d uft a t Sout". Pdr*sd t s wWxPA an origkW signdws mist bo d v t tfis w►itili W IstscraMc- wrs&rn. Alpine, an. ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www,alpineitw.corn Site tnform60orr: <Pa a 1: _ Customer. Car entef Contractors of America Job Number N334496 Job Description., 7A5/320 ,182EC,E ,RI01 i 18287CALIi4EBB ELEV:CIE Address: Jab "En ineer=in Criteria. Design Code: FBC 7th Ed. 2020 Res inteffiVfEW Version; 20.02.00A JRefA 1X31-89750071 Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso 37.00 Building Type: Closed This package contains general notes pages, 24 truss drawing(s) and 4 detail(s). 16in Drawyng Tiiartrbei Truss, 1 069.21.1302,22141 Al 3 069.21.1302.21811 A2 5 069.21.1302,22172 A4 7 069.21.1302.21233 A6 9 069.21.1302.22203 A8 1.1 069.21.1302.21312 A10 13 069.21.1302.21874 A14G 15 069.21.1302.21672 A13 17 069.21.1302.21390 A16 19 069.21.1302.21593 C1GE 21 069.21.1316,28811 CJ5 23 069.21,1302.22233 CJ1 25 1 A16015ENC160118 27 1 VAL180160118 ltetn drawr[ng NUmtaef " Truss 2 069.21.1302.22109 Al A 4 069.21.1302.21281 A3 6 069.21.1302.21327 A5 8 069.21.1302.21704 A7 10 069.21.1302.22061 A9 12 069.21,1302.21733 Al2 14 069.21.1302.22030 All 16 069.21.1302.22265 A15 18 069.21.1302.21358 81GE' 20 069.21.1302.2.1624• EJ7 22 069.21.1302.21468 CJ3 24 069.21,1302.21610 HJ7 26 GBLLETIN01'18 28 VALTN160118 Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 1:51:40 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to. exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent -lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed . information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified .lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/deft = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user. specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN:249564! COMN Ply: 1 FROM: RWM Qty: 11 Job Number: N334496 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E Truss Label: Al 12' 11 " 15 19,101, 2 6' 8" 1 6'10"8 6'10"1 6'101 5X5 E L1' � 10' r10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 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. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9'10" 29'8" Cust: R 8975 JRef:1X3L89750071 T10 DrwN o: 069.21.1302.22141 SSB / YK 03/10/2021 33'69 + 39'8" 6'10"8 6-17 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.222 K 999 360 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 VIEW Ver: 20.02.00A.1020.20 1�gjjIIe9tiliPorO CEtVS o" N0, 86367 m 0 0�� s e � STATE OF m w o a is b 8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 /- /- /961 /309 /444 H 1711 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1207 K - J 2278 - 858 L - K 2278 - 879 J- H 2759 -1186 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 541 -134 K - F 530 - 745 D - K 530 - 745 F - J 541 -134 E - K 1362 - 605 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing4 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enp�sneering responsibility solely -for the design shown. The suitability and use of this drawing for any sQructure is the responsibility of the Building Designer per ANSI/TPl 1 Sec.2. Suite 305 or more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249588 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T25 / FROM: RWM Qty: 1 , A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22109 Truss Label: A1A SSB / WHK 03/10/2021 T112 13' 1T1"12_i_ 19'10'i 23'8" 31'8"14 39'8" 1112 T 5'0"1�4'1" 2 2.8"4� 3'10" 8'0"14 + T11"2 -I =5X5 F 39'8" 4'8"11 2'0' 6"" I 8'0"11 8'1"9 12'10"4 14'1 r 23'8" 31'8"11 1T Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and.(2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may Abe removed. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.280 P 999 360 VERT(CL): 0.522 P 905 240 HORZ(LL): 0.120 K - - HORZ(TL): 0.225 K Creep Factor: 2.0 Max TC CSi: 0.790 Max BC CSI: 0.859 Max Web CSI: 0.964 Ver: 20.02.00A.1020.20 ,gwoif 111/pirFPO i WAA- y`..a 4 �I o No. $6367 a 9 p as e o � a ATE OF OR1Da- S ®a000 ® d0 1N11A 111O ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1555 !- /- /960 /309 /444 1 1555 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1413 - 2747 F - G 1409 - 2067 C - D 1715 - 3278 G - H 1217 - 2103 D - E 1437 - 2551 H - 1 1424 - 2775 E - F 1565 - 2527 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2374 -1111 L - K 2401 -1108 Q - M 2867 -1216 K - 1 2404 -1107 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 508 - 838 M - F 1684 - 892 C - Q 637 -122 M - L 1745 - 573 S - Q 2530 -1181 F - L 559 -464 Q - D 744 - 323 L - G 450 - 365 D - M 533 - 912 L - H 477 - 691 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "'WARNING"` READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have 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 bracing installed per BCSI sections B3, B7 or 1310, as applica6 e. Applgy 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 positrons. 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 bracing of trusses. A seal on this drawing or cover page listing this drawing: indicates acceptance of professional engineering responsib!litX solely -for the design shown. The suitability and use ofg is ALPINE AN"COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 more information see these web sites: Alpine: aloineitw.com: TPI: SEQN: 249589 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:lX3L89750071 T9 ! FROM: RWM Qty: 1 ,7A51320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21811 Truss Label: A2 SSB / WHK 03/10/2021 6-1 "7 6'1 "7 12'6"15 19, 6'5"8 6'5"1 �1' 10, 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph _ BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2ff%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. a 5X5 -- 5X5 E F 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): 2711 33'6"9 3.n 651 6'S"8 61"7 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.172 L 999 360 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K - Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.747 Max Web CSI: 0.625 Ver: 20.02.00A.1020.20 ��9r`I�fYllIY11111�P A N0.86367e �® STATE OF n 10' � Y1 L, ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1556 /- 1- /963 /310 1427 1 1556 /- /- /963 /310 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 I Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1542 - 2800 F - G 1182 - -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - 1 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 ®e s/ FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have �ropedr-attached structural sheathing and bottom chord shall have a properly attachetl rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 610, as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCCWANV truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin4 of trusses_ A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 for more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 249590 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRefAX3L89750071 T22 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALIMEBB ELEV.C/E DrwNo: 069.21.1302.21281 Truss Label: A3 SSB / WHK 03/10/2021 6'1"7 6'1 "7 12'0"15 18'01 21'7"1 5'11"9 1 511"2 37"14 � 10 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ,5X5 =5X5 E F 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 2771 33'6"9 5'11"2 5'119 6'177 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.171 L 999 360 VERT(CL): 0.319 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.124 K Creep Factor: 2.0 Max TC CSI: 0.408 Max BC CSI: 0.748 Max Web CSI: 0.485 Ver: 20.02.00A.1020.20 `wlIq It IIItffrff Igo, 86367 � e o a +�v ® STATE OF o zi 10, 1' 39'8.1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1556 /- /- /965 /312 /407 1 1556 /- /- /965 /312 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 I Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C - 1608 -2796 - F - G 1252 -1794 C - D 1497 - 2523 G - H 1498 - 2523 D - E 1252 -1794 H - 1 1609 - 2796 E - F 1245 -1635 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1329 L - K 2064 -1027 M - L 2064 -1048 K - I 2439 -1308 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -106 L - F 523 - 300 D - L 497 - 674 L - G 497 - 674 E - L 523 - 300 G - K 495 -106 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 pproper) -attached structural sheathing and bottom chord shall have a properly attached r1 id ceiling Locations shown for permanent lateral restraint otiYwebs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. f efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not. be respponsible for any deviation from this drawing, any failure to build the ANMCOW- truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover paTe 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSIrr 11 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2495911 HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef.'1X3L89750071 T8 / FROM: RWM Qty: 1 ,7A5l320 ,1,2EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22172 Truss Label: A4 SSB / WHK 03/10/2021 7'1014 17' 22'8" 7' 10"14 9' 1 "2 68" �1_+ 10 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CL'R restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =5X5 =5X5 D E 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 3_ 7 1 39'8" 9' 1 "2 T10"14 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.149 J 999 360 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 VIEW Ver: 20.02.00A.1020.20 ,�1IIIItIIIpfft �`pNH WAk ®'��, a AAA i i" so No.86367 m co ®� STATE OFeTty� 10, 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1552 /- /- /965 /318 /386 G 1552 !- /- /965 /318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have.forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 I - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 - 448 E - 1 770 - 435 K - D 770 - 435 1 - F 498 - 448 sd��Ie`s�ONaAo It��� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "*WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face. otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANR COMPANY truss in conformance with ANSI/ PI 1, or for handling, .shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive — - drawing listing this drawing indicates acceptance of professional engsneering responsibility solely -for the design shown. The suitability and use ofg is drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305 or 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 SEON: 249592 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T24 / FROM: RWM city: 1 ,7A! 320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21327 Truss Label: A5 SSB / WHK 03/10/2021 6'17 16'0"1 237'15 6'1"7 91101,10 77'14 1' 10. i' r 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/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; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 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. :6X6 i2z 6X6 D E 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): 33'6"9 39'8" 91101,10 6'11 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.156 J 999 360 VERT(CL): 0.292 J 999 240 HORZ(LL): 0.064 1 - - HORZ(TL): 0.119 1 Creep Factor: 2.0 Max TC CSI: 0.799 Max BC CSI: 0.745 Max Web CSI: 0.485 EW Ver: 20.02.00A.1020.20 QNW ®d� WAk Pf, ®ae®o�eoa�"� dpP d CEN8 No. 86367 o n ®" STATE OF 10' 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 A /- /964 7713 /366 G 1556 /- /- /964 1713 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1841 - 2852 E - F 1665 - 2513 C - D 1665 - 2513 F - G 1841 - 2852 D - E 1456 -1829 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2505 -1555 J - 1 1780 - 984 K - J 1780 -1005 1 - G 2505 -1535 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-K 511 -469 E - 1 617 -249 K - D 617 - 248 1 - F 512 - 469 WO,,T 6 if, S Q � v P10r*4_111� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have 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 Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOWANY truss in conformance withANSIf PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional en sneering responsibility solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249593 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X31_89750071 T7 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21233 Truss Label: A6 SSB / WHK 03/10/2021 7'10"14 15' 24'8" 31'9"2 3918" 7' 10"14 7' 1 "2 7' 1 "2 7'10"14 =6X6 =6X6 D T3 E 12 6 5CX5 \5X5 o_ i0 W eo W1 B G A 22 H 4X6(A2) = 5X5 = 5X5 =5X5 = 4X6(A2) 39'8" 10' 9'10" 9.10" 10, 1' 10' 19,10" 29,8" t' 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- A /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- A /962 /328 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.115 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 - B - C 1607 - 2729 E - F 1827 - 2537 Lumber C - D 1826 -2538 F - G 1807 -2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110 member design. K - J 1847 -1131 I - G 2363 -1462 Wind loading based on both gable and hip roof types. ,q`>lt11�1i��1�/��r Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. ,.%- , �fAk ®®e p of�p� C - K 394 - 358 E - 1 628 - 300 AA K-D 628 I-F -300 394 -358 d No. 86367 STATE OF ® A`-- Q ��:Q4ddb�lll 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 safPety 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 permanent 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 as shown above and on the Join Details, unless noted otherwise. Refer to position drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. -ALPINE 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 l� PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawn or cover page listing this drawintq indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of Phis 6750 Forum Drive drawing for any s ructure is the responsibility of the Building -Designer per ANSVTFI 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: 249594 / HIPS Ply: 1 Job Number: N334496 : R 8975 JRef:1X3L89750071 T23 / FROM: RWM Qly: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALIAEBB ELEV.C/E rD-No: 069.21.1302.21704 Truss Label: A7 / WHK 03/10/2021 6'1"7 14'01 19'10" 25'7"15 33'6"9 39'8" i 6'1"7 T10"10 T 5'9"15 5'9"15 7'10"10 6'1"7 ,5X5 1112X4 =5X5 D E F T2 12 T4 6 F,-,-W 5X5 v 'C5 G W3 m r` B H t A a k41 I I I I 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39,8„ 1' _ 10' 9'10" 9'10" 10, +1'� 10' 19110" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 /- /- /958 /715 /325 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 A /- /958 /715 /- EXP: C Kzt: NA Des Ld. 37.00 HORZ(TL): 0.121 J Wind reactions based on MWFRS Mean Height: 15.00 ft B Br Width NCBCLL: 10.00 Building Code: Creep Factor: 2.0 g = 8.0 Min Req = 1.8 TCDL: psf 5.2 H Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 g q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.748 Bearings B & H are a rigid surface. MWFRS Parallel Dist: h/2 to h Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.434 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1975 -2822 E- F 1780 -2112 C-D 1821 -2515 F-G 1821 -2515 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 -2112 G - H 1975 -2822 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2470 -1666 K - J 1912 -1210 member design. L - K 1912 -1231 J - H 2470 -1645 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) �pz Webs Tens.Comp. Webs Tens. Comp. lQ ®e * v er �f. peps C - L 439 - 395 F - J 556 -182 J - G 439 395 ®�*1k �q;� �v �10 E - K 440 -281 e No.86367 100 Q 49 STATE OF q� 4-1 ® .� pR10� ®� 04 , /0� � - ®ei�ouettt� 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 bracingq installed per BCSI sections B3, B7 or B10, as App�y to face applicabgle. pplates each of truss and position as shown above and on.1he Join i Details, unless noted otherwise. ffefer to drawings 160A-Z for standard -plate Refer to General Notes for information. positions: jobs page additional ALPINE Alpine, a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the pN RW COMVANY 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 -for acceptance of professional enc Lineenng responsibility solely the -design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer ANSI/TPI 1 Sec.2. Suite 305 per For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 2495951 HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef: 1X3L89750071 T6 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 f 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22203 Truss Label: A8 SSB ! WHK 03/10/2021 6'9"4 13' 19,10" 26'8" 32'10"12 39'8" 6'9"4 6'2"12 6'10" 6'10" 6'2"12 6'9"4 5X5 III2X4 =5X5 D E F 12 6 �2X4 W2 G2X4 r� C G o t2 m W3 B H A M3 I �8'8" 4X6(A2) -5X5 -5X8 =5X5=4X6(A2) 39'8" �1'J 10' 9'10" 9'10" 10, 1' 10' 19,10" i 29'8.. + 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 f716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 /716 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 J - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.6 TCDL: 4.2 psf H Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 g q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are i rigid surface. MWFRS Parallel Dist: h/2 to h Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 Members not listed have forces less than Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 2014 - 2780 E - F 1973 - 2289 Lumber C - D 1925 -2523 F - G 1925 -2523 Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H 2O14 -2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. 09►pP� Maximum Web Forces Per Ply (Ibs) ®®g,,wl41fA(1��f �H�Y pe,, Webs Tens.Comp. Webs Tens. Comp. pAk/t `��►Y�-•%���'�<� L-D 535 -183 F-J 535 -183 ����4®��� ® ,a D - K 425 -401 J - G 381 -339 m g No 86367 E-K 585 -391 m � o 0 STATE OF ® 4V �t ®0 U 0®90� p°A++d , I0N Al ! • 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 to these functions. Installers temporary practices prior performing shall provide bracing per BCSI. Unless noted otherwise; top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Applgy plates to each face of truss and position as -shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinlctComponents Group Inc. shall not,be-responsible for any deviation from this drawing, any failure to build the ANMCO-AW truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin trusses. A this drawingor of seal on cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for Fos any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249596 / HIPS Ply: 1 r: N334496 Cust: R 8975 JRef:1X3L89750071 T21 ! FROM: RWM Qty: 1 P,7A,5/3120,b1i82EC,ERI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22061 l: A9 SSB / WHK 03/10l2021 6'3"4 11 19'10" 27'7"15 33'4"12 39'8" 6'3"4 5'8"12 7'9"15 7'9"15 58"12 6'3"5 5X5 1112X4 = 5X5 D E F 12 6 1�7' '-1-2C4 W i2G m v _ W3 m � B H 1 A Ilev, 4X6(A2) __ 5X5 = 5X8 = 5X5 = 4X6(A2) 39'8" 10' 9110.1 9'10" 10, 1' 10' 19,101, 29,8" I 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360 Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /947 1717 /284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 /- /- /947 /717 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.124 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 H Brg Width = 8.0 Min Req = 1.8 . TPI Std: 2014 Max BC CSI: 0.753 Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2102 -2791 E - F 2189 -2492 C - D 1987 - 2524 F - G 1987 - 2524 Top chord: 2x4 SP #2 N; D - E 2189 -2492 G - H 2103 -2791 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2434 -1769 K - J 2065 -1444 member design. L - K 2065 -1465 J - H 2434 -1748 Wind loading based on both gable and hip roof types. '`,{{{{9fPPP►/��r/ Maximum Web Forces Per Ply (Ibs) gOt�a�� rY/�a���d1``�I//ae Webs Tens.Comp. Webs' Tens. Comp. `� Z%, pA **er°aCEN,9`®-«/✓�m� D-K 539 -53a F-J 498 -118 �' o • • A E - K 685 - 462 • Nv, 86367 � STATE OF p ORICAQ- C -411 * FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 -WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown -for permanent 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 f Details,. unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildingq�Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the A-COMPAW truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin44of trusses. A this drawingg sea! on or cover pa a 675o Forum Drive - listing this drawing indicates acceptance of professional en ineenng responsibilityry solely -for the design shown. The suitability and use Nis drawing for is -Designer any structure the responsibility of the Building per ANSI/TPI 1 Sec.2. Suite 305 or more information -see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: icosafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:249597/ HIPS Ply: 1 Job Number: N334496 Cust:R8975 JRef:1X3L89750071 T5 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21312 �SSB Truss Label: A10 / WHK 03/10/2021 5'9"4 28'8" 33'10"l2 39'8" 5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4 5X5 = 5X5 ; 5X5 D E T3 F 12 6 • 2X4 W � 2X4 T o C (a) (a) G n W3 n B H I A 1-8.8,, 11 1 1-11 =4X6(A2) -5X5 =5X8 -5X5=4X6(A2) � 39'8" 9'10" 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: TOO Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 /718 1264 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: psf H Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 g q = 5.0 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 - 2804 E - F 2386 - 2693 C - D 2057 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR 10 k,'j� `P/g Webs Tens.Comp. Webs Tens. Comp. ,` restraint. substitute (1) scab for (1) CLR and (2) scabs q, 41 9 a • • e 4 r /A L - D 470 - 71 K - F 626 - 612 for (2) CLR'S where shown. Scab reinforcement to be A� same size, species, and 80% length of web �� qr p D - K 789 -534 F - J 466 52 grade, 1cE��+ K 789 �e �B E member. Attach with 0.128x3" gun nails @ 6" oc. �® •�p�r - -534 ©G a No, 86367 Wind Wind loads based on MWFRS with additional C&C o m member design. ,., ., .. Wind loading based on both gable and hip roof types. 'O a • L STATE 4E Cc/� 01 I¢rJs ®0g C �I®dt/0E�id811b 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 SBCA) for and safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have attached bottom have propery structural sheathing and chord shall a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10;- as Apply to face applicable. plates each drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE Alpine, a division of ITW Buildingp�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANC CC..NY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a listing this drawin .indicates acceptance :of professional engineering responsibilit�yr solely -for the design shown. The suitability and use of this 6750 Forum Drive drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw,com; TPI: tpinst.org; SBCA: sbcindustry.com; ]CC: iccsafe.orq; AWC: awc.orq Orlando FL, 32821 SEQN: 249598 / HIPS Ply: 1 b Nmber: N334496 Cust: R 8975 JRefAX3L89750071 T4 / FROM: RWM Qry: 1 �7A15,,3u0,182EC,E,RI01 ! 1828/CALI/4EB8 ELEV.ClE DnvNo: 069.21.1302.21733 uss Label: Al2 SSB / WHK 03/10/2021 9' 17' 30'8" 39'8" 9' 8' 5'8" 8' 9' .6X6 =5X5 =4X4 =6X6 C T2 D E T3 F T ,2 6 o (a) W (a) W5 B G � 1 A H 4X6(A2) =_6X6 =6X6 =6X6=4X6(A2) 1 39'8" �1' 10' 9'10" 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in I= Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 [720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 A /- /921 /720 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.150 1 - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 g q = TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2250 - 2705 E - F 2239 - 2478 C - D 2238 - 2478 F - G 2250 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 1- G 2329 -1835 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. \'�oytvjrr�rrMaximum Web Forces Per Ply (Ibs) Opt (a) or scab reinforcement may be used in lieu of CLR �0\��y t l (A Webs Tens.Comp. Webs Tens. Comp. % restraint. substitute (1) scab for (1) CLR and (2) scabs q4 V� �L 1 i ® 0 o rl �p C - K 718 -428 E - I 944 -834 for (2) CLR'S where shown. Scab reinforcement to be �� e #-- K - D 940 -832 I - F 718 430 same size, species, grade, and 80% length of weber ®� ��' t s d ,0 member. Attach with 0.128x3" gun nails @ 6" oc. • 10. p�t ®p CC Wind �e I o. P63 7 a Q V m d @ o Wind loads based on MWFRS with additional C&C member design. r. "' i " a • Wind loading based on both gable and hip roof types." t9a cy �ZC 0� e A" e� 19 G 6 w ®r��tr °eg��• � i tl A 4. 4 as/64dl8bllb 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 SBCA) for and 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 ?fates 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 Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCCWY truss in ANSI 1, for handling, conformance with or shipping,, installation and bracinQof trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en meenng responsibili(� solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building�esigner 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 .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:249610/ HIPS Ply: 1 Job Number: N334496 Cust:R8975 JRef:1X3L89750071 T28 / FROM: LPM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302,21874 Truss Label: A14G SSB / WHK 03/10/2021 T 13' 19' 28'4" 32'8" 7, 6' 6' 9'4, 44 T 1116X6 =4X4 =8X10 =H1014 ia26X6 12 C D T2 E T3 F T4 G T 6� � (a) W N (a) B H v 1 A = K 5X5(A2) -H0510 =4X4 =6X8 1115X5 63 =4X6 =3X6(A1) 28'4" 11'4" 1O'l0"4 5'1"12 4'4" 4'4" 7' 8' 18'10"4 24' 284" 328" 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udef! U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph _ Pf: NA Ce: NA VERT(LL): 0.179 D 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240 B 1922 /- A /- /884 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 A A A /1911 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.091 L - - Mean Height: 10.51 ft H 80 /- /- /- /60 /- NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.846 B Brg Width = 8.0 Min Req = 1.6 . Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785 K Brg Width = 8.0 Min Req = 5. H Brg Width Min Req 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819 H8.are Bearings B, K, & H rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, K, & H require a seat plate. GCpi: 0.18 Plate Type(s): I Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; B - C 1596 - 3565 E - F 169 - 505 T4 2x6 SP SS; Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N; C - D 1465 - 3467 F - G 400 -180 Webs: 2x4 SP #3; W6 2x4 SP #2 N; D - E 1332 -3056 G - H 538 269 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 nails(0.113"xZY,min.). Restraint material to be supplied B - N 3126 -1377 L - K 786 -1874 and attached at both ends to a suitable support by i�16f l�li� (/tOr N - M 3126 -1377 K - J 786 -1874 M L 2986 J H erection contractor. ed1®11�1� t A I ^ - -1327 - 179 - 399 restraint. substitute (1) reinforcementCLR scab f be used in ieu f (1) CLR and Q a ��p Maximum Web Forces Per Ply (Ibs) (2)cabs m, for (2) CLR'Swhere shown. Scab reinforcement to be ®� ®� \CE�t+®��' Asa Webs Tens.Comp. Webs Tens. Comp. same size, species, grade, and 80% length of web R� 0 �i member. Attach with 0.128x3" gun nails @ 6" oc. s.� e ® v C - N 1089 -274 L - F 3047 -1224 .", p d NO, 8636 7 N - D 440 -430 F - K 2007 -4053 Loading ® b D - M 568 -883 F - J 1889 -778 M E #1 hip supports 7-0-0 jacks with no webs. e 0 - 834 - 67 G - J 344 - 528 • A E - L 1423 - 3051 Wind r 0 STATE E OF ��,c�� 0 Wind loads and reactions based MWFRS. on Wind loading based on both and hip roof types. gable ® 9 BSA, b ©exterior WARNING! This truss is not symmetric, but its S ®s p erection �moretf�Se geomet pfobable Its imperative that this tru smakes errorbe installed di�Ai►►bede properly. FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installingand bracing. Refer to and follow the latest edition Component Safety Information, by TPI SBCA) of BCSI (Building and 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 rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, 9Details, as appliable. Apply Oates to each face of truss and position as shown above and on the Join unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure truss in ANSI/ PI 1, for handling, to build the ANMCC-AW conformance with or shipping,, installation and bracin4 of trusses. A seal on this drawin or cover page 675o Forum Drive listing this drawing indicates acceptance of professional encLsneering responsibility solely -for the design shown. The suitability and use of This -Designer drawing for any s9r'ucture is the responsibility of the Building per ANSVTPI 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: 249599 / SPEC Ply: 1 FROM: RWM Qty: 1 5 T,4 r 57"4 Job Number: N334496 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E Truss Label: All 1O'8" 1TY15 16V'1 237'15 5'0,.12 71 S„2 77„14 Cusl: R8975 JRef:1X3L89750071 T2 / DrwNo: 069.21.1302.22030 SSB / WHK 03/10/2021 297'15 39.8" 6' 10'0"1 5X5 5X5 =4X4 =5X5 =5X5 D F F r; H 39'8" 10' 9.10" 9'10" 10' 1' 10' + 19,10" 29'8" + 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA Des Ld. 37.00 EXP: C Kzt: NA Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE. 18SS Lumber Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.0E; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.229 L 999 360 VERT(CL): 0.427 L 999 240 HORZ(LL): 0.076 K - - HORZ(TL): 0.142 K Creep Factor: 2.0 Max TC CSI: 0.820 Max BC CSI: 0.802 Max Web CSI: 0.811 Ve r: 20.02.00A.1020.20 -`y��itvaettiiPl)yr ID NO. 86367 0 �0 �° STATE OF�o , fi TT pU2 n Tlo, 8-8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /932 /716 /257 1 1556 /- /- /930 /718 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2225 - 2806 F-- G 2509 - 2878 C - D 2062 - 2521 G - H 2O44 - 2305 D - E 1917 - 2214 H - 1 2093 - 2649 E - F 1976 - 2258 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2452 -1880 L - K 2805 - 2204 M - L 2814 - 2230 K - 1 2266 -1674 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1699 -1345 G - K 774 - 669 M - E 760 - 872 K - H 693 - 431 M - F 856 - 742 ,day®Id e�NdADit FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'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 attacheU rigid ceiling Locations shown -for permanent lateral restraint of webs -shall have bracing installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face, oT truss and position as shown above and on the Joint Details, unless noted.otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$gComponents Group Inc. shall not be -responsible for any deviation from this drawing, any failure to build the AN"COWANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering-responsibilittyv solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/VPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249600 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X31-89750071 T20 / FROM: RWM City: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21672 Truss Label: A13 SSB / WHK 03/10/2021 5'7"4 10'8" 13'3"1 217'15 317'15 39.8" L S'7"4 1 5'0"12 2'7"1 8'4" i' 10' 8'0"1 i 5X5 D T 12 =5E5 T3 -HOF10 T4 _6G 6 � � 2X4 C TN n (a) W ° B H v A 1 11�8,8" 3X6(A1) B1 -3X8 =5X5 N =4X6 =5X5 =3X6(A1) 20'8" 68" 13'4" �1 10'8" 5'4" 7-10" 7'10" 8' 1 10.8" 16' 23'10" 31'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.043 M 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.080 M 999 240 B 840 !- /- /551 /397 /257 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.017 J - - N* 315 /- /- /159 /140 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.028 J H 585 /- /- /436 /242 A NCBCLL: 10.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 5.0 psf B Br Width = 8.0 Min Re 1.5 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.957 g q = N Brg Width = 68.0 Min Req = - TPI Std: 2014 Max BC CSI: 0.647 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.546 H Brg Width = 8.0 Min Req = 1.5Bearings B, N, & H are a rigid surface. Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearings B, N, & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T3 2x4 SP #1; B - C 959 -1265 E - F 645 -628 T4 2x4 SP 2400f-2.OE; C - D 755 -932 F - G 648 -471 Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; D - E 808 -911 G - H 324 611 Webs: 2x4 SP #3; W7 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 - M 1088 -733 K - J 924 213 nails(0.113"x2.5",min.). Restraint material to be supplied M - L 931 -733 J - H 924 -213 and attached at both ends to a suitable support by �110� P��lQ 107 erection contractor. �.� �A! /I e` (a) or scab reinforcement may be used in lieu of CLR �4�� Q�' e �Ye-r`��p� Maximum Webs Ten Web Forces Per Ply (Ib Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs �4 (� • w p� • • �,I /� p. p. for (2) CLR'S where shown. Scab reinforcement to be ,® l • `C E � Y (i • �bf A same size, species, grade, and 80% length of web and •• `, �? fi a• �� C - M 396 -367 L - F 903 565 member. Attach with 0.128x3" gun nails @ 6" oc. o • o ,o D - M 619 -454 F - K 1390 -1254 a` 0 No. 8 31� 7 0 M - E 442 - 299 K - G 854 -1043 Wind n p am E - L 449 -564 Wind loads based on MWFRS with additional C&C 0 ( Q member design. ® p o Wind loading based on both gable and hip roof types., °� S I ,ATE otf��fc p-7(�t�/� �,�0�•� `• �d�Si�Ter�ae dear+a>le►►�9�°� 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 and SBCA) for saety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, - as applicable. Appplates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to A LPI N E drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCONWANV truss in conformance with ANSI 1, or for handling, shipping,, installation and bracinct of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance ;of professional engineering responsibili((�� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 or more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249601 ! COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T19 ! FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22265 Truss Label: A15 SSB / WHK 03/10/2021 5'74 1OT 15'3"15 23'3"15 31'8"1 32'8" 39'8" 5'7"4 5'0"12 4-7"15 8' 8'4"2 11'15 7' 5X5 D 12 6 n�2X4 T 5X10(SRS) =5XE4 =HOF10 H T C T3 T4 G (a) I b M 'v B I M A 3X6(A1) -5X8 -5X5 =4X6 =4X4L =5X5 =3X6(Ai) 21' 5' 13'8" 8' 5' 5' S'8" 8, 8' 16' 21' 26' 31'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.038 O 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.072 O 999 240 B 745 /- /- /497 /341 /276 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - M 1429 /- /- /726 /654 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.031 K L 629 /- /- /238 /218 /- Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: .2 psf Building Code: Creep Factor: 2.0 1 534 /- /- /399 /245 /- Soffit: 0.00 BCDL5 : .0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.635 B Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.703 M Brg Width = 8.0 Brg Width = 8.0 Min Req = 2.0L Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) I Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, M. L, & I are a rigid surface. Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Bearings B, M. L, & I require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1109 -1100 E - F 800 -732 Bracing C - D 1003 -901 G - H 766 -618 (a) 1X4 #3SRB or better continuous lateral restraint to D - E 835 - 674 H - 1 595 - 577 be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied Maximum Bot Chord Forces Per Ply (Ibs) and attached at both ends to a suitable support by Chords Tens.Comp. Chords Tens. Comp. erection contractor. used in ld CLR or scab reinforcement orb(1) restraint. � td� �F� rY A���Fo,,s B - O 936 - 827 O - N 570 -442 M - L 464 410 L - K 530 substitute (1) scab CLR ane (2)eu scabs cabs q�N • �p°l Q �Oo N - M 598 -426 -367 K - I 451 326 for (2) CLR'S where shown. Scab reinforcement to be ,`00 o e �J� ENS same size, species, grade, and 80% length of web ,�� o member. Attach with 0.128x3" gun nails @ 6" oc. �' �' m e� Maximum Web Forces Per Ply (Ibs) 4 Q N(j, 86367 s Webs Tens.Comp. Webs Tens. Comp. Wind Wind loads based on MWFRS with additional C&C w o �� m C - O 502 -291 O D M - F 909 732 member design. ® p e e - 469 - 387 L - G 947 - 898 Wind loading based on both gable and hip roof types. ® v STATE OF o E - M 1635 -1574' •d®°U�f� ON+Ae FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per, BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached r!pid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicab-le. Apply plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build inA Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss m conformance with -ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa e - 675o Forum Drive . listing this drawing indicates acceptance of professional en ineering responsibility solely -for the design shown. The suitability and use of [his drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 or more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249602 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X31-89750071 T18 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 ! 1828/CALIAEBB ELEV.C/E DrwNo: 069.21.1302.21390 Truss Label: A16 SSB / WHK 03110/2021 5'7"4 10'8" 17'3"15 23'6" 29'8"1 32'8" 39'8" 5'7"4 5'0"12 6'7"15 6'2"1 62"1 2'11"1 7' 197'15 =5p5 �- T�Pj 12 T 6 —5L5 T C =8X8 -8X8 a5X10(SRS T E F G H I J K o � B Z AB AE M T 1 1 A N Y X W V U T S R Q P O 3X6(A1) =5X5 =5X5 =4X6 II12X4('• =-5X5 =3X6(A1) =4�4 21' 5' 13'8" 1' 8' 8' 17'15 5' 3'6"5 8' 1' 8' 16' 17' "15 26' 29'6"5 �1 21' 1 31'8' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.069 Y 999 240 B 774 /- /- /508 /355 /317 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 O - - U 1323 /- /- /633 /586 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.030 O R 711 /- /- /257 /237 A /- /- NCBCLL: 10.00 Building Code: Creep Factor: 2.0 M 531 /381 /247 A TCDL: 4.2 psf Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.948 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.636 B Brg Width = 8.0 Min Req = 1.5 Re Fac: Yes Max Web CSI: 0.584 U Brg Width = 8.0 Min Req = 1. Spacing: 24.0 " C&C Dist a: 3.97 ft P R Brg Width = 8.0 Min Req = 1.55 Loc. from endwall: Any FT/RT:20(0)/10(0) M Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, U, R. & M are a rigid surface. Wind Duration: 1.60 WAVE IVIEW Ver: 20.02.00A.1020.20 Bearings B, U, R, & M require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B-C 1118 -1151 F-G 823 -776 Plating Notes C - D 1027 -960 G - H 834 -791 All plates are 2X4 except as noted. D - E 791 - 722 K - L 681 - 548E - F 823 -777 L - M 628 -571 (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning Maximum Bat Chord Forces Per PI Ibs requirements. ,gt'1i�1tPi111//�0 Chords Tens.Comp. Chords Tens. Comp. Wind /�Q� �yA� y�r��v Y-X 978 -830 S-R 584 -491 Wind loads based on MWFRS with additional C&C a �.J ®e a e a 0 ,p '' member design. a®® ®� ,Cs�d'kf ��� X - W 462 -350 R - Q 424 -356 Wind loading based on both gable and hip roof types. e W - V 462 -350 Q - P 424 -355 �a No 86367 9 1 V-U 462 -350 P-O 424 -356 b ® o U - T 589 - 490 O - M 445 - 354 e c !E Maximum Web Forces Per Ply (Ibs) TAT ®f o Webs Tens.Comp. Webs Tens. Comp. eg fi f��9e C - Y 445 - 257 U -AB 611 - 605 P 1 a;® ®.® f Y - D 453 - 285 AB- H 504 - 522 o�o�h i c • d 0 tl t� - Z 1516 -1447 R -AE 930 - 847 A r+A i t� ` Z - U 1536 -1466 AE- K 910 - 826 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 saty 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 attache U ri a ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as apple-abVe. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ARMCO.PAMY 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 engineering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Buildings esigner per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249603 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T3 / FROM: HMT Qty. 1 ,7A51320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21358 Truss Label: B1GE SSB / WHK 03/10/2021 10,8" 21'4" 10'8" 10'8" i �4'8" 2'� (TYP) =4X4 F S� zo N 43 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 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; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. =bxb 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT:' NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 R 999 360 VERT(CL): 0.007 R 999 240 HORZ(LL): 0.005 L - - HORZ(TL): 0.006 L Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.164 Max Web CSI: 0.069 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 245 A /- /134 /103 /243 J* 72 A A /35 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 248 Min Req = - Bearings B & B are a rigid surface. Bearings B & B require a seat plate. Members not listed have forces less than 375# ,q>,''to�' � WA ease e �er CENS No. 86367 ®® A s STATE (?F ®0N+�jk 0�i FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! PORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional enppsneering responsibilit�yr solelyor the design shown. The suitabilify and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe or • AWC: awc org ALPINE ANMCCWV 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249604! GABL Ply: 1 Job Number: N334496 Cusl: Ra975 JRef:1X3La9750071 T1 ! FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 18281CALIMEBB ELEV.C/E DrwNo: 069.21.1302.21593 Truss Label: C1GE SSB / WHK 03/1012021 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 Soacinc: 24.0 " Lumber r5' 2' --1 (TYP) f— 1 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: 11 EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. =4X4 D 14' 14' 14' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 14' 7' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.005 J 999 360 VERT(CL): 0.008 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.308 Max BC CSI: 0.177 Max Web CSI: 0.142 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 68 /- A /38 /30 /13 F 268 /- /- /206 /134 A Wind reactions based on MWFRS B Brg Width = 159 Min Req = - F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 377 -129 D - E 376 -129 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 238 H - E 511 - 238 ,g141iI@F41410/�,B %,O�A �A A� No 0000 ENS q .86367 STATE OF de�'Noddo (Ao t� 1 FL REG# 278, YoonhAvak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint o webs shall have bracinp installed per BCSI sections B3, B7 -or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$gComponents Group Inc. shall not,be respponsible for any deviation from this drawing, any, failure to build the ANMCOMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, mstallatwn and bracin44 of trusses. A seal on this drawing or cover paga 6750 Forum Drive listing this drawing indicates -acceptance of professional encLineering responsibilitty�r solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpine!tw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 __ SEQN: 249616 / EJAC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T15 / FROM: RWM Qty: 14 ,7A5I320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21624 Truss Label: EJ7 SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld. 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12'2"11 12 6 M _o L_o (M M B T A 8,8„ D 1 I 7' 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015, D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 ♦ Maximum_ Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 D 125 /- /- /73 /- A C 174 A /- /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,Q`,it16oli!!I/ppD sy o NO. 86367 a S ATE OF NAL 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, iless noted otherwise. Defer to ine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the s in conformance with ANSI /l PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pagpe ng this drawing indicates acceptance of professional enccLLneenng responsibilittyv solely for the design shown. The suitabilifY and use of mis Ning for any structure is the responsibility of the Building-Uesigner per ANSI/TPI 1 Sec.2. more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org• SBCA: sbcindustry.com• [CC: iccsafe.org; AWC: awc.or ALPINE ANR COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249606! JACK Ply: 1 Job Number: N334496 Cust: R8975 JRefAX3L89750071 T11 / FROM: LPM city: 4 7A51320,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1316.28811 Truss Label: CJ5 KD / YK 03/10/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SPacinq: 24.0 " C 11'2"5 12 6 M CV cM B A C7 D 1, I 4'11"4 411 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0,005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 A A /200 /88 /152 D 89 A A /51 P /- C 118 /- A /85 /116 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# d�A 0 a No, 86367 e ISO g• a Qq...0 o STATE OF�; -& 40-- q NA1. 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 3pry ices to eacn race of truss ano position as shown above and on the Joint -Details, unless noted otherwise. Refer to for s andard plate positions. Refer to job's General Notes page for additional information. of ITW BuildingTComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ice with ANSIlTPI 1, or for handling, shipping, , installation and bracin4of trusses. A seal on this drawingor cover page �ucturre is the responsibi�W of the Buillding-Designer perr ANSI/TPIs1 solely .2r the design shown. The suitabiliy and use of this m see these web sites: Alpine: alpineitw.com• TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe or ; AWC: awc org ALPINE ANN COMPANY 6750 Forum Drive Suite 305 Orlando FL, 321 SEQN: 249607 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef: 1X3L89750071 T26 / FROM: LPM Qly: 4 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21468 Truss Label: CJ3 SSB / WHK 03/10/2021 T 2X4(A1) Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 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): C 10'2"5 cM 0) CV 81811 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 f71 /9£ D 50 /- A /27 A A C 63 A A /44 /64 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# s*�� ease® CENS*°M, •° N0, 66367 m �m STATE ATE OF o .ti 40 j 10� ij,'IJONAILi4iflubi� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing er BCSI. Unless noted otherwise, tap chord shall have properly attached structural sheathing and bottom chord shall have a properly attache�ri id cei!iny, Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicab a. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANO COWAW truss in conformance with ANSII� PI 1, or for handling, shipping,, installation. and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit�yr solely or 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.org• AWC: awc.org Orlando FL, 32821 SEQN: 249608/ JACK Ply: 1 Job Number: N334496 Cust: R8975 JRef:1X3L89750071 T27 / FROM: LPM Qty: 4 ,7A51320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22233 Truss Label: CA KD / WHK 03/10/2021 4"3 V F' 12 6 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 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. 1, 11114 11114 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): 00 O� i Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 9'2"5 • • ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- !- /145 176 /45 D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# H WA i m® �qCE INS No, 86367 ® � m • � e' • STATE OF hA q -oil ONAI, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for of 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 Joint Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the _ AN � Co,,,,u truss in conformance with ANSIITPI-1, or for handling, shipping,, installation and bracinnof trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawingg indicates acceptance of professional englneenng responsibilitty/ solely -for the design shown. The suitability and use of ils drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.oM; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249609 / HIP_ Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T16 FROM: HMT Qty: 2 ,7A5/320 ,l,2EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21610 Truss Label: HJ7 KID / WHK 03/10/2021 5'3"5 5'Y5 9'10"1 4'6"11 0 12'2"3 12 4.24 2X4 C v n ih m -v B T 4"3 A 8-8" FE 2X4(A1) =4X4 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 " 1'5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SIP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5") nails at top chord (3) 16d common (0. 1 62"x3.5") nails at bottom chord 9'2"2 9'2"2 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): 711 '�1 9'10'1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 360 VERT(CL): 0.076 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C - Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 EW Ver: 20.02.00A.1020.20 �,`*31i11vrrIIffio,,, Alf No. 8636� ®� STATE OF i®-7 B 0P�QB0Ife 0/ � 4446444it9l►tb�#� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- 1- /- /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safPety practices prior to performing these functions. Installers shall provide 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 63, B7 or B10, as applicab-le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to A LP I N G drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANI COWL truss in conformance with ANSIrI PI 1, or for handling, shipping,, installation and bracing of trusses. - A seal on this drawmc1 or cover page 675o Forum Drive listing this drawing indicates acceptance of professional en Qmeering responsibility solely -for the design shown. The suitability and use of )his drawing for any structure is the responsibility of the BuildingUesigner per ANSIITPl 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 ro Gable Stud Reinforcement Detail ASCE• 7-16: 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 or, 1pn mnh Winrl Snood. 1'S' Monn 14u1nh+ P—+l,,11, 1: ,nr1--1 n S 2x4 Brace Gable Vertical pacing Species Grade No Braces Q) 1x4 'LBrace w (1) 2,4 'L' Brace x (2) 2x4 'L' Brace ow (1) 2x6 'L' Brace x (2) 2x6 'L' Brace No Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B [- S PI #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' 0) U #3 3' 8' S' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' ill 9' 6' 10' 4' 11' 1' 1 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' —� 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' ill 8' 14' 0' 14' 0' d aj D L 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 _ S P #1 / #2 4' 5' 7' G' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' 4-> _ P #3 4' 2' 1 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U i I P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' 0) O I� Standard 4' 2' 6' 1' 6' S' 8' 1' 8' 8' 10' S' 10' 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' aJ D D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' Standnrd 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' 0 #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U i_ I F Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I�I I Standard 4' 7' 7' 0' 1 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' ill 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' CS S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14, 0' #3 4' 9' 7' 4' 7' 10' ' 9' 8:::: 10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 1 14' 0' .--I D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12, 0' 13' 7' 14' 0' 14' 0' 14' 0' About able Truss Diagonal brace option, vertical length may be doubled when diagonal 18• brace Is used. Connect diagonal brace for 600# L ililflli/j at each end. Max web 'L' Brace End \' WA total length Is 141. Zones, typ. 2x6 DF-L #2 or better diagonal T Vertical length shown bracer single 8' y 0 In table above. or double cut 45' (as shown) at L upper end, g'J� on,5,' ®Bearing SL Connect diagonal at _44�d 3 midpoint of vertical web. Refer to chart abo o°r ma "WARNING READ AND FOLLOW ALL NUMS ON THIS MAVDV(d P (3 � 0���(L o vD�ORTANTww FURNISH THIS BRAVING TO ALL CONTRACTORS INCUMING THE INSTALLERS. O +� A ® �® Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and �_ (T e 4 0 follow the latest edition of BCSI (Building Component Safety information, by TPI and SHCA) for safety d !.? .� practices prior to performing these functions. Installers shall provide temporary bracing per BCSL �f �/y/jl t Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord P T` r r 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 BIO, as applicable. Apply plates to each face ���lddd+}11111ti�� w 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 fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation & bracing of trusses. \ \ 514\ Eanh\ Cit I Expressway engineering A sent on this drawing or cover page UstYp this drawing, Indicates acceptance of professional Il Suite\242 Y P Y far anyresponsibility Is respofar thensibility s� shown.�� TheDe sWtnper and use of thic?- drnwtg finer per ANSI/TPI 1 Sec2. I\Eanh\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web s ALPINE, www.alpineltw.coml TPh www.tpinst.orgl SBCA, www.sbclndustry.orgi ICC, v Bracing Group Species and Graded Group At S ruce-Pine-Fir Hem -Fir #1 / #2 Standard #2 Stud #3 illStud #3 Standard Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Standard �j Group BI Hem -Fir #1 & Btr #1 Dou Ins Fir -Larch Southern Plnewww #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Hoard). wwFor Ix4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values maybe used with these rndes. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 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) nalls. )IE For (1) 'L' brace, space nails at 2' o.c. In IS' end zones and 4' o.c. between zones. '.IE*For (2) 'L' braces, space nails at 3' o.c, In 18' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of SOX 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 to common truss design for peak, splice, and heel plates. w r Refer to the Building Designer for conditions I. not addressed by this detail. REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 X. TOT. LD, 60 PSF SPACING 24,0' 'T' Reinforcing Member Gable Truss .Gabe De-tai� For Let -in VPrtirnlc: Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of lapped plates to span the web. „ 2X4 2X4 2X8 rrovtde connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nails 10d Common (0.148'x 3,',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords. Toenalled Nails- 10d Common (0.148'x3',min) Toenails at 4' o.c, plus (4) toenails in the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings ggy f A11515ENC100118, A12015ENC100118, A14015ENC100118, �WI 0 19Ffop A18015ENC100118, A20015ENC100118, A20015END1001}gA pPP�p A1153OENC100118, A12030ENC100118, A14030ENC1 A18030ENC100118, A20030ENC100118, A20030EN �� S11515ENC100118, S12015ENC100118, S14015EN 0118 16 0 3 �i'� �f S18015ENC100118, S20015ENC100118, S20015EI 110011% S 0 15P 1 8 S11530ENC100118, S12030ENC100118, S14030EMC100118, S a* S18030ENC100118, S20030ENC100118, S2003fNIl0.Od118, S2003OPED100118 6 ��l[[ 0 See appropriate Alpine gable detail for maxlmSm unrleinforced g e vertical is* -00 -A0 q ATE nF ..VA1M4G1u READ AND FOLLOW ALL NOMS w THIS DRAVWGI r wwINPORTANTww FURNISH THIS DRAYM TO ALL CONTRACT13ZS INCLUDING THE INSTALLERS, 01 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom choi shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections 13, 11 or 111, as applicable. Apply plates to each Ice of truss and position as shown above and an the Joint Details, unless noted otherwise. P' Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation fr this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation B. bracing of trusses. \ V 5741 EarlM City1 Expressway a Ay on this drawing or cover page Usting this drawing, indicates acceptance of professional \I Suite\242 for *my structnq ure responsibility responsibility of the Bu0.for the design � � taper and use of thicJ& drawling ding Designer per ANSI/iPI 1 Sec2. \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sQQ l ALPINEe www.alpineitw.coni TPA www.tpinst.orgi SBCA, w—sbcindustry.orgi ICCe o.,IW l7 ©RI �� f/gnj0�py0 J8 a e 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, Jeb Length Increase w/ 'T° Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 X 2x6 20 X Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 Ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30x8'7'=1112' AX, TOT. LD, 60 PSF DUR, FAC, ANY Yoonhwak Kim, FL PE #86367 IMAX. SPACING 24.0° REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 Valley Detail - ASCE 7-161 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 e Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �" Attach each valley to every supporting truss with, 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part. Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 12 3X4 12 Max. 2X4 X4 — 8-0-0 max .+ 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss Installation. Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-01, Pitched Cut Bottom Chord Valley Valle Spacing —VARHDG— READ AND F010V ALL NOTES UN TMS DRAVDU wwIWORTANTu FURNISH THIS DRAWING TO ALL CONTRACTORS MMUDM THE INSTALLERS. Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest ec ltlon of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to perForming these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections 113, B7 or BIO, 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 Bullding Components Group Inc shall not be responsible for any deviation frc this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, ANITWCOMPANY Installation 3 bracing of trusses. \1514\Earth\Ci \Ex Expressway e A seal on this drawing or cover page listing this drawing, truDcates acceptance of professlonal N P y ng neerUg respo7%Ujy solely For the design shown The suttnbKtty and use of this drawing II Suite%242 for any structure Is the responsCnlllty of the Building Designer per ANSI/TPI I Sect. \ \ Earth\ City,\ MO\63045 For more Information see this Job's general notes page and these web sltes� ALPIND wwwalpineltw.comi TPD www.tpinst.orgt SBCAi www,sbclndustry.orgi ICO - Square Cut Bottom Chord Valley �g4Nt1 rl► r� ry ® ®'� 4�CEN • • No. $ 1OR I � �0 � S/f 481��a! 11l��� 2X4 4X4 Ir Stubbed Valley ❑ptional Hip End Detail Joint Detail of NQ i fusses Partial Framing ' O.C. Plan ta LL 30 t 4OPSF REF VALLEY DETAI T ,/DL 20 7 PSF DATE 01/26/2018 K DL 10 I10 110 PSF DRWG VAL180160118 Ba LL 0 0 0 PSF TUT, LD, 60 155157PSF JR,FAC.1.25/1.3311.15 11.1 PACING 24,0' C Valley Detail — ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 f Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, 30� Attach each valley to every supporting truss with: (2) 16d box (0.135' x 3.5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00, Max, Wind Speed based on supporting truss material at connection location: 170 mph for SP (G = 0.55, min,), 155 mph for DF-L (G = 0.50, min,), or 120 mph for HF & SPF (G = 0.42, min,), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses, Bottom chord of valley trusses may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max, I 2X4 X4 I.,— 8-0-0 max 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o.c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, WAw Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley 12 10 Max, 1� Valle Spacing oe-nailed KwVARNING!" READ AND F<a.IAV ALL NaTES IIN THIS 13RAVINGI r,,s ■NIIPQ(TANTww FURNISH THIS DRAVING TO ALL CUNTRACTDRS INCLUDING THE INSTALLERS. 0p Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and( follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs xz shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. �I Refer to drawings 160A-Z for standard plate positions. Alpine, a division of IN Building Components Group Inc shall not be responsible for any deviation fra this drawing, any falture to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation 6 bracing of trusses. \ 1514\ Earth\ Cil \ Expressway e A seal on this drawing or cover page Usting tlds drewing, 4KDcates acceptance of professlonal Y P y ngineering responsbRlty solely for the design sham The sultniNUty and use of tills drawing II Suite\242 for any structure is the responsible ty of the Building Designer per ANSII I I Sect. \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web t ALPINE- w—Ipineltw,comi TPD www.tpinst,orgi SBCA1 www.sbdndustry,org) ICG ww Square Cut Bottom Chord Vallev o�af�r ►r ►f W 4�cE 4 No.86 ' STATE OF •: C 0P, 1'1 •-'-- i of 00 0 0NAI� eetr�4>trf►�� 2X4 Stubbed Valley End Detail m 4X4 -5�zF Optional Hip Joint Detail T�^"u s4e� I I ..... Partial Framing 24" o,c. Plan TC LL 30 X DL 20 BC DL 10 C LL 0 ❑T, LD, 60 30 15 10 0 40PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAIL DATE 01/26/2018 DRWG VALTN160118 55 DUR,FAC,1.25/1,3311.15 11.1 SPACING 24.0' to It 0 I VALLEY FRAMING & BRACING DETAIL I I R BC t/2 01 Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required T-O" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gored between rows. TYp) innection Requirement Notes 2x6 rafters to ridge 4 16d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (*•) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 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 CRIPPLE, BRACING, J 13. Collar beam to rafter 416d toe -nails & BLOCKING NOTES ^� V NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Tong nailed w/ 2 -10d (0.148"x3") nails. Or 2x4'•T' or scab reinforcement nailed to flat edge of cripple with 10d f0.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/'T" or scab. Use stress graded lumber & box or common nails. .-:Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS requirements. Nails are common wire nails unless noted otherwise. ,raf1omenomb.._ 1 �'.•: �G NSA••. 1C " y (At54. (**) WAR10(ire hi£AD Aim F1710V Au haf[s ON Ties naAtia4o s NO. %U861 • TC LL 54 REF VALLEY FRAMING •smPlttrWT ftiaasn TWS BRAVBi6 To ALL fmxrRWFURS Ito UMM TIE DSTAl.LMX Trusses req,r•r extrene care ti fabric.ting, wnAlt, swppbp, ht t.(&,g and bracing- Rrf.Ato any • TC DL 17 DATE 10/O1/14 fount the latest edtion of BCSI t&Advig Component Safety Information, by TPI and SBW foasa ety • practices prior to perforMV these functions. Installers shall provide temporary bracing PM 3W• Ilriess roue ottereke, tap chord shoo have property attached structval sheathing and bot�an choba • BC DL 0 0 DRWG VACNV1801015 stall have a properly attached rlold eetNg. Locations sham for permanent lateral restrnht�f eebss • d��f� fl� of t have and prig ln=tas s per Bbov,andl n th 27 Jar DB10,et as Isle. Appl plate= to each fa .STATE OF • C] I of t,.,ss andhnan as sham about and an tt,r Joint nrtai�,ess noted a,er.ise. BC LL 0 0 Refer to drc 160A-2 for standard plate posttlons. i = i /� AIpYe, a dvldon of ITV &Adng components Grow Inc. shad not be respans6la for my drvla•�^ P .• AN iT1NO�AAPyIPlY this da.ing any future to held the truss ti conformance dth ANSI/TPI 4 or for handuq, st>,pp •• QR�Q •e' �J TOT. LD.61 hstallatlen L bradng of trusses. ••••��••••.• r\ r A seal on this draving or cover pope usUne this draehp. •ndmtes acceptance of prof" *end *y1 J' %solely for the slam The sultab4ty and use of this dro 133B91ake1ronl Dmre f° any "``'' ''eip°'�"�' 1=11 °e "r' p•r' " I 1 s -a '`'g *. I i� �.. �`v DUR. FAC. 1.25/1.15 Eadh City, MO 63045 For rare Informaton see this Job's general notes page arM these rob dtes+ t ALPM rrratplmelt ram, TPI. ee..tptnstwW SBd4 ....s6dndustry,org, rcla m.ltecofe, rg SPACING SEE ABOVE