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HomeMy WebLinkAboutTrussm 39'-8' 12'-4" # 10'-0" 17'-4' l7 14'-04'-4" 21'-4' 39'-8" 0 i� 0 I C4 N .=tN I C, N General Notes REFERPACK SHINGLE ROOF 1, Al parch cbad o d Dal U* p ad Dat CCONNE FOR r�'� Pw�r ,jam. 2, a In S,9w, F1R7B telam tM..Y. 6 I A 9) N trues Waring Is 24• D.C. uh. rift HEEL�4-3/ 2 _--'' 4) RrTitT H� . Ittaft BC9—Bt nmtm�dattan 0 p�4 X li, 3d dtaN b. 0wW at a i a& un tgmhp 19 D.C. am= the spin, to PLUMB C b. rgtnsbd at a tnadman d 20' bttbwt emb x—broq Orwdrout tM dnwwa �whr la B@-I far any add8wd Wa*q ROOF LOADING SCHEDULE TYPICAL 7' SETBACK f C L ec = 7 PSF CORNERSET LABFIING BCDL 10 PSF PSF AND SPACING TOTAL = 37 PSF DURATION = 1.25 % WIND SPD/TYPE 180 ENCLOSED BLDG EXPOSURE - C USAGE - RESIDENTIAL CAT 11 WAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 Truss member design & connector plates are designed for ASCE 7-10 and maximum farces From both components and claddings and main wind force resisting systems. • These trusses have been rewed to carry an additiom110Npsfnan-con ntbottom chordlive load [El OR LOADING SCHEDUL PSF = PSF = PSF = PSF Flowewed for Code COmPhance 19vGUniversalE,9'"�� CI tl *facer�I E E r-L G-ro v1 �3oSP A P P :� 0 �M Labeled End Mark NOTE. DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE Total Truss Quantity = 75 DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA• INC. 877-293-9487 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. 99- ROOF DESIGNED FOR SHINGLE AIL RSACfIONS AND TJPLIFPS ARE SHOW ON ENGINEEMG WALL KEY ® 0 DESCRIPTION INIr. DATE K a� trvtt vans LOAD/ DESCRIPTION INIT. DATE c aaenttaw runt amens 01 0 CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. W. WINTER HAVEN FLORIDA 33880 PHONE.(600) 959-8806 FAX. (863) 294-2488 BUILDER D.R. RORTON STATETTIDE PROJECTCREEK9ID8 MODEL 1828/CALL/4EB8 CCA PROJ/MODEL/ALT 7A5/ 182ED•F/ 02 ALT DESGW I= RW T/1013 OUR LVW OTC 3306 TRINITY CDR LOT 48 BLOCK OF DESIGNER PAGE RFS 1 33DA117 '§334504R 1 4 "=1' 12'-4' 10'-0' 17'-4' , 0 i� - o N -- - 14'-0' 4'-4' 21'-4' TILLS IS A TRIES 0.AQ)OIl' RAN ITS I(IQOED TD AID IN THE DISTAL A1TIM If TRUSSES F71 MM TRUSS DRAt IPM Alm AROQiECi1RALS S1PER= THIS Domm". ESTE ES Ur PLAN DE CMMAM N TRUSS ESTA DtSEMM PARA ATmAR EN LA DWMACM BE TRUSSES UM MUMS Y AROIIITECTIRAS DE MENEM DE DKMERM SIFERAN ESTE DOMWXM NIm Iran�T mecrr mamtat 1plf m rm art m ALm Tama vtnaa menu a TaQ aTIR 1Aat ALL ffa..ffS 9M{L E iAI'IOm 1QSRFR aLLR r1Ali Alm m iTY.VD r� 10 a6DItATDr MO Qa6 Aln' laAai AIC AITLIIl ICR M pM[¢t VDL IQr E em m Vmt•R TI! VAITraVAL R gIIVm: mARrinlr ATT b1f64Ni@ mAiRAC1a1S FlmE:l aC mft ALL EA@f WALLS MC:T E AEalN14T EQAO la WWT M llaaS afTan r M Twat m TalaTa. AIo IIm E 1r6lAS AIR lA afTLiD E1Gl®fi aQii aff-L>D91a/ OfE: M 1A147a AE 2T M �t Ta AVm1 RIMm: Imm�1 A IQfA E VG 1 TA IODtS lAS CHAT SQN R/IDtT JMTAS (fEm{m, ltAVa1 T taRlE b ALTl1E tat 1TAa7a m R mI®R1mRa E 6'TA 1mA5 lAS MIlFgS E �aa01m ®>a EgIImAS AEOMlYO11E AMI6 E V a6TMdQm1 T a E ARYAB allLalmt CA{TiA mIAS L E Acm- GRmS ANIFIaIDSi Tel A1TeH10a1 lEVTI1 Am 6aQ1➢ Itaim ER,RTAtnlla E IIH1/!® UI lAaOam mrmAClmf E tt m twT W VK D�16tK m m T a Tom. T lc fl Alr nl llw-JA T G nR11® Mori E Y[ l� lttm3s E r6Mf E F,fAMAA 3UOmTaAMi OC f/l-!f!f� [VrtAa IAt ®AEt,�Ct RUM 'M INPA(X FM 1W SHINGLE ROOF 01 XA HEEL-4-3/1 2 PLUMB C 1 1� TYPICAL r SETBACK f CORNERSET LABELING AND SPACING V Reviewed for Code Compliant© Universal Engine@**' Sciences Total Truss Quantity = 75 1 Labeled End Mark General Notes 1) N pmN dwd wrow. Det bmtn and Bot 9W= here the t* d-d pm§* Pwkd 4— to be irmlafed Wm We ap. 2) N hergm m be S:ryam Hlma art® dtm:ae r to& 3) M trap qo* is 24' O.C. raim dheaix ndea 4) Par Iron Hate YmMde B094 romwad4m pmmwt X-Noft atnld be ,= at a ,,.&— tpocin 15' O.0 aaan the opm to be repooW at a mm®mn of 2C belaem amh X-b o Baagnt On etrucbn. Pie= mW to BCS-132 for any of fiord bmciV ddaL ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 X WIND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE = C USAGE=RESIDENTIAL. CAT H WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 Truss member de, j & wmectorplat= des�rgnaed for ASL'E 7-10 and maummn forces 6om both wrnpoaeats mdcladdivgs and mmn wind force resisting systems. • These trusses have bem reviewed to eaa} an additiora110q psf am<oacmreat bottom chord hve ]wd FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERING WALL KEY 06'-6' ® 0 L DESCRIPTION INIT. DATE iI� AtY M VAAtf Mr rx tav IArr Mara lfi0 \ I I CARPENTER CONTRACTORS OF AMERICA 3%0 AVENUE 6 N. W. WINTER HAVEN FLORIDA 33880 P1112NEr (800) 959-8806 FAX, (863) 2%-2488 oof BUILDER D.R. HORTON STATIMME PROJECT CREEI6IDE MODEL 1826/CALL/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/182ED,F/ 02 ALT DESQW I= M V/1018 COY LINO OTC 3306 TRINITY CIRCLE LOT 46 BLOCK DESIGNER PAGE RFS 1 DATE 33117 �N&3345O4R SC 1A4 "=1' ENGINEERING PACKAGE Builder: Lb HORTON / STATEWIDE Project: [7A::5:/j3�OCREEKS IDE 1 Y„ Model/Building: 182ED,F Lot Alt: 302 F 4 6 Lot: _ _ .�.... Block: � Unit: Address: 3306 TRINITY CIRCLE ........... ................. _............. ..................... ...................... ................................. JobNumber: N334504 :..................................................... ...................................... ....................................... Revision Date: New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 RHO1 Reviewed for Cods Compliant9 Universal Engum0ft &.;ieraces 11 ALPINE March 13,1019 'WOWCOMPMV Mr. Bob: Michaelis Car 6Me r`CO.htractois of Am6rida,inc.: 3900 Avenue, G-, Northwest VVinter.HEiVen, F I L 33880-6201 'Re: AlternatiV6 i6stillatioh&for a' sing"le''ply ' carried truss With a width less than Wood b . lockmg.to achieve full design .load 'value, for face- Ounted'hariger'.8tta chm'drit "'on ei.'one ply .supporting girder (Reference detail WA37-'02).. Dear- Bob., For a single ply carried truss with avidth less than'the hanger Width you can. ihstall;a prefabrcAted lack, 9'qab,trLjss.(*)..for: ,woo,d.'filler blocking:The chord size des, and Alpine, O6nn6otbrpWt6(s) to, .be the. same as the single ply carried truss'. The pr6fibridat6d jack scab truss have a. minimum Jength of 4W.and will have �a. minimum pitch. of.5/1 2.. The single. ply card 1 90 truss she(llbave:g reaction of 3,500# orles�s. Attach prefabdci3ted.jack:-sr-ab��uss�.%ufth.:iwo (2)rows bf,0_128'x3ff"Giin Nails at'2' Q;Q� per row; staggered V (;See.'FigJUre­:I bdldw). Pl6ase'..fefeetoIhe'Sft Simpson Strong -Tie Catalog C-C 2Q1.9; page 216 Figurp..3Jor more information: rigart., Fqva single g*16 p hatrequires ' ' d to,bd hlVe.'-fUll design load Value: for fac&-mounfed 1".,gitderl Woo y hangers -attach one wood: block to the back face of the :single: p d ply girder With the same size. and grade as thebottom.- chb girder.. wood block length to. - b6, such that the' Wbdd td,O - the ply'' rd6 The. k blocking extends to each adjacent'06fiel points �,(webs and b6tt6m,ch6rd intersections):, Attach wood block. with Awo:'(2.) rows; 'of 0`1. .1287 x3.0" Gun Nails at 0' 0,t., per row, staggered. . 3. 0 ":applied to the 67$Q'Forum Drive Suite 305, Qdarldoi FL 32821.7 (800- 5'-97.9.0.. 21 (86.. www.alpi'neitwxam ALPINE ,mawcosew single ply -gird . er-facewithan additional (20) Q.,128"?,3.O '.."p!jn:Nailsateac -panel '.point applied -to 't-ho, Wood. blo fz4de (See Figure below). b6f.) Please refer to thO Simpson Strong -Ti ohg6 Catalog t4log C�0'201.9i -pag& 21.6, FjOre. 1 for M­01're irfirm"ation. ivupel:.. : 2. ....... ... ...... . ... .. .......... ....... . . . . . ... ........ ... ..... ........ ­­1 .......... . ..... . - ------- ..... ........... ... .. .... ..... . . ..... The -application cif-or6f6bri'c''atedj"ack-''scab truss fb'�,W6odfiller ,bi6dkihd.brwood :blocking to; achieve full design load value for face -mounted h6ngerp Must be approved by thehardware manufaciu pren: All edge. -and end distances, and spadingif all hail bbnnebtibrig Mutt. be suffidiont.to 'proV.6rititplitting of 'Wood. If I can;be-of any fU.rther ass.isiance.or if you have any questions. please.g(ye me acall. H STATE Of VVIIIIaM H. KrICK-F.b. Chief Eh4jin6er Alpine -an IT.W Company Engineering Depa,rtm,eht Qrlqpdo; FL 6750 FoWft DfiV6 SUite(305,:O'r'1arid6, * FL 32821 - (800)521-9790 - (863) 422-86,95 72 iw ALPINE MRWCOM~ April 26,2019 Mr. Bob Michaelis. 611s. Cgrpeoter Contractors of America, Inc. 390.0 Avenue'Q, Northwest Winter Haven, FL 33880-6201 Dear Bob, Rd- Strori'dbabk bridging, on 'roof trusses. I understand -there is some concern over our recommendations f6r.§trondbAdk bridging on roof trusses: 9 %ran back bridging for roof trusses is not a-req4irPmontqf ANS.kTPl 2014, nor is it a requirementof the, Building Component Safety, Information (B.C.81).. .But strongback bridging on roof: trusses is recommended by Oarppht& Co'htractdrt. of America' �Str6hgbaldk bdddihg .serves the: following two; functions:. One, bridging aligns the bottom - qlio!-ds ;after they are. set so they are uniform along the ceiling line- and .�'e:ip's"w';ith"ce"ilin'g' .sery ic_eability TWoj briogi.ng, reduces eefativd deflection :6f adjacent, tr"Usse"&, Strp.ngback: biridg'ing".does not: prevent or reduce overall iddiViddal deflection, especially any r66fthkses. __..Oqf ectj qr an 1/4" ----------- . . .... ..... .. ... .... ............. .. _$irpngback- bridging in roof trusses does not serve -6s temporary'. .6r p6tmari6h.t bracing and is. not. inten"ded i8.- dJsW64,,uiO. or share des' loads, trusses. Consequently, . . *no desi . gh loads h designoa, s have been accourited-forWith this detail and dontihUbLis-.strohgback.btidgihg'should notb6,atta*c'hdd b6twe6h: common and.girder frusses.. The. use of stroqgback bridging- shall not.inteffere with other- de Sign considerations as specified .iy'ffie Engirfebr.'of Record dr.the* Building Designer. The outer ends of the strorigback bridging .s .1 hal I i be; attached,. . to. a wall or another. secure end. restraint;. or as,specifi16d`bvthe En'diheer of Record'or'.thd BUildind.Db§jjh6r. Stronba'g*ck- bridgin-g'shall. be *a- minimum of 2x6 norbinal lumber oriented with t'he depth Vertical.Attach . With f !xI*51 nails at. each intersecting member.. When -extending the :common nails (0J6Z batbridging:� sttang k bridging overlap, by -at a-.,minim.um.pf.tw.o.tr.,uste.s.. The location the�. �trongback maybe specified 'by the Truss Manufacturer,, Ehbifiebf of Record, Of Building Designer: Please refe'-to BCSl 4 St . rongbackjqgProvisions" detail form -graphic- qreinf6rmaion.The shoWh (Fjjure- 1) is -fd( e I :g der 6 illustrative purpose only, 876.0'Fbrum Drive:guite 805, Qr%ndo; FL 32821* - (800.) 521-9790.- (863) 422-8685 Www1alpineb4coo ALPINE-A.Mur—.— Figure.l. If Lcan. be of any fuirthbraissid.tar1W orl if ypu,hekVeViy qgpitions, pl.ea.s.e.:giVe. me acall, Na. 70861 William: H. Krick. O.:r-' S STATE -0 Chief'E-p.gih.eer Alplhe an ITW.:Cqmpany OR 10 ;9/n Department '�,k4: Engineeringupo .. fly Ofhanda, FL. 32821 6760'Forum Drive sblie.30, Ddihd6-1 FL 32821 - (800) 521 9790,- (863) 422-8685 X111 2,11 zf_lf. M, STRONGBACK BRIDGING''RECOMM,ENDATIONS BUTT.STRONGBACKOGETHER --AIL scab7­on blocks sihall..be� -a. minimum, .'9­x4' 'stress BRIDGING T grqded lumber,' Am-All, strongback bridoling, qnd, bracing shall biz::a mInIhum 2X'6 'stress ; grq6I?0 iymbe;r­ 4, o-The P'urpose of strondba.ck:.brldbing, Is to' ATTACH SCAB WITH' 10cF:BDVGUW develop load sharing betweeq'indiv&tbJ trusses,;2*6. (0,28'xZOI WAILS IN-2 ROW`S`Af -SCAB 64 r0s. ,ok�lng In a �owirai.( ihcr4ds the NOTE, :IN LIEU SPLICING AS SHOWN, stifPness•:67P.:- the. floor. sys+-erri, 2>c6 LAP; BRIDGING HEMBER.T FOR',AVLEAST ONE.TRUSS'.SPACING backbrin strong- dging,. ',posktIohecI-;dLs--.sh­Q'wK I STRUNGBACK BRIDGING :SPLICE DETAIL .details, Is recommended at. 10' "a`:O.c. (MO;X,) Details I and .2..'oxle 'the �preferr.061' attachMeht methods . . ::. - - ' . . . pi ­.The terms "brid: In I vid are. Sometimes . Q.-9 ATTACH STRaNGBA6k To "WEE V/ 1(3) 10d COMMON mIs.tQkenIy: -used -inter change�ably. -.oLdhgl is n . CL '(0148fx3')-._NAIL4.'OR lmpbrt6ntstructuroL req'P!rL meht ofanyfloor ..(4),10d -BOXIGUN 28FXI0'), NAILS or roof system, Refe?-' to' the w'Truss. Design O. Drawing (TPP) for the;.bracing requi?`6ments for each individual truss component, `Brldglnq�' particularly Istron-gloack.bridging' is :a o rec6miiehdatidn for ia'truss system to help contr9l.Vibration. In: addltlo*n� to: aiding.. 'in -the; distribution of. p616­&n' adcent truss, strongback bridging. serves� -to reduce bounce or residual vibration: 'resulting; from moving point ldqdt,.:5Uch as foo.-Esteps. The performance: of all *floor -.systems -are enhanced by. the. Instalta-tion of s+ronigiback brIdgft and recommended by Alpine. For, additional Inf.dtmatl6h t,ebqrdIhg strongback bridging, ref6r to BCS1 GuILdling. Component, Safety lnformailon5. STRON611ACk -BRI%'IN6- AITANMENT ALTERNAT IVES No.. 70861 AN MCOMPAW jo= "U.1 aai 13723 Rlviip" ady, IF Suto 2M Maryland wotsim. GW3: 2 > .LL: P$F F PSF j L Psr- P 9F PSF ......... .... •06E fele.v ..Ir •OA,�ETS OF NXT UXAL. WPETORMS N 0-- D SHORIN-4-G ..W.1v[ N, E -ETA ITL --mmunca); 14TRATZ0 LO 11 NSTIQU AL.- ROY c L F e q �A , . . . .." .71, N OV: SeE -APPROPRTAI 1: :A :'tlliiko-- PLATE'S AND.- -OTHER VATA 007"SW -Mq4t`.:- :NOT IA L. Af 0 0 -Alm ANST. L v0so 60�-- 1;2: P01112-M PfT,,gFl;x--A X j IAL AMU L 1 Ea TO., OF , 8U PUEOr g0r. �phuvoq. Al b o&. ry. u k' 38 i--'0,­- 0 mum - EN.. TF yl DAW ntiL 30-74 #= - ca C:F4 s—__N:., e,r, ,:;, •t,:,+,^,tip b ,. -.�— —� Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valid only for single ply trusses with 2x4 or 2x6 broken members. No More than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detall. (B) = Damaged area, 12' max length of damaged section (L) = Mlnlmum halting distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Applyy one scab per face. Minimum side member length(s) = (2)(L) + (B) Scab member length (S) must be wlthln the broken panel, Nall Into 2x4 members using two (a) rows at 4' o.c., rows staggered. Nall Into 2x6 members using three (3) rows at 4' o,c., rows staggered. Nall using 10d box or gun nalls (0,12810', min) Into each side member. The maximum permitted lumber grade for•use with this detall Is limited to Visual grade #1 and MSR grade 1650f. This repalr detall 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 tle-In loads, L we Wesi-- L 4' o,c �Typlco. ~ + O + 0 -i O + 0 O + O + O + O + St2' agger + = Back Face lOd Box (0,128' x 3', min) Nallsl 0 = Front Face 2x4 Member - Double Row Staggere 2x6 Member - Triple Row StagAere, Member-, Repair De-taR Load Duratlon = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force. Members Size L SPF-C HF DF-L SYP Web Only 2x4 12' 620# 635# 730# , 8004t Web Only ! 2x4 18' 975# 1055# 1295# 1415# Web or Chord 2x4 24 975# 1055# 1495# 1745# Web or Ci ord 2x6 1465# 1585# 2245# 2620# Web or Cilord 2x4 30' 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36r 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 43950 4500# 5225# 5725# Web or Chord 2x4 .48. . 3460# 3540# 40.70# 4445# Web or Cord 2x6 5165# 5280# 6095# 6660# Nail Spacing Detail s1FV61■2 READ AND FOLLCV ALL NGTES ON THIS PAVINGI 1fgMPdtTANTm URI➢SN THIS ➢RAV➢IG TO ALL CWRACTDRS INCLUDING TIE 19STALLERS. Trusses re.4ulre ewtrene eve h fabrleatlna, handllp, ship pYw Inetall4n and brachiz Refer tf fallow the Iatw■t reliion of USA ®ulift Cc porrnt WAY,,rnatlon, by TP! and SDCAf for s. oroetkes prior io pwrarinp these fundlona installers ■hall provlde tenpororyp �braeln per l IkAess noted otherels4 top chord shall h►vf properly attached structural sMatMrp onri Batt. y shall have a properly a11¢e1Ad rlold ee 1. Locations shorn for prrnanent tat.ral restraint of n shall have braInstalled per =1 sections,33. V or 7I0, os oppllcebin Aooly plates to each of truss and VVas tkn as shorn above and on the JaIM Detolls, unless rote otherwise. Refer to drawlnas I6CA•Z for standard plate positloeu. Alpine, a ciNlslon of ITV euidnp Conponrnts Group !na shalt of b rurslble for ¢ devlatl AN ITW COMPANY th� drawing, any tollww to bua{d the truss h eon7wrance wh MSFRPI I, x for hand%D, sWAI hst¢llatian L'Wealdo of trusns. A swal'm this cKft or cover poppee heating this drowha. IndimUs acceptance of profeswknal .r ol= nA solely few iM 0 shown. TO sult¢bnty and use of Ve draslno 13369Lskehont olive for any�siruetwe k the rnponsLAlty of 'tThr A1lmnD DeslpMer per ANS1lIPI 1 Sect. EtAh cKy, MO 03045 ►or non Inforncthn see this Jobs Denaral notes ppacae gild these web sited ALPINO wvw,elohNtw.conl TPI: www.tabrlt,arsl S3CN owebclfl(lustryaral 1C7 wwrJcc■afe,arR L Dstance L L L l Nlnlnun ➢ L !Distance L M L Distance Mlntwn D REF MEMBER REPAIR i DATE 10/01/14 DRWG REPCHRD1014 t 4 13 II SPACING 24.0' MAX IP` '' • Il'tr'Y`jjj{I' f{I . ........... •olaki,60.id— �ifi,jmlti L YCKINa 5TRU','qs. UNDER VALLEY -FRAMING TR=; VXL�E[Y RAFTER.OR RIDGE Purirw Ikaporz� 24*il tld fOO *CrIppIeb,,4'-V`Idr-30 psf (TL)arid 26 p 41ts OF -A, Wwt• paaWt50-crio S v�. pdF:f9rsooh ro. w'staft§ fromthovalleys braloopers T6 -iqdl;WelnWaidtofd:,rfdQ. are stag§Gf * V.tweqg WS,. .2- v O.C. (Typ) jd tF omcut'kkEI- Ali -TO. VALLEY RAFTER . . -4rl -z T jiIOGE BOARD (2xi) vak'Ay II SPACfNQ .(�NfiG14 BEAM. -EVERY MR0. RAFTERS at'i'lha n Eff.e:cCri.of'r(6 t ng shed(hinb proV ' l6war-i -Maximum holght; 30-foeL jCS mphi.Endbl-ed, C at* 7 p gyq)fTumorAsw nippiunclok-d Ali TrWOWFOW PILAN. . by-vi*,S) rv9. 0006"'kfl-4n P66cluirement. - Notes 4 isdtdi�dalW- 7- 4.10,to&6TIS 3. -51deodi td..tnws, 43:ed tdd-Aalls Al4ga-'bohrelia r.00f bldck 416dtoe-TMs .R,��-AS'RE�CDAQRVJTC�i .7. -R*,dje-.bq2frYi io.trjj,�s. S. 4ruflid to. no). Trs�vf0., g! .10. Truzvtdi�rlpplg'. SUEEPERSARE USED) 4 16dtde-nalls. tk.g. NOT NAILS p =U iA Z �k 5, A) 9.*6 '-Sb 46 54 Rigr ATE VA 'TC DL 10 ZO 7 -? DATE' 10 -B -o 0 0 DRW.G BC- LL 0 .0 Q 0 —50 47 6 Ci R, ABOVE nails 5. ,eajth slapper.A.trAm LS o t I Simpson Strong -Tie" Wood L40 nstniction Connectors '', . I i Face -Mount Hangers - I -Joists, Glulam and SCL g � , These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 0 0 IUS2.56/16 21/2 x 16 MIU2.56/16 U314 HU316/HUC316 2•/2x18 " HU316 / HUC316: '' " 21h x 20 MIU2.56/20 21h x 22 MIU2.56l20 to 26 29A6 x 91/4 to 26 MIU3.12/9 _ 3x9'/2" HU210-2/HUG210=2 MIU3.12/11 3 x 111A HU212-2 / HUC212-2 Min. (14)0.148x3 - 70 11,660 1,8051 1.805 11,425 1,555 1,555 • - 2% 16 2 Max. (16)0.148x3 I - 70 1,805 1,805 1,805 1,555 11555 1,55i> • - 29/76 157A6 2'/2 - (24) 0.162 x 31h (2) 0.148 x 11h 230 3,455 3.920 4,045 2,970 3,370 3,480 • ✓ 29A6 10'/2 2 - (16) 0.162 x 31/2" (6) 0.148 x 11h" 970 1,945 2,205 2,375 1,675 1,895 2,045 • ✓ 2%/ 14% 21/2 - (20) 0.162 x 31/x (8) 0.148 x 11/2 1,515 2,975 3,360 3,610 12,565 2,895 3J10 IBC, • - , N6 --:177/is , 21/k: `- ` (26) 0162 x 3 W `(2),0.7 8 x 11Jz " "23D, 3:745 4 04ra. 4 045: "3,22D; 3;480 3,480! FL LA • I - 129/'61 19346 121h I - I (28) 0.162 x 31/2 I (2) 0.148 x 1112 1 230 14,030 14,060 14,06013,465 13,49513,495 29AG" wide Joists use the same hangers as 21A" wide joists and have the same loads. - ,JB O."�'76 _- G'12 i1VitlA. tIDf.V.IVL .�J%2a _�IU)-UrlY04 J" 'i FC?J L,UOV JtULU U,LJUk L1JUJ L,UUJ:L,DUUIBC, • - 3% 111A 21/2 (20) 0.162 x 31/2 (2) 0.148 x 11/z 1 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, • ✓ 3'/6 1N.6 21/2 Max. (22) 0.162 x 31A (10) 0.148 x 3 1,795 3,275 3,695 3,970 2,820 3,180 3,425 LA = nws.[ono • _ Max. (26) 0.162 x 31A : I (12) 9148 x 3.' 1 ram• 3;870 4,365 4.695I3;330.'3,755 A40' 3'/a glul3m' "HUCO210 2-SDS `: 31/s "9 3 . ;- (12)?/4'' x 2'lz',' SDS (6) ;4;x Z;h" SDS ;2 3 t.. , ,"7 „ ,�1 1 ',6v0 3,?-C 3 7".0 HGUS3.25'10 -" • 31/4 861 : 4 -- �(46f"0162x31/z= ,(16)0"1i62"x31x „ ,095, 9,10�0 910D; ;910Q _7,825 7,825 7825. _ HGUS3 25/12' ' • 3'/4 10% 4- - "(56) A62 x`31h �'(2%0.162-x 31A � 040, 9:900 9 400' 94 8.085 8,085 8,085' LGU3.25 SDS • -: 3114- _ 8 to 30 4'k l :"L- , x (1611La`,`2'Jz'"SDS_) (12) W7 x-2'/2" SDS 5,555" 6,720 t 310" 1,3; G 4,840, 5.2E 5 ,265 HHUS4fi - 3% 51/6 3 - (14) 0.162 x 31/2 (6) 0.162 x 31/2 1,320 2,785 3,155 3,405 2,395 2,715 2,930 3'/z x 51/4 HGUS46 - 31/6 41A6 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/x 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48": •' • -. ;3 h6 -61§116 ' . 2 - ":(6) O'.762x 3'/z=. , (6)-0162 x 31/2 ", 0, ,1;595, "1 815 ;9,60 1;385 1555 1,680= 31/z x T/4 " HHUS48 - • • - =35h . -,T%' > `3 " - . "(22)" 0.162 x=3Y2` (8)"0:! 62 x 3'./z '1,7$0" 4,210 4 770. 5, i 40 � 3,m 4;09b 4,415, FL IBC, FL - .. ,.nUUo40 - _ - '1 3 A" "1716 .'1 I'-- (JD) U.IDL X 3 %2_" 11 CJ U.I DL:x a %2, J,L3D "4UU /,'FDU I D"t i:o U,'+LD I'U,9 ]a, IUS3.56/9.5 • - 35As I 91h 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 1 39ti6 813A. 2% - (16) 0.162 x 3'/2 (2) 0.148 x 11/2 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 ✓ N9 83/e 2 - (14) 0.162 x 3'/2 (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 • - N6 8'5/16 2 ) - (8) 0.162 x 31/2 (8) 0.162 x 31/2 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 • - 3% 9 3 - (30) 0.162 x 31h (10) 0.162 x 31/2 3.565 5,635 6,380 6.44514,845 5,486 5,545 31/2 x 9'/z i HU410/HUC410 • • . V 39ti6 85A 21/2 - 36 0.162 x 31A ( ) 12 0.162 x 31h ( ) 3,235 7,460 7,460 7,4 6., a 16, .15 6,415 5 0,41., HUC0410-SDS • • - 39A6 9 3 - (12)1/4" x 21/2" SDS (6)1/4" x 21h" SDS 2,265 4,500 4,500 4,500 3,240 3,240 3,240 HGUS410 • • - 3% 9'1A6 4 - (46) 0.162 x 31h (16) 0.162 x 311 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, LGU3.63-SDS • - 3% 8 to 30 41/z - (16)1/4" x 21/2" SDS (12)114" x 21/2" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS - 35A 9'/4 to 30 41/2 - (24)1/4" x 21/2" SDS (16)1/4" x 21h" SDS 7,260 9,450 9,450 9,45016,805 6,805 6,$05 " MIU3.56/11 • - 39t6 11'76 : 2'/z"� '- (20) Q 162°x`3Yz �:''. U414" - • •.' •✓a 1 36 =-10,�`, " 2 - . (16) p.162 x 3'A =" HHU8410 • •' -.::34 9;;-'-' 3 "�y„-= (30)0.162"x31A'" HUS412 •' ="�'3956 _-=�0'yz: 2 - �(10)(l162z31h ' 312 x 117h HU4121 RUC412��', . ' "• • 39rs 10 e 21A' Mil. .;(16) 0162 x 3'F =�•- Max. (22)"0.162 x31/z H000412 SDS • •;� =" 3gti6 11" - (14) 1/4" x 2W.SDS"I:' HGUS412. ". • •;� - 3 /6 '10?hs 4 ' . - '(56) 0.162 x 3?A ;.:'`: LGU3.63-SDS - • - _,= 35/6' 8 to=30 ` -41/z. �= (16)1/V x 2111''SDS MGU3:63-0S , •'I - ` 34" 91/4 to-30 41A (24)1/4' x 21,O SD&I HGU163-SD9 • •"',E ` ,34 11ao 3D 41/z f 146 See footnotes on p.150. a THA/THAC Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4' from the edge of the top -flange members. For the THA29, nails used for joist attachment must be driven at an 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 35/s" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart for ,422 for 422-2 426-2 THAC422 Face nails Top nails per table per table 2r�/4' N .` ±> E c r' nY� THA29 THA418 a Double 42— 2 face nails Use full table value (total) Single 4x2 — 4 top nails See (total) �- nailertable �' Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of headE ® m Double -Shear j Double Nai6ng Dome Double -Shear Shear Side View; Na 6ng Side View Nailing Do not (Avertable on Top View i s = bend tab„ some models) Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation ryNn.ar r nnca Top Flange Installation 'er to tnote 5 p.187 I 186 THA/THAC Adjustable Truss Hangers (cont.) M These products are available with additional corrosion protection. For more information, see p.15. 0 Dimensions Fasteners DF/SP - SPF/HF -_ (inJ Min. ,Min.:,',, = (in.) Allowable Loads Allowable Loads Model Ga Top Header `Uplift Code No W H C, Flange Depth Carrying Member Carved U,pLft Floor Snow =Roof / Wmd Floor Snow -Roof / Wind Ref. : " (in,) (m) Member Top ... Face -... (160) {100) (115) (125/160) (i60) {100) (115) (125/160) THA29 18 15/a 91IA6 5% 11/2 — (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 1 525 1,750 11,750 1 1,750 450 11330 11,330 1,330 27A6 — (4) 0,148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2,610 2,610 2,610 450 1.935 1,985 1,985 THA213 18 1 % 135A6 51/2 2 — ' ;,(4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/z � �.— 1 z z0 1 460 � _1 460 : 1:110 ":,"I10 110 , THA218 18 1 sh 17% 51/z 2 — (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 1112 — 1 460 1460 1460 — 1.110 1,110 1,110 IBC, THA218 2 16 " =31/a 171%6 8 2" (4)-0:1fi2 x 31/z, (2) Q162.x 31h (6) 0.148 x3 " = 1,L66) 199a 1 995 4919 1,510 ;a15 FL, THA222-2 16 31/a 22% 8 2 — (4) 0.162 x 31/2 (2) 0.162 x 31/z (6) 0.148 x 3 — 1,960 11,995 1 1,995 — 1,490 1,515 1,515 LA THA413 18 5a 3/ 135A6 41/2 2 ". - :(4),0148x 3 ` (2) 0148 x 3 4 0148 x 3 (4 1 30 w,. 1 alp ,;1 o�r1 „ _ 1n5 1,165 - ',165 THA418 16 3% 171/2 71/s 2 — (4) 0.162 x 31/2 (2) 0.162 x 31/z (6) 0.148 x 3 — 1,960 '1,995 1,995 — 1,490 1,515 1,515 THA422 ; ` "i 6 `�,35/a 22 77/a ' 2 (4) 0.162 x 31/2 (2) 0.162 x<31/2 ,(6) 0:948 x 3 — " 1 <�a 11J � " 1 0.5 4 i 515 -..,51 n THA426 14 3-1A 26 1 7% 2 — (4) 0.162 x 31h (4) 0.162 x 31/z (6) 0.162 x 31/2 — 2,435 2,435 2,435 — 2,095 2,095 2,095 FL I (4) 0.162 x 31/z (6) 0.162 x 31h — 3,330 13,330 1 3,330 1— 2,865 12,865 1 2,865 Face Ntount(MiitlInstallation, (16) 0.148 x 3 (4) 0.148 x 3 525) 2.265 2,265 2,265 450 19511 '1950 1950 (14),0.148x'3 "(4)0.148x3° 247" 730 761 2.101 2105 ,. (18)0.148x3 (4) 0.148 x 3 855 2,450 2,450 2,450 '735 2105 2105 2105 22) 0.162 x 31/2 (6) 0.1`62 x 31/2 1$55 C:iib ,,1,31fi ;< 0„ �- 4,595 2 g40 f,845 2,84 'IBC, FL, THA222-2 16 3% 122,Yi6l 8 1 141A6 1 (22) 0.162 x 31/2 (6) 0.162 x 31/z 1,855 3,310 3,310 1 3,310 1,595 21845 2,845 2,845 LA THA413 "' 18 13% 1Ns 41/2 — =13a/a — ; '(14) 0;148 x 3 (4)"0.148 x 3 5 045 2 34 ;(? 4hv -'35 1 7c^0 THA418 16 35/a 171/2 7 141A. — (22) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 32310 3,310 3,310 1595 2,845 2,845 2,845 THA422 '" 16 `34 22 77/a — - i4hs — (22) 0.162 x 31h (6)0.162 x q'h 1;855 1310 :3,310 ;ia 10,:; 1595 27845 2,845' 2,845 THA426 14 35/e 26 77A — 1611A6 — (30) 0.162 x 31h (6) 0.162 x 31/2 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA422-2 14 [ 71K. 221% 9-Y4 — 16a/is — = (30) 0.162 x 31/2 (6) 0.162 x`31h 1 855 5170 5 520 t5 520 1,595- "4,445 4.7451 ' 4,745 FL THA426-2 14 7114 261tis 9% — 18 — (38) 0.162 x 31h (6) 0.162 x 31/z 1,855 5,520 1 5,520 1 5,520 1,595 4,745 4,745 4,745 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h° min. top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148` x 11h° nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to The face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Ooist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear na ling tabs or slanted. 7. Fasteners: Net dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. 1'be double -shear hanger series, ranging from the ligh capacity LtJS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Naifing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear j Nailing Side View (Available on some models) IF 1' for 2x's 11Ae" for 4x's a .W 1^ G�W B LUS28 HHUS210-2 MUS28 Cw a o a D e ° a ¢ a' ;i {( x D 2� HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) i O v d C C O V N N 3 a m t,4 a LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) d 1. See table below for allowable loads. I Model o No. Min Heel Height Ga Dimensions"(in) Fasteners W- H� B Carrying PAember Caned Member � Single 2x Sizes UJS2.4 LUS26 -2s'a /a 18 1 •fib' 311a '- ".1'/a `(4} 0.148 z 3 "' �(2 j 0.148 x 3 l sls"-al4 �4) Q.148 X 3 (q) 0,148 x 3 - MUS26 41%6 18 1'A6 5IA6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 41A6 16 1 fife 53/a 3 (14) 0.162 x 3'/2 (6) 0.162 x 31/2 HGUS26 - 49fis 12 '- :1 %% 53/a 0:162 LUS28 43/i6. ="18 1Otis 66 .,°13ta (61Q148x"3w ;"",(4)0:748,x3,;.: MUS28 06 18 19A6 673/is 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 16/e 7 3 (22) 0.162 x 3'h (8) 0.162 x 3'h HGUS28 6 9A 6 12 15/a 7 ,a 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS210 "": " " 4Ya 18 1 ?5e- ; 713hs ,!-(4) .0.148,x 3 '; HUS210= 8s/6 ; 16 15Is 9.... 3 �„ .(30} 0.162 X'3'Iz , (10) 0562x:3'h" HGUS210: °•. 89f6 12 15/8 ~; 91/a ",''' 5 , (46}'0:362-x 31/z (16) 0.162 X 31h Single 2x Sizes 0 Ik 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 -Drive® SD Connector screws. See pp. 335-337 for more information. 1,070 1,150 1,475 1 865 635 725 1 785 1,000 1 IBC, FL, 1 �6n i ."'fit ifn 1 =,Rn11, 'A .1:mmn'.- 1 s ` _. ? ^I LA 1,150 1 2,350 1 2 660 1 21780 1 4780 850 5;170=- 5,390 ! t£7o 4;690'1 ; 5,220;, (.,,5,390 F 5(390 ''80 ' : 3,225 3;610 - `3,870= i "3,985 ! IBC, FL 260 1,350 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 9i5 2125= 2 z 5 ; .. xjc0" ' 1,875. 2135'`. "'2 255 1�2 1,150 f 11,276 T455- _ 1,57 „ 3 .a IBC, FL, LA 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 A f 5:1:, 7? ;� , ;',7,7�x. . Z,275 °"7275, %1; 25 3?�70 ",;3,820a„ 3,915) 4,250j IBC, FL 530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, 2,33f ? 450-= LA 100 ",100 9,100 4090 9;100 9,100 1 91011) 9,100 1,545 6,340 6,730 61730 6,730 IBC; FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45° • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute 'side apecuy anyie Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 194 LUS/MUS/HUS/HHUS/HGUS These products are available with For stainless Is additional corrosion protection. ® steel fasteners, For more information, see p.15. see p. 21. SS° SS a 6 Many of these products are approved for installation f with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Model Min. Dimensions (m) �� Fasteners (in.) DF/SP Allowable Loads SPF/HF Allowable Loads. 1. No. " • =' Heel Height Ga. W H "" g Carrying- -; -; ..Member " i Carried Member Uplift :(]60),(100)� Floor Snoty (1i5) Roof (125) Wnid{ {1601? Uplft' (160) Floor {i00)" �, Snow `(115) Roof (125) Wind (960) Code . "Ref. Double 2x Sizes LUS24 Z, 21/a'' 18 31/s; 31/e i 2.'; (410.162 x 31h -(2) 0.162 x 31h 1.800 , 905 , K 980 1,245; 355 " 690 780, " 845 1,070" LUS26'2-' 4 N,fi: 18 3�h " 47/e .`` 2 (4) 0:162 x 31h"', '(4) 0.162 z 3'n 1;i)4 1,030 ,1„170. "1 265 1;595 '910 - '885 ,_""1'065 -1 090 1,370' HHUS26-2 45/ie 14 35/Is 5% 3 (14) 0.162 x 31/2 (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 49/is 12 35/i6 57/ts 4 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 LUS28 2 49A6 18 ' 31/a 7 ;: 2 (6) 0.162 x 31h (4).0.162x 31/z 1 rJe 1315' 1 490 1 `610 2 030 '910 . `1130 7,280 1,385- 1,74'5' IBC, FL, HHUS28 2 69hs 14 35/6 7Y4 3 (22) 0.162 x 31 z (8) 0.162 z 31h 1 F0 4 265]A-8 b 5155 5 980 1,515 3;670" '4,135 4,435' .5,145 LA HGUS28-2 :: 6%o 12 35A6 73tis :4 (36) 0.162 x 31/2" (12) 0.162 x 31h 3;235 7460 7460 7460 7,46Q 2,780 6,415 '6,475; -6,415 6,415 LUS210-2 67/6 18 3% 9 2 (8) 0.162 x 31/z (6) 0.162 x 31/z 1,445 1,830 2,075 2,245 2,830 1.245 1,575 1,785 1,930 2,435 HHUS210-2 83/a 14 35tis 87/e 3 (30) 0.162 x 31/2 (10) 0.162 x 31h 3,550 52705 6,435 6,485 6 485 3:335 4,905 5,340 5:060 5190 HGUS210-2 81A6 12 35/i6 93A6 4 (46) 0.162 x 3Yi (16) 0.162 x 3% 4,095 9,100 9,100 9,100 9,100 3,520 7,460 17,825 7,825 7,825 Triple 2x Sizes HGUS26-3 - 4?A6 ' 12 41Yk /2 '51" ' 4 420) 0.162`x'31/2; (8) 0,162 x 31h 2155 4 340 4 850 .5p170 5 575`' 1,855 '3 730 4,170 4,445 4'795 IBC, FL, YGUS283�`'613/e 12 4s T/a' `4, .(36)0:162-x31/2= {12)0.182x31h 3,235. 7d60- 7460i7,460 746a .. 2,780 6,415_ 6,418>,6,415 ,6,415 LA HHUS210-3 83/9 14 41AG 87/a 3 (30) 0.162 x 31h (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 814116 12 415/is 91/4 4 (46) 0.162 x 31/2 (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212-3 105/a . 12 4i-6 10314 4 ` (56) 0.162 x 31h (20) 0:162 x 31h 6,615 13()45 „ 4� 9; )4r :9,045: 4,900" 17;78 i.80 7.i84 7;7$0' IBC FL, LA HGUS214-3 12% 12 415A6 123A .`4, (66)r0.162x31ht (22) 0:162x3112 5;695, 10,125 10,125 10125 10.,125 4,900- 8,190 -8,190, 8,190' -8,190 Quadruple 2x Sizes HGUS26.4 " • 51iz" 12 6s/a 57/s, "4 {20):0.162 x'31/z 8) 0.162 z 31h 2,155 4 340 4 S50 5'170 5 575 1,855 3730 4;170" 4,445 '4,795 IBC, FL, HGUS28-4 71/4 12 69A6 73A6 4 (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 16,415 LA HHUS210-4 83/a 14 61/8 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 31/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210,4` 91/4 12 06 9�/is `4 (46) 0:162 X 3'/z f (16) 6,162 x 31h '4,695 9 IOQ 0100 ,9100 ,9,100 3,520 7 825 :7,823" ,7,825 ;7,825 HGUS2124'-" 105/8 12 " 69A6 10% 4, '(56) 9.162 x 31hE (20) 0.162°x 31/2 ,�,F, r I i is t;•+a ,g,(l45 9:( trrx k.1(}0 '1 ft30 17• O 7jI80 t,78Ci' IBC FL, LA HGUS214-4' 125A - 12 69ha 1125/ , 4 - (66) 0.162,x 31h' "(22) 0.162 x 3/h 5;695 10,12510,125 10,125 10,12'5 4,900 8,710 ; 8,716; 8,710 _8,710 4x Sizes LUS46 `" 43A 18 39A6 43/4 " 2 '(4) 0:162 x 31h '(4) 0.162 x 31/2 1;061 1 030 ;1170i :1;265 1,595 910 .`885 ` 1,005: 1,090 '1,370' IBC, FL HGUS46:' 4346 12 3'7s 47/is ;4" (20),0.162 x 31/2 (8) 0.162 x 3% 2,155 4 340` 4 850 15;170 5 575" 1,855 3,730 4,170 4,445, 4,795 HHUS46'- 06' 14 •3 A '5,�Y,6 3:, '(14) 0.162 x 31/ (6}0.162:x 31Ih 1 z 1 ',2,830"3190,E 3;415 4 250 1 J35' 21;435 2,745" 2,935 -3,655 LUS48 43/a 18 39/,6 6% 2 (6) 0.162 x 31h (4) 0.162 x 31/z 1,060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 61/e 14 39/�s 7 2 (6) 0.162 x 31/z (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 HHUS48 61/z 14 35/s 71/e 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 1,760 4,265 4,810 5,155 5,980 1,535 3,670 4,135 4,435 5,145 HGUS48 67/16 12 3% 711A6 4 (36) 0.162 x 31h (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LUS410 ,61/4. 18 3sfe 83/4 _'2(8)_ 0,7162 X"31J2'; (6) 0.162 X 3 1425. 1,830 075 ,2i245 ;2,830, 1,245 175 785 1930, 2,435 HHUS410 83A 14 36A 9 . -`3 1366,1 x 312 (10) 6.162x 31h 3;550 5 705 '.6 435 o; 5s 6;485. 3.235' 4,005 .5;535, o, 5 75 ,575' HGUS410 = 8346 12 3% 911is " 4 ,(46) 0162 x 31. (16) 0.162x 31h 4,080 9100 9190 9,100 9100� 3,520 7,825 '7,825� 7,825 7,825 IBC FL, LA HGUS412 10346 12 3 A 107/ts 4 (56) 0.162 x 31h (20) 0.162 x 31h 5,695 9,045 9,045 9,045 9,045 4:900 7,7.80 7780 7,780 7,780 HGUS414 117/us 12 3 % 127tis 4 (66) 0.162 x 31/e (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes HGUS7.37/10 87tic 12 73/a 8°fs ; 4 46"'0'.162:x31h ( ) _ : • 1 (16) 0162 x 3 /2 3,430 9 085_j 9,095 �;9 095, =6;095' �2;950- .7,820 7,820 7,8201 7,820. 'HGUS7.37/121, 107tie" '12 73% 10% 4 ;(56) 0.162"x 31/z' ,(20) 0.162 x 31/z 3,835 9 295 9 295 E.9;2959,295 -3,300 ,7,99a'r7j% :7,995 ,7,995` FL HGUS7.37/14' 7 11 tis 12 a 7•%. 129/is ,�4 - 66):9,162.x 3Y2 (22),0.162x 3 h 5,080 10 50010 5D010;50010,500 4,370 9 030- TO' 30 9,030 9,030' 1. Uplift bads have been increased for earthquake or wind loading with no fwlher 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 ANSUiPI 1-2014. Simpson Strong Tie" Connector Selector" software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h' nails in the header and 0.162' x 31/2" in the joist, with no bad reduction. With single 2x carrying members, use 0.148' x 11h" nails in the header and 0.148' x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Simpson Strong-TieO Wood Construction Connectors Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is %" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge $0 Finish: Galvanized L Installation: V C • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling V round and triangle holes for maximum values N • See alternate installation for applications 3 using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: a HTU may be skewed up to 67Yz°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strang -Drive' SD fasteners. Codes: See p.12 for Code Reference Key Chart 196 Min. heel height per table 9 Many of these products are approved for installation with Strong-Drivee SD Connector screws. See pp. 335-337 for more information. HTU26 tan Typical HTU26 Minimum Nailing Installation 1. un. yuN ,.,,u u, truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) Model No. " Min,,Dimensions Heel Height (in.) W' H gCanymg Fasteners (in.) Carried Member, ;,_Member, DF/SP Allowabl6 Loads Uplift Floor Snow" . Roof -Wind'- ;�(160.) (10D), (115), �,(125): (160): SPF/HF Allowable Loads Uplift Floor '`Snow, Roof- ,Wind (160) (100), (if5)- .(125). ,(160) Code Ref. Single 2x Sizes HTU26 �31/z r 1 % 5?/1s 31h (20) 0.162 x 31/2 01) 0.1'48 X 11/a n IO 2io u , c,6+ ... 2 010 2P,,0.. 530 HTU26 (Min.) 3?k 1 s/a 57/a Th (20) 0.162, 31h - (14) 0.148 x 11/2 , ,1',250 , ,2,940� 3 200' ;3 200 r3 20_Cl 1,075 1,852 ' .'2,015 ,] 2,015 2,015, HTU26,( Max J , : ;5�h 1 s/a'� 57tis 31/2 (20) 0.162 x 31i2 ,(20)'0.148 x?11/2 -,1;555 „ 2,94W1 <° ."Z� ,,.' 80i 4;010;- 1,335 2,530 =�-3;080: 3,450 .= IBC, HTU28 (Min.) 37/a 1 s% TAa 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11h 1,235 3,820 3;895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 15/e 71A6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 2,020 3,820 4,.915 41655 5,435 1,735 3,285 3;710 4,005 4,675 LA HTU210:(Min.) 37k 15:g 91/s 31/2 (32) 0.162x 31/2 (14) 0.148 x 11/2 .1,330 4,3 0 ` 4,300 HTU210 (Max.) ' 91/a i s/a 9?41/2 s' 3 (32) 0.162 x 31h (32) 0.148 x 11h I 3;315 , 4,70,5 10' 5730 ;5;995. 2 850 4,045 . k 565, -',4,9;10 5155 Double 2x Sizes HTU2672 (Nlin.) ; .37A 31i6 5?56 Th (20) 0.162 x 31/2 (14) 0.148 x 3 ° 1,515 2 940 3 2 a y'80 '3 910'. 1,305 1,850. 2,090. 2,255 ;2,465 HTU2672.(Max.) s .. 5'h 3s,S6 57As 31/2 (20) 0.162 x Th', ;(20)0.148x3 -.2175 , ,2,940, ; 3,32C , : 3; 80, -414810 ° 1,870 2,530 2,855 "E 3;080 3,856 HTU28-2 (Min.) 37/a 3Yis 71/16 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-2 (Max.) 71/4 3546 71/6 31h (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 `` 3,710 10 -4 005 5,,010 : LA HTU2101-2.(Mlm) 37/a- .3?i6 91rie Th (32) 0.162 X3?h -(14) 0.148a8 '1,755 4,7%", (4 815 -; 815 ,4"i815'. 1,510 3,530 -3 610 3t610' 3161,0', HTU210-2. Maxl - 914 _ _ ( i 3siis' 1 9/s, 1 . 3h 32 0.162x3h, ( ) 1 �- 32 0.14&x,3 ( ). ,110 4,705` p,a10, af3u -6, 15`; 3,535 4,045 7,564930 , 5,605 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 1h' and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/fPl 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. Simpson Strong-TieO Wood Construction Connectors Face -Mount Truss Hanger (cont.) l Many of these products are approved for installation with Strong -Drive' SD Connector screws. See pp. 335z 37 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member' HTU26 (Adis.) 37/s 1 (2) 2X4 (10) 0.162 x 31/z (14) 0.148 x 1 %925 1 1,470 1 1,6iio 1,790 875 795 1,265 1,43 1,540 1,615 HTU26 (Max.) 51h I (2) 2x4 (10) 0.162 x 31/z (20) 0.148 x 11/z '1,240 1 1,470 1 1,660 t90 2,220 . 1 L 65 1 1,265 1 1,430 54C 1.910 IBC, j 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are Isted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads ('/2" Maximum Hanger bap) Single 2x Sizes "IBC, HTU28 (Min.) 37/e 1 % 71/is 31h 1 (26) 0.162 x 31/z 1 (14) 0.148 x 11/z 1 1:110 3,770 3,770 3,770 3,770 1 955 2,825 2,825 2,825 12,825 FL, LA HTU28 (Max.) 1 71Aa 1 1 s%a 1 71/is I 31h (26) 0.162 x 31/z (26) 0.148 x 11h 11,920 3,820 4;315 4,655 5,015 1 1,695 2,865 3:235 3;490 1 3,765 Double 2x Sizes HTU28-2 (Min.) i 37/e 3N6 I 71/ts I 31h I (26) 0.162 x 31/z (14) 0.148 x 3 1,490 1 3,820 1 3,980 3,980 1 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, I HTU28-2 (Max.) 71Aa 334s 71tis 31h (26) 0.162 x 3% (26) 0.148 x 3 3,035 3,820 4:315 5 4,655 1520 2,610 2,865 3, 235 3:490 4,140 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 %" and 1/z", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Omit allowable loads in accordance with ANSVrPI 1-2014. Simpson Strong-TieO 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-ply2xcarrying member. For singls 2x trying 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 load. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. P HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/,s" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an W version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and ."" x 2?'V Titen 2 screws (Model fTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or BNP sections. Material: 14 gauge Finish: Galvanized; ZMAX° and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/6"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/16 _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/fi' drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 3?/a" is required as shown in Figure 1 for full uplift load. • Vvbere :no uplift load is required, a minimum end distance of 11i2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 237 Simpson Strong -Tie" Wood Cons tniction)Connectors ki HU_/HUC/HSUR/L ..................._.._................. _..__.... ......._.......................................................... ............................................... _ Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. HU26 HU26X (4)1/a x 23/a (4)'/a x 13/a 1 (2) 0.148 x 1 Yz 335 1 1,000 335 1,545 HU28 _ HU28X - 6 lax 23/4 M 6 ili x'13/4 9 0148 x 1;"lz "54s 1 500 7fi0 HU24-2 HUC24.2 (4)1/4 x 23/4 (4)1/4 x 13/a (2) 0.148 x 3 380 1,000 380 1,545 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 3 760 2,000 1 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 23/4 (12)1/4 x 13/a (6) 0.148 x 3 1,135 3,000 1 1,135 3,950 I HU210 I HU210X I (8)1/4 x 23/4 I (8) 1/4 x 13/4 I (4) 0.148 x 11/2 1 545 1 4000 1 760 I 2,415 HU210.3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)1/4 x 1?4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210.3 (Max.) HUC210-3 (Max.) (18) 1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 HU21�_ - . . 7777777777777 ( ) i ar 10 /4x2 10 /4x ( )' 13/4 (6) 0148 "X I1h _ 13n t, 2506... 1;135,2X2 660 HU212-2 (Min.) HUC212-2 (Min.) (16)114 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU214 HU214X (12)1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 F U214 2 (Min.) . HUC214 2 (Min.) . (18)?/4 x 23/a _ (18)7/a x 13/ (8) 0.148 z 3 1; 515 . 1500 1515 5,Q8 HU214 2 (Max.). HUC214 2 (Max j' (24)_'14 x 231a (24} $a x 13/4 (12) 0:148 z 3 2 015 5 085 2 015 ' S 080 ; HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/a (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) %4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 ,HU216X 18 ab x 2 ( ) , "(18)1/a'Y,13/q'8f 0.148 x11 515 2 920 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)114 x 13/a (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)114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU2.16 3 (Man,), HUC216-3 (Min.)" i 3 (20);/a x 2la _ . 7 (20) la.`X131a ' " ".(8) 01d8:St 3 �f 515 _ 4 920 :'€ 1515 420 HU216-3 Max. HUC216 3:(Max,) 2 1 (6)-/ax 23/4 ( 1, 3r 26 Ja x t ,a x",3 2 015 3 S 085 2 015 $085 ...' HU7 (Min.) (Not available) (12)1/4 x 23/4 (12) %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 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22) % x 13/4 (6) 0.148 x 11h 1,135 1 3,230 1 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/z 1,445 1 3,735 1 1,445 3,735 • 238 STAGGER JOINTS - TYP7\ R/R,I[Is. UPLIFT/SHEAR ANC EACH TRUSS - SEE PLAN RAISED HEEL ROOF TRUSSES SEE PLAN aaa�,im wlmp``Al al ■ aaa�a�aaaaa�aaa�aaaaaau - B/5KI NOTE: ADVL FRAMING NOT SHOM FOR CLARITT RAISED HEEL TRUSS BEARING A SCALE: HIS SKI ROOF SHEATHING- SEE SOFFIT/FASCIA- SEE ARCF RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING 4 IBBON BOARD- SEE FASTENING TO w N �HEDULE FOR SPACING d TRUSSES 4STENING TO TRUSSES WALL SHEATHING -SEE PLAN MIN. 15/32' CDX PLYWOOD OR 1/16' 058 WITH 8d GUN NAILS -MASONRY WALL- (0.131' X 2 1/2') ® 6' O.G. TO UPLIFT/SHEAR GYP. CEILING- SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN 1 TRUSS- SEE PLAN SCHEDULE TRUSS- DO NOT FASTEN RIBBON B BOARD INTO END GRAIN OF ROOF TRUSS WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING B SCALE: NTS SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' k 39 (Vaad=128 MPH) 2X4 SPF02 24' TO EACH TRUSS, (4) ExP. B, NAILS AT JOINTS ENCLOSED Vult-180 MPH (2)12d GUN 10.131' k 3') E (VaeXP. G, EXP. 2X4 SPF11 IV TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS 0 U a UZ2 z—cD 0 UiQQ wLLg� z0gjRi w Z a 3 U 5NEE1 TIRE: weeon onus FDR RMEDnFft RODFLRUSSfS SHEET INFORMATION: m SK.1 AL_ IN AN 1TWCOMPAW January 10, 2020 Carpenter Contractors of America, Inc. 3900 Avenue G, NW Winter Raven, FL 33,880-620.1 Dear Matt: It has come to my attention that some questions were raised concerning 5/8" diameter holes drilled thru the chords. (wide face) ofsys42 gable end trusses to allow for threaded rods used for "tie" downs. " If these gable ends are over continuous support` with one face,fully Sheathed and the holes are drilled about the centerline of the wide face no close thari:4' O.0 without dam, aging connector plates or vertical -webs then no repair is required. The truss only support Tfeet;of floor loads and no additional load:. If you have any questions, please give me a call. Sincerely, Yc ...�snrttt►,..- . 6750 Forum Drive, Suite 305, Orlando, FL 32821 - (800). 521-9790-.(863) 422=8685 www a}pine'itmcom AERL ALINE AKitWCONIPAKY FL RE(34 278, Yoonliwak Kirn, FL PE #86367 This dosuownt has be" etactronk* signed and see W using a'Digital Signadxe. Rtitdsd copies vftout an origind a "wA be vatlt 4 using the ?rWW shmkorsc version. Alpine;, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone:(800)755-6001 www.alpineitw.com Snte"�ifairrsat�ion.. `Pa a �k�,"' Customer: Carpenter Contractors of America IJob Number: N334504 Job Descri tion: 7A5/320 ,182ED,F ,02F ,RH01 11828/CALI/4EBB ELEV DiF Address:: Job EntNaCi1rtketna. Design Code: FBC 6th.ed 2017 IntelliVlEW Version: 17.02.02A through 18.02.01A JRef'#` 1 WXd89750090 Wind Standard: ASCE 7-10 Wind Speed (mph): 160 Roof Load (pso' 20.00- 7.00- 0 00-10 00 Building Type: Closed Floor Load s : None This package contains general notes pages,, 30 truss drawing(s) and 5 detail(s). Item " Arawing Number :)-rues � '; 1' 211.20.1438.14961 Al 3 21120.143814852 A3 5 21120.1438.15383 A5 7 211.20.1438.16193 A6 9 211,.20.1438.15943 A8 11 211.20.1438.21435 A10G' 13 211.20.1438.15273 132GE 15 211:20.1438.16302 C2GE 17 21120.1438.21294 D2 19 211.20.1438,15397 V4 21 211.20.1438.19157 ER 23 211 M.1438.19453 EJ3 25 211.20.1438.1.5491 CJ5 27 211.20.1438.19360 CJ1 29 21 1.20. 1438.15039 HJ7 31 A16015ENC1010.14 33 GBLLETIN0118 35 VAL160101014 Dtawln Numller„ I� Cxuss 2 211.20.1438.15226 A1A 4 211.20':1438.15631 A4 6 211,20;1438.21357 ASGE 8 211.20.1438.1.5538 A7 10 211,20,1438.15040 A9 12 211.20.1438,14820 B1 14 211.20.1438.15195 C1 16 211.20A438.2,1389 D1 18 211.20.1438.21358 D3G „ 20 211.20.1438.15429 V8 22 211.20.1438.18970 ERA 24 211.20.1438.15070 EJ2 26 211.20.1438.'16084 CJ3 28 211.20.1438.21466 CJ1;A 30 211.20.1438.19330 HJ3 32 A18015ENC101014 34 GBLLETIN1014 Florida Certificate of Prcduct Approval #FL1999 Printed 7/29/2020 2A2:36 PM, o, General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or 1310, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. orq. Fire Retardant Treated Lumber: Fire retardant treated lumber must be. properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated .lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds .per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from.all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases,'at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.orq. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; 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: 7658 / COMN Ply: 1 Job Number: N334504 Cust: R8975 JRef:1WXd89750090 T10 FROM: RWM City: 16 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.14961 Truss Label: Al TCE / YK 07/29/2020 12'1115 + 19,10" 26'8"1 6'1"7 6'10"8 6'10"1 610"1 1' i 100' r-`r 1, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 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 Value Set: 13B (Effective 6/1/2013) Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Lumber value set "136" uses design values approved 1/30/2013 by ALSC 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. For 5X5 E 39'8" 33'6"9 + 6'108 6'17 91101, 91101, 19,10" 29'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.222 K 999 240 Lu: NA Cs: NA VERT(CL): 0.385 K 999 240 Snow Duration: NA HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Building Code: Creep Factor: 2.0 FBC 6th ed.2017 Max TC CSI: 0.616 TPI Std: 2014 Max BC CSI: 0.982 Rep Fac: Yes Max Web CSI: 0.527 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 17.02.02A.1213.21 WAVE �t�ita@t1Plllr/ro OAAK, No, 86367 16 a .�'. 0 STATE OF �rycc, 10, 1' 39'8"r ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1709 /- /- /961 /308 /445 H 1710 /- /- /961 /308 /- 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 1488 - 3151 E - F 1102 - 2027 C - D 1387 - 2871 F - G 1387 - 2872 D - E 1102 - 2027 G - H 1488 - 3153 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2756 -1187 K - J 2276 - 889 L - K 2276 - 863 J- H 2757 -1187 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 539 - 206 D - K 485 - 744 E - K 1361 - 646 r*-il- (_ 1, S ®�®V FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly did ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610 Sle. Apply plates to each face. otruss and position as shown above and on the Join Details, unless noted otherwise. f�efer to 60A-Z for sandard plate positions. Refer to job's General Notes page for additional information. vision of ITW BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the lformance with ANSI 1, or for handling, shipping,, not, and bracin4of trusses. A seal on this drawn or cover page Jrawing indicates acceptance of professional engineering responsibilit(y� solely -for the design shown. The suitability and use of this any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. K - F 485 - 745 F - J 540 - 206 ALPINE AN rTW Comrnrn 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 7662/ COMN Ply: 1 Job Number: N334504 TD.N.: : R8975 JRef:1VVXd89750090 T25 / FROM: ALS Qty. 1 7A51320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F 211.20.1438.15226 Truss Label: A1A / WHK 07/29/2020 7'11"2 12' 17'1"12 19'10" 238" 31'8"14 39'8" 7'11"2 4'0"14 5'1"12 2'8"4 3'10" 8'0"14 7'11"2 =6X6 F 39'8" 88'11"1 31 f3' IN8+ 8'0"11 1 1'10 7�' "4 41731'8"11 3'85 +1'� Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 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 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 6th ed.2017 TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.386 O 999 240 VERT(CL): 0.669 O 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K Creep Factor: 2.0 Max TC CSI: 0.791 Max BC CSI: 0.993 Max Web CSI: 0.958 VIEW Ver: 17.02.02A.1213.21 Lumber * The 5-0-0 section of Bottom Chord at 8-8-0 Value Set: 13B (Effective 6/1/2013) elevation between panel points N and R may be field -removed as required provided that Top chord: 2x4 SP #2 N; T7 2x4 SP #1; all remaining plate/wood contact areas stay Bot chord: 2x4 SP #2 N; intact and undisturbed. Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N; Lumber value set "1313" uses design values approved 1 /30/2013 by ALSC 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. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Wind Wind loads based on MWFRS with additional C&C member design. aa`�e&AHWA6� a 0 a a No.86367 A j� a .ems �. STATE OF qr 0 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 1308 /445 1 1556 /- /- /961 /308 /- 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 1429 - 2745 F - G 1353 - 2068 C - D 2160 - 4245 G - H 1201 - 2103 D - E 1504 - 2794 H - 1 1445 - 2777 E-F 1610-2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1106 L - K 2402 -1133 Q - M 3738 -1618 K - I 2406 -1133 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - S 753 -1523 M - F 2007 -1002 C - Q 1476 - 556 M - L 1864 - 657 S - Q 2850 -1328 F - L 440 - 454 Q - D 1271 - 597 L - H 458 - 688 D - M 804 -1539 `Lli'lls�'® �i1f4919�111 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 r! id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 as applicable. Applgy 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 jobs General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the o �w truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation. and bracin44 of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawin indicates acceptance of professional enccLLlneenng responsibili�t�r solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the BuildingT7esigner per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: www.al ineitw.com; TPI: wwvv.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 Job Number: N334504 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Truss Label: A3 6'1"7 6'1"7 Ply: 1 Qty: 1 12'1115 19'10" 24'4" 6'10"8 6'10"1 4'6" B3 1114X4 SEQN: 7664 / T2 / COMN Cust: R8975 JRef: 1WXd89750090 FROM: RWM DrwNo: 211.20.1438.14852 TCE / YK 07/29/2020 33'6"9 39'8" 9'2"9 6'1"7 20'8" j 5'8" 1 1' 10' 9'10" 4,6" 5'4" 10, 1' r' T 10' 19,101, 24'4" 39,8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: N/ TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Des Lot: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Loc. from endwall: not in 9.00 t FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 :B3, B4 2x4 SP #2 N: Webs 2x4 SP #3 :W3, W4, W5, W7 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC 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. Plating Notes All plates are 5X5 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.042 M 999 240 VERT(TL): 0.131 M 999 240 HORZ(LL): 0.013 J - - HORZ(TL): 0.024 C Creep Factor: 2.0 Max TC CSI: 0.968 Max BC CSI: 0.797 Max Web CSI: 0.550 ♦ Maximum Reactions (Ibs), or *=PLF Loc R /U /Rw /Rh /RL /W B 871 / 188 / 627 / - / 445 / 8.0 N* 323 / 67 / 150 / - / - / 68.0 H 508 / 164 / 445 / - / - 18.0 Wind reactions based on MWFRS. B Min Brg Width Req = 1.5 N Min Brg Width Req = - H Min Brg Width Req = 1.5 Bearings B, N. & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# VIEW Ver: 17.02.02A.1213.21 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. 0�><*3va�rrrrvr�����r �A�4W AA, No. 86367 m a STATE OF e j, ®� 0a B - C 636 -1330 G - H 255 - 579 C - D 532 -1037 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 554 K - J 847 - 668 M - L 743 - 371 J - H 484 -153 L - K 861 - 695 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 558 - 225 K - F 861 -1602 D - L 512 - 723 F - J 573 - 306 L - F 785 -304 J - G 408 -484 O.k IV, . *""4 e- �91(di98111� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 - **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a pro pperly ,iid ceil!ng Locations shown for permanent lateral restraint of webs shall have bracinfq ins �alled per BCSI sections B3, B7 or B10. r e._ Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to ion of ITW Build!n Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the mance with ANSI/ PI 1, or for handling, shlppintq, installation and bracing of,trussesA seal on this drawing or cover page, awing indicates acceptance of proTessfonar engineering responsibility solely for the design shown. The su,Tabillty !his yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ion see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustFy.com; !CC: wwmiccsaf ALPINE .waw'0m1AW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7663 / T9 / HIPS Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: HMT DrwNo: 211.20.1438.15631 Truss Label: A4 KID / YK 07/29/2020 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 " 6-1 "7 6'1 "7 12'6"15 6'5"8 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 It Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N: Lumber value set "136" uses design values approved 1/30/2013 by ALSC Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.1284" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. 69' r 27,1"1 363568"9 3'9'1"I 61 20" + 87 5X5;5X5 E F 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 39'8" 9'10" 29'8" Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.172 L 999 240 VERT(TL): 0.470 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: 0.856 Max Web CSI: 0.669 VIEW Ver: 17.02.02A.1213.21 39'8"r ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1556 / 309 / 964 / - / 428 / 8.0 1 1556 / 309 / 964 / - / - / 8.0 Wind reactions based on MWFRS B Min Big Width Req = 1.8 1 Min Brg Width 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 1511 - 2800 F - G 1123 -1779 C - D 1415 - 2521 G - H 1415 - 2521 D - E 1123 -1779 H - 1 1511 - 2800 E - F 1093 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1206 L - K 2030 - 941 M - L 2030 - 911 K - 1 2444 -1216 WA Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. `ai e a a a0 a i pp Webs Tens. Comp. ®e ���fY,�(Qa r i� M-D 508 -192 ® �•' L -F 548 -381 a •' D - L 482 - 683 q No 86367 ® E-L 548 -381 L - G 482 - 683 G-K 508 -192 m Q� STATE OF �m ®®✓�'� ®� ORVD, /® oa0aas iaNir+iaaau8�a, FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached ri id ceiling Locations shown for permanent lateral restraint of webs 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 Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildiphQComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the MrrwcOMPAW truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of.trugsesA seal on this drawing or cover page .. 2400 Lake Orange Dr. listing this drawing, indicates acceptance of pro7esslonar engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.corn; IM wVM.iccsafe.org Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7665 / T8 / HIPS Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 211.20.1438.15383 Truss Label: A5 KM / BAF 07/29/2020 7'10"14 7'10"14 M b 10' 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) 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: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC 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. 17' 22'8" 5'8" :5X5 =5X5 D E 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NI Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 39'8" 9'10" 29'8" 31'9"2 9'1"2 Defl/CSI Criteria PP Deflection in Ioc Udefl U# VERT(LL): 0.149 J 999 240 VERT(TL): 0.408 J 999 240 HORZ(LL): 0.0601 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.863 Max Web CSI: 0.629 VIEW Ver: 17.02.02A.1213.21 q�+,lvtoQr�rhr�r� /%o 1 • Y W goo** pad d r s No.86367 � Q .r . @ STATE 4E 6w„ 39'8" 7'10"14 M m 10, 1' 39'S"r ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1552 / 318 / 965 / - / 387 / 8.0 G 1552 / 318 / 965 / - /- / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brg Width 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 1532 - 2755 E - F 1559 - 2561 C - D 1559 - 2561 F - G 1532 - 2755 D - E 1205 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1221 J - 1 1695 - 768 K - J 1695 - 738 I - G 2393 -1250 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 -448 J - E 389 -234 K - D 770 - 462 E - 1 770 - 462 D - J 388 -234 I - F 403 -448 I .i4r*sS�4�lAa,4 461f1diri611b FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating,handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid cei!inp Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910, as appllcabgle. Apply plates to each face of russ and position as shown above and on the Joint Details, unless noted otherwise. f�efer to ALPINE� drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinhQComponents Group Inc.,shall not be responsible for any deviation from this drawing,any failure to build the mffwcoupiwr truss in conformance with ANSI 1, or for handliu shipping, installation and bracing of trussesA seal on this drawing or cover pa e.. 2400 Lake Orange Dr. listing this drawingq indicates acceptance of ro esslona engineering responsibility solely for the design shown. The suit9ablltty 9 and use of this drawing for any structure is tPhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.at inei,w.com; TPI: www.t inst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 SEQN: 101578 / COMN Ply: 1 Job Number: N334504 Cust: R8975 JRef: 1 WXd89750090 T11 /I FROM: RDP Qty: 1 7A5/320 ,182ED,F ,02F ,RHO1 / 1828/CALIME1313 ELEV.D/F. DrwNo: 211.20.1438.21357 Truss Label: A5GE / YK 07/29/2020 Loading Criteria (pso TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Lc[.- 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 10' Wind Criteria Wind Std: ASCE 7-10 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 to 2h C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W7, W14, W15, W16 2x4 SP #2 N: Lumber value set "1313" uses design values approved 1/30/2013 by ALSC 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 0.128xY gun nails @ 6" oc. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 10.67 TC: From 96 plf at 10.67 to 96 plf at 32.67 TC: From 56 plf at 32.67 to 56 plf at 40.67 BC: From 20 plf at 0.00 to 20 plf at 39.67 BC: 128 lb Conc. Load at 23.21,23.79 PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98) Plating Notes All plates are 2X4 except as noted. �1711"15 11"4 3'G2 2915 7'4 ' 10'2 21'1 ' 23'1 ' 2G 31'10°7 3 8° 39'8° 6'10"1 2' 2' 2'0°1 5Y0°7 �6'i°1'4 l­-iry1 K 21' i 5' i 1318" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 20 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 3'10"8 -{- 13712 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.107 AE 999 24 VERT(CL): 0.211 AE 999 24 HORZ(LL): 0.045 1 HORZ(TL): 0.088 1 Creep Factor: 2.0 Max TC CSI: 0.827 Max BC CSI: 0.722 Max Web CSI: 0.944 VIEW Ver: 18.02.01A.0205.19 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information wov�ti��tP►rrrro A dd o ,w a m No.86367 STATE OF 0 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 769 A A /514 /323 /445 AB 2345 A A /913 /990 /- Z 1079 /- A /500 /352 /- T 519 /- A /405 /219 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 2.8 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z, & T are a rigid surface. Bearings B, AB, Z, & T require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 465 -1090 I - J 391 -195 C - D 366 - 815 J - K 390 -199 D - E 407 - 762 K - L 541 - 262 E - F 420 - 759 L - M 608 - 296 F - G 411 - 678 M - N 506 - 244 H - 1 377 -185 S - T 243 - 610 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B -AH 922 -492 AD -AC 535 - 310 AH-AG 535 -310 AC -AB 410 -325 AG-AF 535 - 310 X - W 491 -156 AF-AE 535 - 310 W - V 491 -156 AE-AD 535 - 310 V - T 491 -156 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. 00 P A± t Q� a �% AH-AI 529 -282 AB -AR 265 -482 I-AJ 565 - 302 AR -AS 377 - 568 V ►A� ® �' AJ- G 527 -288 AW-Z 272 -747 lON ( d� AL AN 473 -920 N AX 683 347 AN -AP 492 - 955 AX- X 690 - 342 AP -AC 512 - 984 X -AZ 294 - 478 AC- K 792 -498 AZ -BB 280 -472 K -AB 546 -1366 BB- S 309 -457 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an 'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly )id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e. AppTy plates to each face oftruss and position as shown above and on the Joinf9Details, unless noted otherwise. f�efer to 60A-Z for standard plate positions. of FI Pi 1, or for handling, shipping, inst acceptance of professional engi any structure is the responsibility oral notes page and these web sites: ALPINE: failure to build the 1 or cover paqe . n. The s ifflabllity ALPINE m mcompmy 6750 Forum -Drive Suite 305 Orlando FL, 32821 TPI: Job Number: N334504 . Ply: 1 SEQN: 7667 / T7 / HIPS Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 211.20.1438.16193 Truss Label: A6 KM / BAF 07/29/2020 7'10"14 T10"14 �1, 10, 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE: Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 15' T1"2 24'8" 9.8„ :6X6 =6X6 D T3 E 91101, 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 39'8" 9' 10" 29'8" 31'9"2 39'8" T1"2 71014 Defl/CSI Criteria PP Deflection in Ioc L/defl U# VERT(LL): 0.159 J 999 240 VERT(TL): 0.436 J 999 240 HORZ(LL): 0.061 1 - - HORZ(TL): 0.115 1 Creep Factor: 2.0 Max TC CSI: 0.913 Max BC CSI: 0.867 Max Web CSI: 0.572 VIEW Ver: 17.02.02A.1213.21 � jr1111IfitIt/1iI �AWAI 4 P No. 86367 r ° STATE OF 4r� d- a vOoF 10, 39'8" A Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 1552 / 328 / 962 / - / 346 / 8.0 G 1552 / 328 / 962 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.8 G Min Brg Width 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 1547 - 2729 E - F 1568 - 2537 C - D 1568 - 2538 F - G 1547 - 2729 D-E 1287 -1910 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2363 -1228 J - 1 1847 - 899 K - J 1847 - 870 1 - G 2363 -1257 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. K - D 628 - 363 E - 1 628 - 363 de, "• l R 1Dr b�N C. FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building quire Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly qe ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, fle. AppTy plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. of ITW Building Components Group Inc. sha nce with ANSI Q PI 1, or for handling, shippir in indicates acceptance of rOTession, ; gnawing for any sructure is tphe respons his drawing,any failure to build the on this drawing or cover pa e Le design shown. The suitability A P NE AN r W COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7668 / T6 / HIPS Cust: R8975 JRef: 1WXd89750090 l ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 211.20.1438.15538 Truss Label: A7 KM / BAF 07/29/2020 6'9"4 6'9"4 13' 6'2"12 19,10" 2W8" 32'10"12 i 39'8" 6'10" i 6'10" 6'2"12 r 6,9"4 5X5 1112X4 = 5X5 D E F 39'8" 10, 9110" i 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 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240 B 1556 / 716 / 953 / - / 305 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999 240 H 1556 / 716 / 953 / - / - / 8.0 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.065 J - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.121 J - - B Min Brg Width Req = 1.8 NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 H Min Br g Width Req = 1.8 Soffit: 0.00 BCDL: 5.psf Bldg Code: FBC 2017 RES Max TC CSI: 0.502 Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.864 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.431 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: 17.02.02A.1213.21 Lumber B - C 1617 -2780 E - F 1504 -2289 C - D 1545 - 2523 F - G 1544 - 2523 Value Set: 13B (Effective 6/1/2013) D - E 1504 -2289 G - H 1616 -2780 Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs) Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1 /30/2013 by ALSC B - L 2421 -1306 K - J 1982 -1003 L - K 1982 - 973 J- H 2421 -1335 Wind Wind loads based on MWFRS with additional C&C tvi��l Maximum Web Forces Per Ply (Ibs) member design. �y 4 A!�/ Webs Tens.Comp. Webs Tens. Comp. "k0o�t1 `�� ^®� 01►«Y 4� * j°a� L - D 535 -255 K - F 425 - 251 o d l� E ► Y (� 0 0� V D - K 425 - 251 F - J 535 255 d *y . E - K 306 - 391 0.� $G y NO. 8636 b s m G +moo v �° STATE OF ® 40 FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **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 sheathin and bottom chord shall have a properly attached ri441d ceiling Locations shown for ermanent lateral restraint of webs shall have bracin ins�ailed per BCSI sections B3, B7 or 810, as applicable. Apply plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Defer to ALPINE A drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the ,w w:oanvnrry truss in conformance with ANSI/TPI 1, or for handlin shipping, installation and bracing of•trussesA seal on this drawing or cover pa e.. 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The suifablllty g and use of this �awing-for any structure is the responsibility of the Building Designer per ANSI,?PI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.crg; SDCA: wwnv.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 SEQN: 7659/ HIPS Ply: 1 Job Number: N334504 Cust: R8975 J Ref: 1 WXd89750090 T5 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.15943 Truss Label: A8 KD / YK 07/29/2020 5'9"4 11' 19' 28'8" 33'10"12 39'8" r 5'9"4 f' S2"12 8 9'8" i 5-2"12 5,94 i 5X5 = 5X5 =.5X5 D E T3 F 12 6 •2X4 W T �2X4 C o G `O to W3 h B 1 H A 1le, a^s 8" 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39'8" 1' 10' 9.10" 9110.. 10' 1' 10' 19,10" 29'8" 39'8" Loading Criteria (pst) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 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): 0.213 E 999 240 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 /718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J - - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.870 p H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865 Bearings B & H are i 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:. 0.969 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: 17.02.02A.1213.21 Lumber B - C 1669 -2804 E - F 1721 -2693 C - D 1547 - 2533 F - G 1552 - 2539 Value Set: 13B (Effective 611/2013) D - E 1783 -2773 G - H 1663 -2797 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Lumber value set "l3B" uses design values approved 1 /30/2013 by ALSC B - L 2448 -1362 K - J 2163 -1134 L - K 2147 -1091 J - H 2440 -1384 Wind Wind loads based on MWFRS with additional C&C `�i�� �� 11 �'+�` r/r Maximum Web Forces Per Ply (Ibs) member design. L y � x/ - f+"t• jp' Webs Tens.Comp. Webs Tens. Comp. ,( �,011" o °l o a e CENSa /P,r("�Fpoi D- K 739 -462 F- J 466 -151 �,\ 41 py E - K 419 - 534 s Na, 86367 i® s& �� STATE OF z,- ZORIV FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **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 Component Safety Information, by TPI for BCSI (Building an SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attacheU rigid cellin Locations shown forpermanentlateral restraint of webs shall have bra insjalled per BCSI sections 63, 67 or 610, as applicable. App�y plates to each face. o truss and position as shown above and on the Join�Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinhcLComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure truss in to build the mm compmy conformance with ANSI 1, or for handlin shipping, Installation and bracing of trussesA seal on this drawing or listing this drawingq indicates acceptance of pro esslona engineering responsibility solely for the design shown. and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. cover pa e , , 13723 Riverport Drive The s i'Mablllty Suite 200 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: .www.t inst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Maryland Heights, MO 6304 SEQN:7660/ HIPS Ply: 1 Job Number: N334504 Cust:R8975 JRef:1WXd89750090T4 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.15040 Truss Label: A9 KID / YK 07/29/2020 9' 17' 30'8" 39'8" r9' '�' 8' 5 8 8' 9' ,5X5 =5X5 =4X4 =5X5 C T2 D E T3 _ F T 12 6 o (a) W (a) 2 v W5 1B G A H 4X6(A2) = 6X6 = 6X6 = 6X6=4X6(A2) 39'8" 10' 9110.. 9'10" 10, 1 �1' 10' 19,101, 29'8" 39'8" Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PsF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 /720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.150 I Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 1.8 p Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.897 Bearings B & G are a rigid surface. Bearings B & li 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 Loc. from endwall: not in 9.00 itFT/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: 17.02.02A.1213.21 Lumber B - C 1595 - 2705 E - F 1607 - 2478 C - D 1608 - 2478 F - G 1595 - 2704 Value Set: 13B (Effective 6/1/2013) D - E 2001 -3233 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; Bot chord: 2x4 SP #1; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Lumber value set "13B" uses design values approved 1 /30/2013 by ALSC B - K 2330 -1246 J - 1 3176 -1733 K - J 3174 -1732 1 - G 2329 -1275 Bracing (a) 1X4 #3SRB or better continuous lateral restraint 4�,�Q1 E) (��f//Maximum Web Forces Per Ply (Ibs) to spaced.' with 8d Box or Gun t..,f A rjWebs Tens.Comp. Webs Tens. (material m n.).ttach Comp. na'Ibls(0113Ix2 Restraint to be�,1`a.0 ` W �•l®Sa®`1, `l �� C K 718 E supplied and both to 1 529 attached at ends a suitable `, , - -313 - -834 support by erection contractor. ` �i�, K D 527 832 I F 718 �q� ®� 1� 6� 1 Y 5+�� fg - - - - 314 \' (a) or scab reinforcement may be used in lieu of CLR m • • restraint. substitute (1) scab for (1) CLR and (2) p `®� C76�67 ® e scabs for (2) CLR'S where shown. Scab a g reinforcement to be same size, species, grade, and • Q 80% length of web member. Attach with 0.128x3" gun 0 nails @ 6" oc. Wind STATE OF�°�<u� �00, Wind loads based on MWFRS with additional C&C X+/ �g �jo member design. ��y�• ,p�jOriA11`QQ ��aa�dfatt►t► FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **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 Information, Safety by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or o10 drawings 160A-Z for standard plate positions. asapplicable. Apply plates to each face of truss and position --as shown above and on the Join Details, unless noted otherwise. Refer to' ALPINE Alpine, a division of ITW By ildin,$c� Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the mrrwcomrn n in truss conformance with ANSI PI 1, or for handlin4, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 13723 Riverport Drive listing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suifablllty and this drawing for is the the Designer 1 Sec.2. Suite 200 use of any structure responsibility of Building pel`ANSI/TPI For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; IGC: www.iccsafe.org Maryland Heights, MO 6304 SEQN: 101748! HIPS Ply: 2 Job Number: N334504 Cust: R8975 JRef:1WXd89750090 T12 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21435 Truss Label: A10G / YK 07/29/2020 2 Complete Trusses Required 7' 17, 22'8" 32,8" 39'8" 7' 10, 5'8" 10, 7' 12 —6C6 T2 =8XD8 T3 =8E8 T4 =6F6 T 6� O T N B l G A H8'e" =4X6(A1) =8X8 =8X8 =8X8=4X6(A1) 1 39'8" 1' I 10' 9'10" 9.10" 10, 1' 10' + 19,101, 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL):. 0.295 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- /- /1427 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3135 !- /- /- /1427 P EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 I - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 0.00 Code / Misc Criteria Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.675 BCDL: 5.0 psf G Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 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: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwall: NA 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: 18.02.01A.0205.19 Lumber B - C 1424 - 3093 E - F 1533 - 3601 C - D 1533 - 3601 F - G 1424 - 3093 Value Set: 13B (Effective 6/112013) D - E 2127 -4831 Top chord 2x4 SP #2 N :T2, T4 2x6 SP SS: :T3 2x6 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Bot chord 2x6 SP SS Webs 2x4 SP #3 Chords Tens.Comp. Chords Tens. Comp. Lumber value set "1313" uses design values B - K 2752 -1257 J - 1 4768 - 2187 approved 1 /30/2013 by ALSC K - J 4768 - 2187 I - G 2752 -1257 Nailnote Nail Schedule:0.128"x3", min. nails Maximum Web Forces Per Ply (Ibs) ,Q�1��l/t ToChord: I RowBot@112.00" o � A WAk Webs Tens.Comp. Webs Tens. Comp. Chord: 1 Row *o�``pN -'���® C - K 1287 -417 E - I 727 -1297 Webs : 1 Row 4" o.c. • @ `0 ..� +f �f� p� Use E p r K - D 727 -1297 I - F 1287 417 equal spacing between rows and stagger nails ® ® f V 0 .e �\� ,9 �m in each row to avoid splitting. a No. 8636 7 Loading r • I o A #1 hip supports 7-0-0 jacks with no webs. • p K Wind T ®gr� Wind loads and reactions based on MWFRS. ' a r �TE V �1 F /d Additional Notes ✓�t.1 • ®& �® Refer to General Notes for additional information 0 FL REG# 278, Yoonliwak Kim, FL PE #86367 07/29/2020 **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, fo'r by TPI and SBCA) sa ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910. as applicabgle. Apply Oates to each face of truss and position as shown above and on the Join�Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to ALPINE Alpine, a division of ITW Buildincc��Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure truss in to build the mmcon+owr conformance with ANSI/TPI 1, or for handling, shipping, Installation and bracing of,trussesA seal on this drawing or cover pa e , , 6750 Forum Drive listing this drawing indicates acceptance of ro esstona engineering responsibility solely for the design shown. The suit9ablllty and use of this 9�awing for any structure is the the Building Designer ANSI/TPI 1 Sec.2. Suite 305 responsibility of per For more information see this job's general notes page and these web sites: ALPINE: www.al inei,w.com; TPI: www.t inst.org; SBCA: www.sbcindust .com; ]CC: www.icrsafe.org Orlando FL, 32821 Job Number: N334504 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Truss Label: B1 5'7"4 57'4 r Eo co 4'3 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Ply: 1 Qty: 1 10'8" 5'0"12 —T =4X4 D Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pt. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 21'4" 5'4" 13'4" SEQN: 7669 / T20 / COMN Cust: R8975 JRef: 1WXd89750090 FROM: RWM Dnallo: 211.20.1438.14820 KM / BAF 07/29/2020 15'8"12 5'0"12 Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.047 H 999 240 VERT(TL): 0.129 H 999 240 HORZ(LL): 0.020 G - - HORZ(TL): 0.037 G Creep Factor: 2.0 Max TC CSI: 0.433 Max BC CSI: 0.617 Max Web CSI: 0.260 VIEW Ver: 17.02.02A.1213.21 ���e°���gQd • Oil W0 0 + �1 � ®°pie 4 q NO', 8E736% a r m� p e• 0 STATE OF 21'4" 5'7"4 8' 1 21'4" ♦ Maximum Reactions (Ibs) Loc R I /Rw /Rh /RL /W B 864 / 397 / 529 / - / 229 / 8.0 F 805 / 360 / 463 / - / - / 8.0 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 F Min Brg Width 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 B - C 1226 -1344 D - E 1201 -1152 C - D 1152 -1146 E - F 1286 -1351 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1152 - 995 G - F 1161 - 996 H - G 795 - 554 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 428 - 284 D - G 394 - 374 H - D 383 - 355 G - E 433 - 289 RIVro j�NAL E 4��+ri41tas►t0% FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 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 propperly attached ri id ceiling Locations shown fortpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810 as applicabgle.- Apply plates to each face. o truss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to' drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildiphc�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the trdss in conformance with ANSI/TPI 1, or for handlin4, shipping, installation and bracing of trussesA seal on this drawinq or cover pa e acceptance of proTessionar engrneerm responsib any structure is the responsibility of the Building Desl ral notes page and these web sites: ALPINE: www.alpineitw.com; TPI: n. The suit9ability ALPINE ANfIW'OwANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7670 / T3 / GABL Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: HMT DrwNo: 211.20.1438.15273 Truss Label: B2GE KM / BAF 07/29/2020 10,81, 21'4" 10.81. T 10'8" f"— 4'8" }-- 2' —� (TYP) =4F4 n co rn P Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for gable wind bracing and other requirements. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Sid: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 21'4" 21'4" 21'4" Defl/CSI Criteria ♦ Maximum Reactions (lbs), or *=PLF PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W VERT(LL): 0.005 R 999 240 B* 125 / 48 / 39 /- / 11 VERT(TL): 0.017 R 999 240 Wind reactions based on MWFRS HORZ(LL): 0.004 L - - B Min Brg Width Req = - HORZ(TL): 0.006 R Bearing B is a rigid surface. Creep Factor: 2.0 / 256 Max TC CSI: 0.323 Members not listed have forces less than 375# Max BC CSI: 0.211 Max Web CSI: 0.092 VIEW Ver: 17.02.02A.1213.21 IIII IIIpffpo ,oa H WA o� �+ a on o" N0,66367 m .o � G � o a STATE OF 0 t" y ®'�'c'(�4 ®it � ��Ii9ii90119 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary :ing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a pro erly ched rigid ceilincl Locations shown for ermanent lateral restraint of webs shall have bracing ins�alted par BCSI sections 63, B7 or 910, applicable. Apply plates to each face ofptruss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to Nings 160A-Z for standard plate positions. a I rl i, or ror n acceptance any structure failure to buildthe or n. The suitability AL NE AN rrW COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 more information see this TPI: www. Job Number: N334504 Ply: 1 SEQN: 7671 / T19 / COMN Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 211.20.1438.15195 Truss Label: C1 JB / BAF 07/29/2020 7' 14' 7' 7' 1114C6 14' 1' 7' 7' {' 7, r 14' Loading Criteria (psf) Wind Criteria Snow Criteria (P9,Pf in PSF) Defl/CSI Criteria _ ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/def! L/# Loc R / U / Rw / Rh / RL / W TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.014 E' 999 240 B 588 / 272 / 371 / - / 158 / 8.0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.037 E 999 240 D 527 / 234 / 304 / - / - / 8.0 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.009 E - - Wind reactions based on MWFRS Des Ld: 37.00 EXP: C HORZ(TL): 0.013E - - B Min Brg Width Req = 1.5 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 D Min Brg Width Reg = 1.5 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.761 Bearings B & D are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.542 Bearings B & D require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.119 Members not listed have forces less than 375# Loc. from endwall: Any 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: 17.02.02A.1213.21 Lumber . B - C 777 -740 C - D 809 -739 Value Set: 13B (Effective 6/1/2013) Maximum Bot Chord Forces Per Ply (Ibs) Top chord 2x4 SP #2 N Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x4 SP #2 N Webs 2x4 SP #3 B - E 598 -536 E - D 598 -536 Lumber value set " 13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C 9��1114f I If ff�,' member design. No.86367 b v STATE OF ®c�,� dr®Itd +IQN A FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face ofptruss and position as shown above and on the Joint9Details, .unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. 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 handlin4, shipping, installation and bracing of.trussesA seal on this drawing or cover page. listing this drawing indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The suifabllit and use of this yawing for any structure is the responsibility of the ullding Designer per ANSI/TPI 1 Sec.2. ALPINE M rFW COWAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 more information see TPI: www.tpinst.org; SBCA: Job Number: N334504 Ply: 1 SEQN: 7672 / T1 / GABL Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: RWM DrwNo: 211.20.1438.16302 Truss Label: C2GE KM / BAF 07/2912020 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 " Lumber I M O_ 1 4433 �— 1 2' (TYP) 14' 7' =4X4 D r 14' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN1014 for bl ' d b ' d th Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 14' 14' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.007 J 999 240 VERT(TL): 0.021 J 999 240 HORZ(LL): -0.004 H - - HORZ(TL): 0.009 H Creep Factor: 2.0 Max TC CSI: 0.392 Max BC CSI: 0.256 Max Web CSI: 0.135 VIEW Ver: 17.02.02A.1213.21 '1i1i11111lit ptA� WAS ��'''s, 4 a �� 4 N0.86367 y .r m ; -'A W ss STATE' OF �® o a N ♦ Maximum Reactions (lbs), or *=PLF Loc R / U / Rw / Rh / RL / W B* 129 / 50 / 40 /- / 12 / 168 Wind reactions based on MWFRS B Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 461 -403 H - E 461 -403 ga a win racing an o er regwrements. t �fAJ4 1d11lAdlal,t;b�, FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI Unless noted have per otherwise,top chord shall properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin instolled per BCSI sections B3, B7 or 910, as applicable. Apply plates to each face. of truss and as shown above and on the Join Details, unless noted kefer to position otherwise. drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Build inhcLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the truss in conformance with ANSI PI 1, or for handlin4, shipping, installation and bracing of.trussesA seal on this drawing or cover pa e , , listing this drawingq indicates � ou,w,,, 2400 Lake Orange rTw g acceptance of pro) esslonar engineering responsibility solely for the design shown. The sp.43bility and use of this drawing for any structure is the responsibility of the Building Designer per ANSIfrPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA_ www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837 SEQN: 101751 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1WXd89750090 T13 / FROM: LPM Qty: 1 , A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438,21389 Truss Label: D1 / YK 07/29/2020 Loading Criteria (pst) 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 " 5' 5' 4X4 C 10, 5' 12 6 m f7 B D r' a E S8' F 2X4(A1) 1112X4 = 2X4(A1) Wind Criteria Wind Std: ASCE 7-10 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 byALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 10, 5' 5' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT:•N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 F 999 240 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F Creep Factor: 2.0 Max TC CSI: 0.250 Max BC CSI: 0.264 Max Web CSI: 0.081 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /287 /202 /134 D 434 /- 1- /287 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 358 -494 C - D 359 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 -183 F - D 396 -183 q�``,oCl1 A WA i(��+�ja J No, 86367 ° �$ STATE OF d Q ter. S °on® 10�+a� ,� g FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS re extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin9 and bottom chord shall have a propperly id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin insTalled per BCSI sections B3, B7 or 610 e. AppTy plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. (refer to 60A-Z for standard plate positions. of 9 1­11 1, or for r acceptance any structure his drawing,any failure to build the on this drawing or cover pa e , Le design shown. The sui gablllty PALP INE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 web sites: ALPINE: SEON: 1017541 COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRefA WMI19750090 T26 / FROM: LPM city: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DnwNo: 211.20.1438.21294 Truss Label: D2 / YK 07/29/2020 T m o_ CV y3 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 5' 5' =4X4 C 10, 12 6 rn M B D k E t—V 8 F - 2X4(A1) 1112X4 - 2X4(A1) Wind Criteria Wind Sid: ASCE 7-10 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/3012013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 10' 5' 5' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Sid: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 5' 10, Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.007 F 999 240 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F Creep Factor: 2.0 Max TC CSI: 0.250 Max BC CSI: 0.264 Max Web CSI: 0.081 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 A /- /287 /202 /134 D 434 /- /- /287 /202 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 358 -494 C - D 359 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 -183 F - D 396 -183 a q WA e • ham/_' o No. 8636 STATE OF a 4 4? OR IV FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an � SBCA) for sa{ety 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 propperly 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 Joint9Details, unless noted otherwise. Refer to' ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the o truss in -conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 6750 Forum Drive listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui abdlty Suite 305 and use of this drawing, for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.alpineitwxom; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; [CC: www.iccsafe.org Orlando FL, 32821 SEQN: 101761 / HIPS Ply: 1 Job Number: N334504 Cust: R8975 JRef:1VVXd89750090 T18 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DnwNo: 211.20.1438.21358 Truss Label: D3G / YK 07/29/2020 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 3' 7' 10, 3' 4' 3' .4X6 ; 4X6 12 C D 6T B E M 4LiF rh 8'8" 1112X4 1112X4 2X4(A1) = 2X4(A1) 1 3'1"12 3' 1 "12 Wind Criteria Wind Std: ASCE 7-10 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "l3B" uses design values approved 1/30/2013 by ALSC Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 129 lb Conc. Load at 3.03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc. Load at 3.03, 6.97 BC: 52 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information 10, 3'8"8 6'10"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): WAVE 3'1 "12 10, 1 Defl/CSI Criteria PP Deflection in Ice L/defl U# VERT(LL): 0.022 H 999 240 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.379 Max Web CSI: 0.059 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 625 /- /- /- /312 !- E 625 /- /- /- 1312 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Beg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 456 - 963 D - E 456 - 963 C - D 381 - 842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 - 384 G - E 829 - 384 H - G 842 - 381 0111jlIto i/Iffff p No. 86367 • 0 0 e STATE 4F FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 sheathin 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 910, as applicable. Apply plates to each face oftruss and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the µ �MP,N,,, truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 675o Forum Drive listing this drawing indicates acceptance of ro7essionar engineering responsibility solely for the design shown. The su,dbility and use of this r7�awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.al tneitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 Job Number: N334504 Ply: 1 SEQN: 7680 / T14 / VAL Cust: R8975 JRef: 1 WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: LPM DrwNo: 211.20.1438.15397 Truss Label: V4 KM / BAF 07/29/2020 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 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional'Notes Valley truss connection to truss below shall be designed and furnished by others . 1'11"8 1 3'11" 1'11 "8 11111,18 12 6 = 4X4 B 4X4(D1)=4X4(D1) A C D Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 3'11" 3'11" 3'11" Aefl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.004 999 240 VERT(TL): 0.011 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.104 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 ♦ Maximum Reactions (lbs), or *=PLF Loc R /U /Rw /Rh /RL /W D* 75 /22 /31 /- /6 /47.0 Wind reactions based on MWFRS D Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# 19ltIIfIf,fp r ®�11"1 WAS -pAi pdp (*seea / � v � No.86367 0 s 0 0 P �® STATE 4F <� S ®R �. NA 40jjjjjejkk FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 sheathingand bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin insalled per BCSI sections B3, 67 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joini9Details, unless noted otherwise. (tefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildingq�Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ,wnw[oMPu�r truss in conformance with ANSI PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, . 2400 Lake Orange Dr. listing this drawingq indicates acceptance of ppro essiona engineering responsibility solely for the design shown. The suiTability and use of this d"awing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 =or more information see this job's general notes page and these web sites: ALPINE: www.alpinei,w.com; TPI: www.tpinst.org; SBCA: www.sbcindustiy.com; ICC: www.iccsafe.oOrlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 7681 / T16 / VAL Cust: R8975 JRef: 1 WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 1 FROM: LPM DrwNo: 211.20.1438.15429 Truss Label: V8 KM / BAF 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des 1-di-7 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3' Lumber value set "136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 12 3'11"8 7'11" 3'11"8 3'11"8 =4X4 B D 1112X4 7-11" 3'11 "8 3'11 "8 3'11"8 7'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 D 999 240 VERT(TL): 0.021 D 999 240 HORZ(LL): -0.003 D - - HORZ(TL): 0.006 D Creep Factor: 2.0 Max TC CSI: 0.193 Max BC CSI: 0.160 Max Web CSI: 0.110 VIEW Ver: 17.02.02A.1213.21 `IflfltPl����� 4 S N0. 86367 a b �• STATE OF tv� ♦ Maximum Reactions (lbs), or *=PLF Loc R / U / Rw / Rh / RL / W E* 75 / 28 / 34 /- / 8 / 95.0 Wind reactions based on MWFRS E Min Brg Width Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# RjVr go sees N FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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, install!ngand bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly ,jid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, ile._ AppTy plates to each face, oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to a division of q Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the rCPI 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover page acceptance of proTessronar engineering responsibility solely for the design shown. The suiCability any structure is the responsibility B of the uilding Designer per ANSI/TPI 1 Sec.2. ALPINE M MCOMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN: 101742 / T15 / EJAC Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qly: 8 FROM: JRH DrwNo: 211.20.1438.19157 Truss Label: EJ7 KD / YK 07/29/2020 C 12'2"11 12 6 o Lo C0 c� v B D . ... +8'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C 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: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l36" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 7 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: W Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria ♦Maximum Reactions (Ibs) PP Deflection in loc Udefl U# I Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.713 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver: 17.02.02C.0211.16 `!gl�1!!liFflp��ll W r V e No. 86367 a mar p Z w 00 STATE OF � 4, . d. Q F, B 331 / 117 / 259 / - / 173 / 8.0 D 127 /20 /101 /- /- /1.5 C 171 /133 /91 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 0, 'X\840 4C3RID� NAL FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly iId ceiling Locations shown fornermanent lateral restraint of webs shall have bra cin ins ailed per BCSI sections B3, 67 or 10, le. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. nm i,orTorr acceptance any structure this drawing,any failure to build the on this drawing or cover pa e he design shown. The suifabdrty '111.1, AL E AWW CAMPAW 6750 Forum Drive Suite 305 Orlando FL, 32821 more information see this TPI: www. Job Number: N334504 Ply: 1 SEQN: 1017451 T21 / EJAC Cust: R8975 JRef: 1 WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 6 FROM: HMT DrwNo: 211.20.1438.18970 Truss Label: EJ7A GA / DF 07/29/2020 T B 7' r 7, i Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP. C 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: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set 136" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 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: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th ad TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl L/# Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL): 0.018 C HORZ(TL): 0.033 C Creep Factor: 2.0 Max TC CSI: 0.725 Max BC CSI: 0.533 Max Web CSI: 0.000 VIEW Ver: 17.02.02C.0211.16 A 270 /79 /188 /- /151 /8.0 C 128 /21 /104 /- /- /1.5 B 174 / 135 / 95 / - / - 11.5 Wind reactions based on MWFRS A Min Brg Width Req = 1.5 C Min Brg Width Req = - B Min Brg Width Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# e111111IF HOrrfr HWA Ir No, 86357 ° a ,tee v STA TE OF 4/ 604mai Oil` FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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, installingand bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an c� SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless -noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly ,i�id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, ile._ Apply plates to each face. oftrussand position as shown above and on the Join Details, unless noted otherwise. Defer to ion of -I PI 1, or for handllnq, shlppin)q, mSt; acceptance of rotessiona engl any structure is the responsibility ral notes page and these web sites: ALPINE: any deviation from this drawing,any failure to build the ig oftrussesA seal on this drawing or cover page, slbility solely for the design shown. The suif9ablli )esignerper ANSI/TPI 1 Sec.2. TPI; www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.ica PINE A AN MCOMrAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101550 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef: 1WXd89750090 T24 / FROM: LPM Qty: 3 7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19453 Truss Label: EJ3 KID / YK 07/29/2020 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 " Lumber C 10'2"11 M O LO B M 04 prQn A VV D 2X4(A1) Wind Criteria Wind Std: ASCE 7-10 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 9 0 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA' CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.216 Max BC CSI: 0.123 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- /- /162 /76 /86 D 52 /- /- /41 /6 /- C 65 /- /- /31 /51 /- 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# 011111/ t1t 11li��'Ir 'Ni CENS a ® i No. 86367 a� STATE OF ®4f� for, 0 F ®pip" /aN44044jiAD k�, FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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, handiin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face, ofPtruss and position as shown above and on the Jointi9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ANmvcoMPAW truss in conformance with ANSIITPI 1, or for handling, shipping, Installation and bracing of,trussesA seal on this drawing or cover page, , 6750 Forum Drive listing this drawingg indicates acceptance of proiessionaJr engineering responsibillty;solely for the design shown. The suitability Suite 305 and use of this d"awing for any structure is the responsibility of the Building Desigher per ANSI/TPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.a:pineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Odando FL, 32821 Job Number: N334504 Ply: 1 SEQN: 7679 / T23 / JACK Cust: R8975 JRef: 1 WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 2 FROM: RWM DrwNo: 211.20.1438.15070 Truss Label: EJ2 KM / BAF 07/29/2020 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 " 7 �— 1, Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 12 C 2X4(A1) Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N) Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 21 2' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.000 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.114 Max BC CSI: 0.029 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 X011111/Itiff 1 Q��W Ak,""�'� a �' " s • No.86367 y r 0 �~° e STATE QE T M Ln ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 157 / 58 / 144 ! - / 43 / 8.0 D 32 /5 129 /- /- /1.5 C 34 /17 /12 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Bearings B, D. & C require a seat plate. Members not listed have forces less than 375# rr aN Al 1�g® FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide to bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingq and bottom chord shall have attached ri Id ceilin Locations shown for ermanent lateral restraint of webs shall have bracm Installed per BCSI sections 63, B' as applicabgle. A . plates to each face ofptruss and position as shown above and on the Joinf Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin qq Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the rfPI 1, or for handling, shippintq, installation and bracing of,trussesA seal on this drawing or cover page acceptance of pro) esstona engineering responslbillty,solely for the design shown. The suitability any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ral notes page and these web sites: ALPINE: www,alpineitw.com; TPI: www.tpinst.org; SSCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE AN MCAMPAW 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 Job Number: N334504 Ply: 1 SEQN:7676 / T34 /JACK Cusl:R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 4 FROM: LPM DrwNo: 211.20.1438.15491 Truss Label: CJ5 KD / YK 07/29/2020 C 12 6 M N ('7 B M L A D 1 4'11"4 i 4'11 "4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 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 (Pru,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# I Loc R / U / Rw / Rh / RL / W VERT(LL): NA VERT(TL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.411 Max BC CSI: 0.254 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 B 256 / 95 / 207 / - / 128 18.0 D 89 /13 /68 /- /- /1.5 C 118 /92 /61 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# '�i���v49rrr►�r��v A WA�f 'Pf00 Do 00 No. 86367 a STATE � ® �?QSoo OR Cr oV'rf6140 NAeddim`C , FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information; by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord -shall have properly attached structural sheathing and bottom chord shall have a pro pperly �l id ceiling Locations shown forpermanent lateral restraint of webs shall have bracinqq installed per BCSI sections B3, B7 or B10, e. App7y plates to each faceofPtruss and position as shown above and on the Joint Details, unless noted otherwise. Defer to 60A-Z for standard plate positions. Components Group Inc.shall not be responsible for any deviation from this drawing,any failure to build the PI 1, or for handling, shipping, installation and bracing oftrussesA seal -on this drawing or cover pa e , acceptance of pro7essionaf engineering responsibility solely for the design shown. The suif9abtltty B any structure is the responsibility of the uilding Designer per ANSI/TPI 1 Sec.2. AL NE 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 more information see this Job Number: N334504 Ply: 1 SEQN: 7675 / T33 / JACK Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F City: 4 FROM: LPM DrwNo: 211.20.1438.16084 Truss Label: CJ3 KM / BAF 07/29/2020 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " . 4"3 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. 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. 2X4(A1) Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C 2' 11 "4 2' 1.1 "4 Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(TL): NA HORZ(LL): 0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TIC CSI:. 0.206 Max BC CSI: 0.115 Max Web CSI: 0.000 VIEW Ver: 17.02.02A.1213.21 T cM Y_ ZY) d7 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 185 /75 . /160 /- /84 /8.0 D 50 /6 /41 /- /- /1.5 C 63 /50 /29 /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 D Min Brg Width Req = - C Min Brg Width Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# ��*irraE����ror AWAk,',�`� 9®#0 •0ab�I CENS411 s 4 No, 86367 8 a R a� STATE OF Is fr 0 IQ or �; 40-'' 0/0 9411101110 FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 **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 Per BCSI sections B3, B7 or B10, unless no, otherwise. Refer to a division of cLt;omponents Uroup Inc. shall not be responsible for any deviation from this drawing,any failure to build the TPI 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover page acceptance of pro-fessionar engineering responsibility solely for the design shown. The suitability any structure is the responsibility of the Building Designer per ANSIrrPI 1 Sec.2. ral notes page and these web sites: ALPINE: www.alc)ineitw.com: TPI: www.toinst.ora: SOCA: www.sbdndustrv_com� ICO• www. iccsat ALPINE AN rrw COMPANY 2400 Lake Orange Dr. Suite 150 Orlando FL, 32837 SEQN: 1017571 JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WXd8975o090 T29 / I FROM: LPM City: 4 ,7A'5 12 20 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19360 Truss Label: CA KID / YK 07/29/2020 12 6 C 43 V Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BOLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "138" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 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 (PrJ,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA - Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0,025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /148 179 /41 D 11 /-2 /- /18 /12 /- C - /-15 /- /27 132 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# ��'Na�lt�orirr�► o,,% N AWAA- a,®61 re/ �f �p NN�0 A�CEr/��Sa!*0 No, 86367 e =� d m Ow-00 a w � �'` $ +ems �TAB ATE OF 0 0 ® S/� O'k .QNAk +1 FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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, Installingand bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly id ceilinn Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, e. App7y plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. a division of contormance Wltn ANSI/1 F'I 1, or for handlin snipplr his drawing indicates acceptance of roT'essionE e of this r7�awing for any structure is the respons nformation see this lob's general notes Daoe and these web sites: j failure to build the I or cover paqe n. The suitability mcom: ICC: www.iccsaf ALPINE AWRYCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 1017631 JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WXd89750090 T27 / FROM: LPM Qty: 4 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21466 Truss Label: CJ1A / YK 07/29/2020 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 " Lumber 12 6 C 43 T Wind Criteria Wind Sid: ASCE 7-10 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 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "1313" uses design values approved 1/30/2013 by ALSC Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 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, 11 "4 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NF Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 6th.ed 201 TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE I'm M M 1 Aefl/CSI Criteria PP Deflection in loc L/deft L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 9'2"5 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /148 /79 /41 D 11 /-2 /- /18 /12 /- C - /-15 /- /27 /32 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# '0`1oi91tlllryrProf, ,�`a�HWA/ %' � • r s No.86367 P . _;6_ 0 STATE OF aw ° sla�i ti �Idi69d lij FL REG# 278, Yoonhwak Kim, FL PE 486367 07/29/2020 '*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 propperly attached ri id ceiling Locations shown fpr ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinhgComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the as mvcoMPMY truss in conformance with ANSI PI 1, or for handle �, shipping?, installation and bracing of,trussesA seal on this. drawing or cover page, , 6750 Forum Drive listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suitability and use of this c7�awing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.al lneitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.icrsafe.org Orlando FL, 32821 Job Number: N334504 Ply: 1 SEQN: 7678 / T22 / HIP_ Cust: R8975 JRef: 1WXd89750090 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F Qty: 2 FROM: HMT DrwNo: 211.20.1438.15039 Truss Label: HJ7 KM / YK 07/29/2020 T 4"3 y �-- 1'5" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Provide (3) 0.162"x3.5", min toe -nails at top chord. Provide (3) 0.162"x3.5", min toe -nails at bottom chord. 5'3"5 9110"1 5'3"5 4'6"11 9'2"2 9'22 Snow.Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES TPI Std: 2014 Rep Factors Used: No FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.046 F 999 240 VERT(TL): 0.129 F 999 240 HORZ(LL): 0.011 C - - HORZ(TL): 0.021 C Creep Factor: 2.0 Max TC CSI: 0.592 Max BC CSI: 0.646 Max Web CSI: 0.252 VIEW Ver: 17.02.02A.1213.21 �`+i1�Wq�,►r® � e w ,m et a m No. �fi367 F �� Q • /R 0 � gSTATE OF4,� F ®� 0 m i� m v 'f` . 9'10 -1 ♦ Maximum Reactions (Ibs) Loc R /U /Rw /Rh /RL /W B 388 /206 /- /- /- /10.6 E 353 /75 /- /0 /0 /1.5 D 216 /179 /- /- /- /1.5 Wind reactions based on MWFRS B Min Brg Width Req = 1.5 E Min Brg Width Req = - D Min Brg Width 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 379 - 549 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B -F 515 -340 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 374 - 566 OR S 000e ONdA ` A, FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 **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 sheathinq and bottom chord shall have a properly attached rigid ceilln Locations shown for permanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or 910, as applicable. Applgy plates to each face. oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE ^', drawings 160A-Z for standard plate positions. �LPPII 1 VN Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the RNnWCOMPAW truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pa a .. 2400 Lake Orange Dr. listing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suit9ability and use of this c7�awing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150 For more information see this job's general notes page and these web sites: ALPINE: •www.al ineitwxom; TPI: www.t inst.org; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837 SEQN: 101548 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1 WXd89750090 T17 / FROM: LPM Qty: 2 ,7A5/320 ,182ED,F ,02F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19330 Truss Label: HJ3 KD / YK 07/29/2020 C 12 4.24 T 10'2"6 B TT1 N T A 81811 D rGrr i f J 4'2'r3 i vl 4r2"3 Loading Criteria (psf) Wind Criteria Snow Criteria (P9,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA B 84 /- /- /- /45 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.001 D D 28 /- /- /7/- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ TL 0.002 D C 64 /- /- /- /48 /- ( )' NCBCLL: 0.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.120 B Big Width = 10.6 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.074 D Brg Width = 1.5 Min Req = - C Big Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: No Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Lumber Value Set: 13B (Effective 6/112013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "l36" uses design values approved 1/30/2013 by ALSC Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. r11Q r' yYA�{ ��fp Additional Notes ®�� '� ®�1�I�rtl f� _a��► �,oO V�C` Refer to General Notes for additional information ®"" • o ,'� Provide (2) 0.131"x3.0", min. toe -nails at top chord. 1 No, 86367 a s Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. �' r o► p STATE OF �R1Q�' % { a•opgov f`�ddldidlDl►m�d� FL REG# 278, Yoonhwak Kim, FL PE #86367 07/29/2020 —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 BGSI. Unless have bottom have per noted otherwise,top chord shall attached rigid ceiling Locations shown for ermanent lateral properly attached structural sheathing and chord shall a propperly restraint of webs shall have bracin installed per BCSI sections B3, 67 or B10. as applicable. Apply plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildinQQComponents Group Inc.. truss in conformance with ANSI/TPI 1, or for handling, shlppinq, shall not be responsible for any deviation from this drawing,any failure to build the mnwcowmy installation and bracing of,trussesA seal on this drawing or cover pae 675o Forum Drive listing this drawing, indicates acceptance of pro essiona, engineering responsibility solely for the design shown. The suitability Suite Fos this drawing for is fhe responsibility of the Building Designer ANSI/TPI 1 Sec.2. and use of any structure per For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org_ SBCA: vvww.sbcindustry.com; ICC: wwwAccsafe.org Orlando FL, 32821 Gable Stud Reinforcement Detail ASCE 7-101 160 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 Orn 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Goble Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12, 2' 12' 8' 14' 0' 14' 0' Cj) U S P r #3 3' S. 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' o Standard 1 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' ill 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' 01 #1 4' 0' 6' 8' 6' 11, 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' . 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 1 9' .2' 9' 7' 10, ill 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' V 14' 0' U #1 / #2 4' S' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _P _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0" 14' 0' 14' 0' U LJ P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' QJ 0 �I Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10' 10' 12' 8' 13' 7' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 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' N14' 4' 4' 6' 5' 6' 10' 8' 6' 9'1'10' 6' 10, 11' 13' 4' 14' 0' 14' 0' r#3 Dr L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14,0'14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 1 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' U I__II— H Stud 4' 7' 8' 2' 8' 5' 9' B. 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O f Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' ill 10' 3' ill 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' .--i D rr L Stud 4' 9' 7' 4' 7' R. 9' 8' 1 10' 1' 1 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 1 6' 11' 1 8' 8' 1 9' 3' 1 11' 6' 1 12' 0' 1 13' 7' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14/ Vertical length shown In table above. Connect dingonal� midpoint of vertical wel AN RWCOMPANY 11 13723\ Riverporh Drive \ \ Suite\ 200 \ \ Maryland\ Heights,\ MO\ 63043 2x6 BF-L #2 or better diagonal bracer single or double cut (as shown) at upper end. About L T 18' W ^aL ce r 1 1L 'mil I IV, -i i nbc i i i cC Refer to chart l� wwVARNINGlww READ AND FOJ.OV ALL HATES W THIS DRAW24G! a wwXWORTANT— THIS FURNISH BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ' Trusses requFe extreme core In fabricating, handing, shipping, installing and bracing. Refer to an ,(low the latest edltlon of BCSI (Building Component Safety Information, by TPI and SBCA) for safet actices prior to performing these functions. Installers shot( provide temporary bracing per BCSL ,less noted otherwise, top chord shot( have properly attached structural sheathing and bottom ch ,all have n properly attached rigid ceiling. Locations shown for permanent Lateral restraint of we ,all have bracing Installed per SCSI sections B3, 117 or B10, as applicable. Apply plates to each fac truss and position as shown above and an the Joint Betails, unless noted otherwise. fer to drawings 16CA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shell rot be responsible for any deviation f Is drawing, any failu-e to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, ;tallatlon & bracing of trusses, A seal on this drawing or cover page Usting this drawing, nwBcates acceptance of professldml 9Ir: rag —5parud�Alty solely for the design shown. The =Itablllty and use of this drawing r any strucdre is the responsibility of the Building ]Designer per ANSI/TPI 1. Sec2 For more Information see this Job's general notes page and these web sites, ALPINE, www.alpindtwcoml TPI. eww.tpinst.orgl SBCA, www,sbclndustrvoraU IM wndccsafe,oro Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hem -Fir #1 / #2 Standard #2 1 Stud #3 Stud #3 Standard Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group Bi Hen -Fir #1 S Btr #1 Dou has r-Larch Southern Plnewww #1 1#1 #2 #2 Ix4 Braces shot( be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these modes. Gable Truss Detail Notes( Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d <0.128'x3.0' min) nails. )K For (1) 'L' brace, space naps at 2' o,c, In IS' end zones and 4' o,c, between zones, 3K)Wor (2) 'L' braces, space nails at 3' o,c, In IS' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 807 of web member length. Gable Vertical Plate Sizes Vertical Length + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-10-GAB16015 DATE 10/01/14 DR WG A16015ENC101014 No Slice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than 11' 6' 4X4 TOT. LD, 60 PSF . SPACING 24,0' 7R Vnnnhwak Kim FT. PF i MUi7 Gable Stud Reinforcement Detail ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = .1.00 Or: 160 mph Wind Speed, 15' Mean Height, PartlaRy Enclosed, Exposure C, Kzt = 1.00 Orr 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 140 moh Wind Sneed. 15' Mean Heloht. Partlnll,, Fn,inserl. Fvnncuro n_ ito+ = inn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace R (2) 2x4 'L' Bracer (1) 2x6 'L' Brace wi <2) 2x6 'L' Brace ■ Group A Group B Group A Group B Group A Group B Group A Group $ Group A Group B #1 / #2 3' 6' 6' 0' 6' 3' 7' l' 7' 4' 8' 5' 8' 9' 11' 1' 11' 7'. 13' 3' 13' 9' U S P #3 3' 4' 5' 1' 5' 5' 6' 9' 7' 3' 8' 4' 8' 8' 10' 7' 11' 4' 13' 1' 13' 7' HF Stud 3' 4' 5' D' 5' 4' 6' 9' 7' 2' 8' 4' 8' 8' 10, 6' 11' 3' 13, 1' 13' 7' p Standard 1 3' 4' 4' 4' 4' 7' 5' 9' 6' 2' 7' 10' 8' 5' 9' 1' 9' 8' 12' 4' 13' 2' #1 3' 6' 6' 1' 6' 4' 7' 2' 7' 5' 8' 6' 8' lo'- 11' 3' 11' 8' 13' 4' 13' 11' J S P #2 3' 6' 5' 9' 6' 2' 7' l' 7' 4' 8' 5' 8' 9' 11' 1' 11' 7'. 13' 3' 13' 9' #3 3' 5' 4' 7' 4' 10' 6' 1' 6' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12, 11' 13' 8' P Stud 3' 5' 4' 7' 4' 10' 6' 1' G' 6' 8' 2' 8' 9' 9' 6' 10' 2' 12' 11' 13' 8' d Standard 3' l' 4' 0' 4' 3' 5' 4' 5' 9' 7' 3' 7' 9' 8' 5' 9' 0' 11' 5' 12' 3' U #1 / #2 4' 0' 6' 10' 7' 2' 8' 1' 8' 5' 9' 8' 10, 1' 12, 9' 13' 3' 14, 0' 14' 0' _ S P P #3 3' 10' 6' 2' 7' 2' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' l' 14' 0' 14' 0' U (- H Stud 3' 10' 6' 2' 6' 7' 8' 0' 8' 4' 9' 7' 9' 11' 12' 7' 13' 1' 14' 0' 14' 0' Q1 O f Standard 3' 10' 5' 4' 5' 8' 7' 1' 7' 7' 9' 7' 9' 11' 11' 1' 11' 11' 14' 0' 14' 0' #1 4' 3' 7' 0' 7' 3' 8' 3' 8' 6' 9' 9' 10, 2' 12' 11' 13' 5' 14' 0' 14' 0' S P #2 4' 0' 6' 10, 7' 2' 8' 1' 8' 5' 9' B. 10, 1' 12, 9' 13' 3' 14' 0' 14' 0' #3 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' 9' 7' 10, 0' 11' 8' 12' 6' 14' 0' 14' 0' Q� D rr L Stud 3' 11' 5' 7' 5' 11' 7' 5' 7' 11' . 9' 7' 10, 0' ll' 8' 12' 6' 14' 0' 14' 0' Standard 3' 9' 4' 11' 5' 3' 6' 7' 7' 0' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 / #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 9' 6' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P r #3 4' 3' 7' 2' 7' 7' 8' 10' 9' 2' 10' 6' 10, I1' 13' 10' 14' 0' 14' 0' 14' 0' U I II— H Stud 4' 3' 7' l' 7' 7' 8' 10' 9' 2' 10, 6' 10, 11' 13' 10' 14' 0' 14' 0' 14' 0' O Standard 4' 3' 6' 2' 6' 6' 8' 2' 6' 9' 10' 6' 10, 11' 12' 10' 13' 9' 14' 0' 14' 0' X #1 4' 8' 7' 8' 7' 11' 9' 0' 9' 5' 10, 9' 11' 2' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 5' 7' 7' 7' 10' 8' 11' 9' 3' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 7' 9' 12' 10' 7' 11' 0' 13' 5' 14' 01, 14' 0' 14' 0' D P L Stud 4' 4' 6' 5' 6' 101 6' 7' 9' 12' 10' 71 11' 0' 13' 5' 14' 0' 14' 0' 14' 0' Standard 4' 3 5' 8' 6' 1' 1 7' 7' 1 8' 1' 101 3' 10' 11' 11' 11' 1 12' 9' 14' 0' 14' 0' About able Truss Diagonal brace optloni vertical length may be T doubled when diagonal 18' WK brace Is used. Connect I 1 diagonal brace for 775# 'L• 10Q1111fFf0tf at each end. Max web Brace , total length Is 14'. A �+ �`7� 2x6 DF-L #2 or better dingonnl Vertical length bracel single shown double W In table above. 45• or cut (as shown) at L e 1 upper end. an�uous*Benring Connect dingonnl at midpoint of vertical web, Refer to chart abd ok ma e t g al mWARNIN151— READ AND r01OV ALL NOTES W THIS DRAVMI —DV'RTWT— FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE DJSTALLEIM Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to a &WLV ;� r� Lin G V'' follow the latest edition of BCSI (Building Conponent Safety Information, by TPI and SECA) for safety practices prior to performing these functlons. Installers shop 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 lateral restraint of webs ! Q 1 �''(i A sa lit 00 O Irp�1�I [I� permanent shall have bracing installed per BCSI sections or BIg, as applicable. Apply plates to each face t Wi M. ���I� I�I�\\V'H ALP of truss and passion the J shown above and on the Joint Details, unless noted otherwise. F /ra V -Z Refer to drawings IfiOA-Z for standard plate positions. t "Y0` ��$", Y AN rrWCOMPANY Alpine, n division of ITV Buldhg Components Group Inc shag not be responsible for any devintlan from drawing this any failure to bu ld the truss In rnnfornnnce with ANSI/TPI 1, ar for handling, sWpphg, InstnL atta & brodng of trusses, A seal an tints drow(ng a` cover page Ilsdrrg Ihls drowYg, indicates ncceptarce of professlannl \ \ 13723\ Riverpon\ Drive wnginwwNrg respons6lfity solely far the design shown The suttabWty nmM use of this drawng \ 1 Suite\ 200 for any struchre Is the responsdOty of the Building Designer per ANSI/TPI 1 Sec2. \\Maryland\Heights,\MO\63043 For more information see this Job's general notes page and these web sitesi ALPINE, rww,alpheitw.coni TPD w—toinsi orni SBCA- wrr.sbdndustrv,arm ICG wwwJccsafe.oro 91 Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud1 #3 IStandard Dou las Fir -Larch Southern Plnerrr #3- #3 Stud Stud Standard Standard Group Bi Hem -Fir #1 & Btr #1 Dou las Flr-Larch Southern Plnerrr #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board), wlrFor lx4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values mn be used wIth these ,odes, Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 100 plf over continuous bearing <5 psf TC Dead Load). Goble end supports load from 4' 0' cutlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with lOd (0.128'x3.0' min) nails. )K For (1) 'L' brace, space nails at 2' o,c. In 18' end zones and 4' o,c. between zones. )K)KFor (2) 'L' braces, space nails at 3' o.c. In 18' end zones and 6' o,c. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical Len th Na Splice Less than 4' 0' 2X3 Greater than 4' 01, but I 4X4 less than 10' 0' + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-10-GAB18015 DATE 10/01/14 DRW G A18015ENC101014 , TOT, LD, 60 PSF AX. SPACING 24,0' Yoonhwak Kim, FL PE #86367 'T' Reinforcing Member Gable Truss Gabe Detail Fnr I Pt -in VPrtirnl(,- Gable Truss Plate s ppropriate Alpine gable detalt for e sizes for vertical studs. Engineered truss design for peak, -b, and heel plates, vertical plates overlap, use a Ae that covers the total area of Lapped plates to span the web, ei 2*2X4 *-2 Hroviae connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsi 10d Common (0,148'x 3,',min) Nails at 4' o,c, plus (4) nails In the top and bottom chords. Toenalled Nailsi 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 Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 a ASCE 7-16 Gable Detail. Drawings ee A11515ENC100118, A12015ENC100118, A14015ENC100118, �� C� d��►®/� A18015ENC100118, A20015ENC100118, A20015END100^1 A11530ENC100118, A12030ENC100118, A14030ENC1���f'O� A18030ENC100118, A20030ENC100118, A2003DE3 0 ��► S11515ENC100118, S12015ENC100118, S14015EN 0118,16 S18015ENC100118, S20015ENC100118, S20015E 110011%, S 0 15P 1 8 S11530ENC100118, S12030ENC100118, S14030AC100118, S 7 p S18030ENC100118, S20030ENC100118, S2003d118, S20030PED100118 6B - ra B See appropriate Alpine gable detail for maxim® unrRlnforced'g' a vertical tool STATE OF ® , 'T' Relnforcerlent Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based an appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, ✓eb Length Increase w/ 'T' Brace 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 2x6 20 Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30X = 1.30 <1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1,30 x 8' 7' = 11' 2' ////j�l 11�11 rLJrJ I�I�\\V'I I L L V .wVARNII1Cdw. READ AND FOLLLDw ALL NDTES ON THIS DRAVOd3 '; vWERTANT, FURNISH THIS DRAVM Tn ALL CONTRACTORS INCLUDING THE INSTALLERS o Trusses require extreme care In fabricating, handling, shipping, Instalgng and bracing. Refer to and follow the latest edition of BCSI (Bullring Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs as applicable. Apply plates to each face shall have bracing Installed pep above B7 or Details, sections the of truss and position -Z shorn above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. a ; C pRi'0� ' +' s<'` 0 0 Or S ! 00 ®` fU A , P O A d �did16�a1►��� REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 AN rTWCOMPANY Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping. Install¢tIon 6 bracing of trusses. AX, T❑T, LD, 60 PSF \\ 13723\ Riverport\ Drive \\Suite\200 A seal on this drawl g or cover page listing this drawl g, Indicates acceptance of professional engineering responsibility satety for the design shown. The sultab" and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 See2. DUR, FAC, ANY \\Maryland\Heights,\MO\63043 For more Information see this Job's general notes page and these web site¢ ALPINE www,alpineltr,comi TPI, www.tptnstorgl SBCAr wwwzbcindustry,orgi ICCi ww ¢� MAX, SPACING 24,0' 'T Relnfol Memb Ga Tr Gable Detail For L Pt -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 .te that covers the total area of lapped plates to span the web, „ 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsi 10d Common <0.148'x V,min) Nails at 4' o,c. plus (4) nails In the top and bottom chords. Toenalled Nnilsi 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 Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 Gable Detail Drawings ee`` A11515ENC101014, A12015ENC101014, A14015ENC101014,I Ci 1itf/1 A18015ENC101014, A20015ENC101014, A20015END1010} �A11530ENC101014, A12030ENC101014, A14030ENC1 Wt$C10101j,A18030ENC101014, A20030ENC101014, A20030EN ��, S11515ENC100815, S12015ENC100815, S14015E 008e15Q�®003 S18015ENC100815, S20015ENC100815, S20015EMD100845, 14j�0 0 8 e S11530ENC100815, S12030ENC100815, S1403004CI00015, $ 30 7 S18030ENC100815, S20030ENC100815, S2003OCtWO0815, S20030PED100815 0 Seen ro rlate Alpine Pi pp p p gable detail for maxim unnielnforced,60w vertical l@ m STATE QF 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nal. - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. /eb Length Increase w/ aT' Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' "WARNIN01■■ READ AND m i nV ALL NOTES ON Tiffs DRAAVINGI a t ;tRI'0r�IMPDRTAMTv FURNISH THIS BRAVDc TO ALl CDNiRACTEIRS INCUMING THE INSTAI -M& m �'�/REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and('� pw� V follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) for safetyd� lJ 0 Go $ a°DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. 41�nqunless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord 4/ JN DRWG GBLLETIN1014 a shall have n properly attached rI81d ceiling. Locations shorn For permanent lateral restraint of webs / e �I'l l��T� fl� shall have bracing ionInstalledss per HCSI sections the J or DB10,etails, as applicable, no Apply plates to each face �Adti�i161►1� d I I I L� I�I�\`V'I I of truss and position as shown above and on the Joint Detnlls, unless noted otherwise. ��� V Refer to drawings 160A-2 for standard plate positions. AN RW COMPANY Alpine, a divlslon of ITV Building Components Group Inc shall not be responsible for any deviation from this drawing, any fallure to bulld the truss In conformance with ANSI/TPI 1, or for handling, shipping, )AX TOT. LD, 60 PSF Installation 4 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional \\13723\Riverporll Drive engineering RtheIB reely�ofor Rity design qie Bing Desrtatyand use I/rI of er2 drawing DUR, FAC, ANY \ \ Suite\ 200structure \\Maryland\HeightsA MO\63043 For more Information see this job's general notes l nu and these web-dL1Wb8 Yoonhwak Kim, FL PE #86367 MAX. SPACING 24.0- ALPINEi rwr,nlpineltr,conl TPIi rrr.tpinst,orgl SHCAi wrr.sbclndustry.argi ICG rwwlc s Valley Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, )K* Attach each valley to every supporting truss with) (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-10 160 mph. 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-10 140 mph. 30' Mean Height, Enclosed 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 ITW BCG Wave Plates. 3X4 12 12 Max, 2X4 X4 i8-0-0 max NJ 4X4 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of web, sane species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o.c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown In DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with; properly attached, rated sheathing applied prior to valley truss installation. Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. www Note that the purlin spacing for bracing the top chord of the truss beneath the valley Is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley 20-0-0 (++) 0.1 Supporting trusses at 24' o,c, maximum spacing, 4X4 2X4 Valle Spacing Square Cut Stubbed Valley ❑Ptional Hip Bottom Chord End Detail Joint Detail oe-nailed Valley . . . . . . . . . . . ,,'k tit ! II rt r ll 4 f i • e N0, moan T mo a • a 2 �C1 • — _ _ _ o CY —WARtD)'I " READ AND FDLLIIV ALL IIa7Es ON THIS DRAVDI01 -DPIRTANItw FIIRMSH THIS DMV246 TO ALL £ONTRACTIIRS DtCLMBE THE DISTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Bullding Component Safety Information, by TPI and SBCA) for safety prnctices prior to performing these functions. Installers shall provide temporaryy bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom char shall have a properly attached rlgbl celiing. Locatlons shown for permanent lateral restraint of webs shall have brodng Installed per BCSI sections the J or Details, as nppUss no Apply plates to each face of truss and position as sham above and on the Joint Deto0.s, unless noted otherwise. LI Refer to drawings 160A-Z for standard plate positions. Alpine, a d1vls1on of ITV Building Components Croup Inc shall not be responsible for any deviation f" AN RW COMPANY this droving• wny falure to build the truss In conformance with ANSI/TPI 1, or for handling, shippig, trutallotlan 6 bracing of trusses. A seal on this drawing or cover Inge listing this drawing, bvGcates acceptance of professhnal "137231 Riverporh Ddve f re ty solely far the design shown. The suitability and use of this drawling I I Suite\ 200 the responsMlty of the Bulldg Designer per ANSI/TPI I Sect, \\Maryland\Heights,\MO\63043 For more Information see thls Job's general notes page and these web sites- ALPIND w—toneltw.coni TPI- w—tpinstargi SBCN —locindustry.orgi ICO wwwlccsafeorg i ZQRi1�`va�- ootr��u►►► -L 30 130 ® 'h De 20 15 C DY 10 110 BC & 0 0 TO T, D, 60 55 md)nIT Partial Framing Plan OPSF REF VALLEY DET 7 PSF DATE 10/01/2014 0 PSF DRWG VAL160101014 0 PSF 7PSF DUR.FAjC.1.25/1.331.151.15 SPA ING 24,0' 91./+ i a78, Yoonhwak Kim, FL PE #86367 VALLEY FRAMING & BRACING DETAIL R BC Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14%0" -Maximum mean roof height: 30 feet -ASCE 7-05,140 mph, Enclosed, Cat II, Exp B, 1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that crippie locations are gored between rows. FYN innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 4 16d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 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 t. . nc4V.R............ NRC VJCU) 13. Collar beam to rafter 4 16d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat ede of cripple with 10d 50.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripples over 10'-0' long require two CLR's or both faces w/ "T" or scab. Use stress graded lumber & box or common nails. ,Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing in accordance to current NDS requirements�N+fgy Nails are common wire nails unless noted otherwise. WARAMGhe REAR AND FULLW ALL HIMS W TWS DRAVDQ - -KDG' TART— FURNISH T= MAVUIG To ALL C131 MACTnRS Rr•,mnm TIC =TALL= = raU. r --- • .� m �}. fC LL 20 30 40 54 REF VALLEY FRAMING ses re Trusqukv extreme care In fco obritkng, handling, shipping, Instalgr.g and brockg , Refer t—'r�,, folio. the latest vdtlon of SCSI tButdkng re.ponaM Sofvty Infornatlon, by TPI and SBCM for m etes ; IC DL 10 20 7 7 DATE 10/01/14 practices prior to perfarnkng these functions. Installers shall provide tenporory bracing per B bless noted otherelse, tap chord shall have properly attached structural sheathing and bott—'Ahord stall have a properly attached rgld cetinM Locations shown for perronent Intent restraint of bs STATE ' <, C DL 0 0 0 0 DRWG VACNV1801015 Ft� luj�\Vll ofall ua brnckg kntas s per BCSI sec on th J ar Ble, m uniesshno AWydot plates to each f of truss and ppastNon as dmn above and on Us Jdnt Detnts, u less noted athereke. .r • ^ ♦ �'y •. /� Q. ♦° ,� BC LL 0 0 0 0 - Refer to drawkgs 16DA-Z for stordard plate posttbns. ye' Al pkx a dMdon of ITV B.Ilding ConPornents Croup Ina shoe not he.respornsbte for arty devlatton f �A ••• C rl RIO v♦• �ey' �? A •♦oil 1 ` ,� •ter••••' TOT: LD.30 At'f fT1NO�MPANY tins dwwknp, any fnture to build the truss h corMornonce .la, ANSI/TPI 1, or For harndlkng, shppinp, Aye 12 �s 50 47 61 Installation ru bracing of tsses. A seal an this drawing or cover page Urting this dmwklg. Indicates aueptonce of proFesslonol �k�+np Y solely for the shorn The �"w•"g for k tf}r Buanp i �O N AL ,tN `•p, `t DUR. FAC. 1.25/1.15 1338 Glyn fm l Dwe M rat 3045 Eadh City. Z stt.cinevv re:p�tlq neda�,.. Ata T'pt se� For nw� knfornotlon see tNs Job's general notes p ge and these web dtez+ AU'VE. wee.otptneltw.conl TPI, www.tPknstorgl Sara www.sbd andustrynrg, DM _Wccsafvarg 0"JI '7 �� illo < (0 t,� SPACING SEE ABOVE