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Truss
mLn I • �11 ,11� 11�� 11 11�� III MINIM 11 11 111111M 11 111 11 11� 11 11� II 11� 11 �1 1� 111111M 11 11 111111M 11IIIIIIEN 11 111 11 II 11 11 _ II 11� 11 III_ 11 21'-4" 4'-4" 14'-0" 39'-B" 0 NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE BACK CHARGES T O t 0. � Truss Quantity = 6 0 VALL NOT BE ACCWITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTNEM AT CARPENTER CONTRACTORS OF AMERICJt, INC. 8T7-283-9487 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. CD LO PAM F R r—a• TYPICAL 7' SETBACK CORNERSET LABFIJNG AND SPACING SHINGLE ROOF sf 2A HEEL4-3/----�'— _ ---'-1111 0 PLUMB C ' REVIEWED N/' ►*&-�-,-L Avexja,, C.-Le, AVLlo 1,-%'>Or— D D b O D Labeled End Mark .� fuCode r General Notes 1) dt~d.. hew On t*dnd � P*bd and Pan (a Ea tt m pain a1M W. 2) M 12— Wm to be Sepat NWIM all- trttad. 3) AI trou Waft Ia 24' O.C. ub. alh.afea 4) Pw TruaTrue Rda 1, UTAa 8C9-81 to witIcUm P.na x-unity dm& be Owed a a tmak un Waft 15 O.C. w = an WM% to b rWedW at a tr=& a d 20' bsWw -cb x-6roo, O.aadtoat au abuchr. m � dl. to Vm1 for any add8ad hu t ROOF LOADING SCHEDULE TCUL PSF BCCUL '0 PSF BCDL = 10 PSF DURATION 1 25 X F WIND SPD/TYPE` IGO BLDG EXPOSURE - C USAGE -RESIDENTIAL CAT H WIND IMPORTANCE FACTOR= I UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 Tmss member design & eomeeta plates m deligoed forASCE 7-10 and maximum farces from both components and claddings and main wind force resisting systems. • These trusses Lave been —ie d m carry an additional 10fpsfwn<onca eatbottomchord Dve load. FLOOR LOADING SCHEDU TCLL = PSF TCDL = PSF BCDL ee PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AIL REAMONS AND UPLIFTS ARE SHOW ON ENGUHUM tG WALL KEY ® '0 t t i LOAD# DESCRIPTION INIT. DATE CARPENTER CONTRACTORS OF AMERICA 3900 AVMIE G. EL V. VINTER HAVEN FLORIDA 33880 PHONEt(800) 93"806 FAX- (863) 294-2488 BUILDER D.R. HORTON STATE'RIDE PROJECTCHEEEIDE MODEL 1828/CATS/4EB9 CCA PROJ/MODEL/ALT 7A5/ 182ED,F ALT DESC OTC 3217 TiaNrrr cut LOT 70 BLOCK DESIGNER RFS PAGE 1 3 31 17 &334502L ' 4 "=1' ze'_a• c 21'-4" 4'-4' 14'-0' 39'-8' "m IS A n= PLAmk]R PLAN ITS INTMAM TO AID IN TIE 11WN"Tm1 IF Ta =M EM�LE TRUSS MVMM NO ARCHI= RALS SIPFS = TNIS aacuefT. EM ES W PLAN Ir CMMCA M TRUSS MA )QSEP" PARR AYUDM EN LA 06TALACIM W MWM LM ]MM" T ARcui=nxw If INtiNR m ix DIGDaMA SIPMm ESTE D=MNm ILL �lT ®maRTDt m -Gr aR R KTp lre>a vrllnrr �Ir R TNa wTQ lIQ ILL RiQ 9M{L ! fA1Tpa mfiT1lN mT; MRf. NW a mm Rrt m aaw"T Nm ■TWC Nw mvi NE MTLm IFet M Em Val IUr ! A®Ip VIIINr !® VpTip AiT49VAL R 0"Q OWIIQIr a wrpaa G ff.,M 6 Q om=k m �E _ �T ! A IMT )@Om m cmw M Lmms w1®T M l� A lOai>Zi, M w6T ! ➢RA2 Ma w tosTLm oes®e tom: mesa-s-a vwe M TWma K !r w am m Av® oar cobN mm1 ! WA 16101g msr us nMs tar swmAs mAs �" • ^• wA1AII f QIC r ALTrE lm 71L0$ ti 3 � ! 6TAt-pAm OfA meLS IAs MR� ! Im"mna �- m1 f®WT AmMDYO1R n AtDTK wArJE xN eaI Nslm tNaVN {O ! mtVl® w1 eYAw4 mllwlalWW apyrrNdm OI lrfAA T w1 1fllV� NwE ! M lm lmw>f.'L STIC Alni-11q MINI LAi IVMA®fS REFER TO PAM FOR b I I I� TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING SHINGLE ROOF PLUM -10 Reviewed for Code C npkanCO 1�� Enpwone9 Sci new Total Truss Quantity = 60 Labeled End Mark General Notes 1) Al pmN dad blN M Rot barm aM fd pdM bra On mp d-d P.G* Putm 9m to be' I gm sde -R 2) AI banplss m be Sirpm RIMS wdm dharwr fwb1L 3) N brtr. V cig is 24' O.G Wien dhesce waled. 4) Pw Trm Me bahTam BfS-B1 remrslatlotion pemaai x-bmciq laid be plsed d a mm. spaiwq IS' br bast Or spay to be Rymmd d a ntmfrelet d 2(f bebrem emb x broce IMwwybd 1M amlchm Pkms mh m BC9-81 for any addfTNld bmaig ROOF LOADING SCHEDULE TCLL 20 PSF T C L = ' PSF BF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % WIND SPD/TYPE= 160 BLDG EXPOSURE = C USAGE = RESRIENTIAL CAT H NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 Truss member devFn B.-10-mv-mplates are desiggnaed for ASCE 7-10 end maxim fom bomhothmmponmts mdoladdmgs and main wind form marling systems. • Thew "'—have hem ®evie+ved f tarty en eddI-9101 InInon<an r6onom chordlira load FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AIL REACTIONS AND UPLU7S ARE SHOW ON ENGRUNNIBIG WALL KEY O8-8- LOAD# DESCRIPTION mr. DATE CARPENTER CONTRACTORS OF . AMERICA 3900 AVENUE G. N. W. WINTER HAVEN FLORIDA 33880 PHONE.(800) 959-8806 FAX- (863) 294-2488 BUILDER DR HORTON srATEmE PROJECT CREEKSME MODEL 1828/CALi/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/182ED.F ALT DESC OTC 3217 TRINITY CIRCLE LOT 70 BLOCK L is m � a e ENGINEERING PACKAGE Builder: (DR HORTON / STATEWIDE Project: [7KA5,/320 CREEKS IDE Model/Building: 182ED,F Lot Alt: Lot: Block: Address: 3217 TRINITY CIRCLE ............. ......................................... ---- ......................... _...................... ... JobNumber: 'IN334502 ._............................................ ....................... ................. ...................... . Revision Date: Unit: New Load #: RH01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ROvlewed for Code T,JnJVr:J En pn"ft Sgerum March 1.3,10.19 Mt. Bob: - Michaelis of America,, Inc:: 39.00 Avenue 0-,"N.offhwesf Winter He(ven,,.FL 33880-6201 ALRIN . E .44 aw COM.PMV 'Re: AlternatiV6 installations for. a single ply carried truss with a width less than the hanger width, :and I wood.blocXing,lio-achlevo full. design .load far face-Mounted.bang6r-a a6hrridfin- :.,. , . , . . . value .. . . . .. � . tt on a.: one ply. .supporting girder(R6f&6hc6 detail WMT-02).. Dear Bob., Fot a single Ply carried truss With a..Width less than the hanger. Width you can inst all a prefabricated jack scab trussJ*) for wQqd.fiI.1erblocking . The chord sizes, :qhQrd..grpOos,and..410ihd,:connector - lat6(s)to% .be the. same' as the single ply carried truss. The prefabricated have a: minimum .length of 481' and will have '-a' 'm�*Rjmum pitch. of 5112. The* single. ply-carrieo 'truss sha ion 6 ... . ... .11 �ave:g reacti 3,500# orles's: h iW6 (2) rows of 0.128' . 'x3 Attach prefabricated, russ. With�: ..O"'GLin Nails at2' OX.per row; staggered 1".(Se6.'Figure A b616 -.Pl6ase-refer to -the Simp son Strong -Tie Catalog C-G 201,9, pagq.2.16.: FigumVor more information.. Ngdre'l F.pr a singe plygit . do . r4hat requires woo d'blocking to,adhieVeJUII deiMgh load valu& for. face -mounted hangersattachone -wood blockback face of the s d* to a. single -ply g irderwith the: size: an'. g . rad . e�a!s the' bottom, chord :pf. the. singie - Ply girder. The: 'wood : block length to. IJ6 such that 1he Wood blocking:extendsto each adjad6nt'pahel 'Points .(webs and bottom chord intersections)_ Attach wood block. P) rows._46.4287 x3.0"O.un Nails at 6" Wt. perrow,staggeted. 3.0":appl'ed W the 07.6a. Forum D.ave Suite 305. Orlando; F'L (000)521-9790.(863-- 42248686 www.alpineitw.com ALP IN.E sin o gle. pjy-.g.irqer.f�cq, with an additional (2.0) 012 3. W Qpn,NO(lqAt. each, panel point applied to 'the, Wood. tilock.face (See Figure '.!tbe'l'o.W).Please 'refettbth6:Sithps66$ttohgTie-Catalog G�G"2G.-Ig, -page 216, Fi&e. Vor more- irif6rm'aition. : 0OU're.2:* " The -application of prefabricated jadkscab truss fbrw6od fill e*r bl6dkihg.or Wood..blockinq to; achieve full h d design load. value forfqce=mo.urded hangers must be approved by t ehar ware. manufia 'prer.. All edge. and end: distances, and-'spacingforall nail connections .must. be sufficient o 0 _Spliffirig of "wood., If I'can.be-of any forther assistance, or if you have anyquestions. please° give me a cal . 1. $TAT.6 d� mmarn H. Krim.F.t. Chief Engineer Alpine an ITW CompanyanV Engineering Pepa,rtment Orlando -,'FL 6750 FoWrb- D.flvb. SuiteC306;:0'r'land6...FL -32821 - (800).52.1-9790 - (863) 422-8685 P 14k ALPINE MMOMfOw April 26; 2019 Mr. Bob Michaelis Carp enter Contractors of America, Inc.. . 300.0 Avenue O., N ' .Northwest Winter Hav6n, FL .33860-6201' Dear. Bob,, Re- Str6ndba"ck bti8ging -or'► roo I r- " - f t usses' ' . I understand there is some 'concern over our t6cfthiendati6ris f6r.strbhgbddk bridging on roof trusses. $fron&.1ok bridging for roof trusses is not p-requirogignt of ANSkTPl 2014, nor is it a re direm ntof the g . _ J. . _ trusses .. I. - '... . .. : . . . . .. ..: q �... . 0.. . Building Cornpoheot Safety: Information But strongback bridging ori roof trusses is recommended. by Carpenter C6htrbctdr8- of America; StrdhgNick bridging .serves the following two: functidns, One, bridging aligps the *094pM chords .after, they are. set so t.hey are uniforro, along the ceiling * he psmith ceiling'so line and mrvk.eabilify Two; bridging redu6e�m e6lativ& deflection of. adjacent, trusses:: ... reduces , Strongback bridgina".dods. hot--pIrbVbht-jor reduc6w6tall indiVidd6l deflection, especially any f Strongback ' ny rob __.dqf n mq.� inch.. qtj _g 1/4 . . ..... ... . . ...... . ... ... .. __ - ---- - ------------------- - . .... ......... . .... .... ... ..... .......... - - - - -- - ---------- . . ....... .......... . . . .. ......... ..................... ...... 5iron&ick bridging in roof. trusses dbds not serve as tertipbra'ry...6'r p6trn aifi6ht bracing and is not. t a uie of share. d . esigri, loads: betw eh irUs%es. Consequently, 'no dosi -. go. loads have interidbd * distr e been accounted-forWith this detail and dontihLibLis..!§trohobi4ek'.biidgihoghti.Lild not.be att attach ed between corriftion and girder 'trusses, The. use lof stToNback, bridging :'shall not, -interfere with other design considerations as specifiedby-the Engi6ebrof Record drth'e Building Designer. Th& outer ends of th6stroopback- bridging shall be., attached.to awall or another secure end. restraint,- or as specifie&byAhbi Engineer of RecoMbr.thd Buildjng.D6§ijn&r. -g-shall. be a rnini . 6 h .tt6ch Strongback bddgih min...of 2x .nominal lumber oriented with. the depth VOrtical'.. A With 1)60 ;common nails (0.16Tx3 S) nails ateach intersecting membeK. `When .*extending the- sttongbadk bridging overlap; by at a minimum.of two trusses. The location of the: strongback 6rit d-ging. maybe: specified'by:fhe'Tr6§s Manufacturer,. Engineer of Record, Of Building Desigh&r. Please rek(IO BCSI 4'St-rangbacking'Provisions" 'orto_ A].pine:*ST"BRIBR101:4 detail for more information. The. .graph ic shoWh (Fid ture, 1) is -for:eheiric illustrative purpose only, 6750 Forum Drive:8uite .805-, Orlando; FL.32821- (800) 52-1 . -9790.- (863) 422-8685- p , , Rw inei com; 1 14 ALPINE. AN,ffWrnU-,IW Figu.re.l.. If Leahbe of any f6rflhbr,atgs . istanbe: orlf-ypu'have !.ariy. i . pleape;lgive. meatajl, VVHNm: K Kndk. 0.#'. hieflEn gii neer Alpirie an ITW..Qo.mpany Eng,ineen"hg" D'e-'p a- rtrdi�nt -()flan'da', F.L. 328211. 6760 Forum -Drive Sub.306, G66do, 'FL 32824 , (80.0) 5214,790 - (863).422-8685 BUTTSTRONGBACK 'stress RIDGING TbGrTHER qt�qded lumber, 0- The purpose of s�ronoback.:bridding, Is. -to. ...ATTACH SCAB WITH' 10d.BDX/GUN devetop."toad sharIng between 'IndividUat trysses,: LAP- STRDNGBACK 1RIDGING MEMBERS iQ BOX/GUN control Vibration. In: additidn: to;�aldlng 'in -the i truss, �-trori.qback. bridgIng. serves -to reduce -�STR13NGBACK ___ACH __�' _ BRIDGING ipuunue or fro gin __ recommended by Alpine. Safety InformatIon), ALT We= "*A" OVAI w,,_koP,b%6r4. sholt We prop.W ="t W.V21 ; �11*. CiL Reft Tel IL. RSF WE 10/ ' ROW Mu hCi .. ert PALLIE 'USS; 'HID. WM APPROPRTA-SR: 0tPtllA-4 IN F -1VAIMA LATe-'s A T r QTHEA* UATA NOT"S :ILI Rd Wpy- Iff-d9f-Mi. AA19 00 LAM, p-.tj at Wl"M1% TO. BF OUPPLIM, v-c` r--- A I b d, 291 � A I 3. :2 -.0. UR M T: E-M . ......... ... . .... .. gal ............. .......... IV k8*0 E .. -1, AUUA In TR ls, 'ILSA '5CALE'. NO N. ff, 1:PUT, pL Or i- oo� NE . .. ....... Cracked or Broken This drawing speclfles repairs for a truss with broken chord or web member. This design Is valld only for single .ply trusses with 2x4 or US broken members, No more than one break per chord panel and no more than two breaks per truss are allowed. Contact the truss manufacturer for any repairs that do not comply with this detail, (B) = Damaged area, 12' max length of damaged section U = Minimum malting distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Apply one scab per face. Minimum side member lengths) _ (2)(L) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o.c„ rows staggered. Nall Into 2x6 members using three (3) rows at 4' o.c., rows staggered, Nall using 10d box or gun naps (0,12B'x3', m1n) Into each side member, The maximum permitted lumber grade for -use with this detail Is llrllted to Visual grade #1 and MSR grade 1650f. This repair detal. may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie -In loads, L L 4' o.c �Typlcal + 0 + 0 + o + 0 0 + 0 + 0 + O f S2' tagger + = Back Face loci Box (0,128' x 3', min) Nails, o = Front Face 2x4 Member - Double Row Staggere 2x6 Member - Triple Row Stagperec Member-; Repair Detail Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force. Member; Size L SPF-C HF DF-L SYP Web Only 2x4 12, 620# 635# 730# 8004 Web Only 2x4 18, 975# 1055# 1295# 1415# Web or, Chord 2x4 24 , 975# 1055# 1495# 1745# Web or Chord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 3 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord Web or Chord 2x4 2x6 42 2975# 3045# 35054 3835# 43950 4500# 5225# 5725# Web or Chord 2x4 .48a . 3460# 3540# 4070# 4445# Web or Cord 2x6 5165# 5280# 6095# 6660# Nail Spacing Detail savARMNWs= RCAI AHD f L QV ALL NOTES ON THIS DRAVINGI wwWMTANTIu fI1W= TJDS IifAYH1G TD ALL CORTRACTDRS INCLUDING M INSTALLERS, Trusses rs9rdre extreme care In fabrlcailnM hnNIlhp, shIP0p Inctalllro and Madnp. Refer to an tallow the latost rdtlon of lest Oupdhp Conporrnt Safety In crmtbn, y 7P1 and SNA) for sofri pra�ctkas prlor to per•forrInp these functlanc Install." aMil prov)le tmpararyy ��brseln par. 30M.' Unless noted othdrwl e, top Chord shall have properly attached structural shea9wnp anti botton ch tie sh ll have a properly aitadbd NGW Celina. Loeatlons shown For pornenent lateral restraNt of r■ f•�� shall have hracYro hstall.d par SCSI sectlau 33, 37 or 110. os appllesblr. Amly plates to each Fac 1 1 LJ 1� of truss and poslti n os shown above and on the JaImA UtoU, Wless noted oMe"Isri War to drarinps Ii9Mi foP standard plate posltlerA Alpha, a dNlslon of ITV IUAdhp Components ar*7 Inc. shall pot bs risponsIble for o devlailon f AN rTW COMPANY this draMnp, any Mum to bWd the Muss In con/orronee "It ANSI/TPI 1, or for hond�9, shIPphp, he ollation L •MaeA1p of trussas, A 31-Von this drowtop or eavar pa Uatlnp IN. d—vF,p, hdcaies acceptance of profesaknal w4ln. ' ,nrs�pens161H�y, solely for iM La�hT,n. sMwn T)r suitabflty and use o1 this drawF+O 13339 Lakefront Ddva for anY "' , r 10 ihs rrapavLAHy Of _"_ Asl4ta Deslpnm pm ANSIMI I Sect. Esdh Cily, MO 03045 for Marc Infornailon sir tNs Jobs Coneral notes yyepoe Ind these web sltes, ALPHA s.w.sldnaltw.eam TPI, vwwA21rat,orol S3M www.sbcNdustry.eror Jeri wvnlccsafa,orp L ' Htnlnun L MU. 8 L s ^\ 8 2L Minimum Di -4 L 0-1 L nlitarxe L REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRB1014 ACING 24,0' MAX �s r Purirns /L.at.e r , al bei.dflf 11. BOARD CqUARSFAWEVERY THIRD. (2xi) PAIROF RAFTERS .nllnfmyjp fiq-4. d JO�PVW.� tIqhI;;.j . , -:0 tj, go .. Eff.e,cts,.of'vf6t p.(*V I tiq sh#a(hIn§TZW=iwyZt -Sp;i . nt!*("8ist-anPa.b4p.twGen -Maxlmum "*ftobf hafght; 3.0-feet jti146 rnph,,.End cJose,*C'at')f, Ek`0.';EU4---9`tm1'0 "Or . 0,%AMaxtTU9 4kd715, ISPmo;gndloset, Up Dj Kzt,1.0 TRI&S- TOU4SUNINER VALLEY -FRAMING 1741 4EY RAFTER-DIR MDGE +CrfpPIeb,-4'-M`Idr,30 psf&Lrand-26 P9f(T-P) Max, /-Z w,staft f.lfuf. wXch yo Jfr"th#VdIlvyS bf,SlQQPQr0 "Uaidiw that cripijtefocatlons are F9 6thb'.'rId§a a: stayyera3'ttalween rows:, :r bl- O.C:(Tyiq t4� MA-Y,- 47yo YALL "IWO. V PLA' R ;Attltcfitrien, ,or -through 4,cuttl . ins: MQ fIq G-&- BLOCK 30A28741011) rla6d.atv, ,j66§-Wrqvre, tWo'.0 LR's-.oe I qx or dcgiinqn-nafls. gpjp*,Q�ft'.fiice eid&'OF 'rafter, mr,numberaf. nails are b'Ar .1.d . .. . . l. lei rafter lfs(eapemare.no! .4 der 41p6tgs 7fcrlppfosSalf b f}ds.and lateral ls:'Ii WIre-paljg uNIOAi; rioted -6thi . ecti-6.n 4 isd,tcl&-A glu• ;e:diceotly 2. iathin.9 h fn*' shaathln� 4, . . . P,aftdr:t6r.two-U6 sleepers. 416dtorqfaffis 5. 'Sleepdf td-tnl§i' 4'2:6d ltdiTftlls 3 IFO t&d;MU9..eajch slaep.er.1k.triuss 6..,Rjdga:bohrd:io-r.00f b1cick 4 15d toe-TMJ$ tgpa'cr.Fo.Rv"rrcN 1, -RTdje-.bqafr*d io-trjugs- . 4.j6d.t6"Ijjts; . .-Fruilla % (TV6)- Is. �.16.dtde-nails. .10, Truzstd;pOPP19'. -.11, 'Truss' o OLRZ USEDY .13. A;4lKr.Iba-aiVtbJrsftdf 4 16wto'e-nalls. NAILS AN Trwlo:•,*~ b-VARHOCA- W-0 NO FDLLQW; AW VK:Tmt.w ruowtm WA.04 M-K-L .cat WAS, W= -nc. *VQ, m*-teraeo" ticma- pen. d"'W t��'L�XWk-'O' ft .01 OWL t;2 9 x= ar -• &W,xid'd ji4tv P.-siddhig: f -7:• �Ps F xTv ULO.-C, t. ale mt1a, .4 - 0 S . . . fw ,r IW. I - '$TA OF Qr/ y. X.- L crop LL .' T. C DL- I �U BC ILL LL 0 ItT. L .37o. D -7-.7 40 54 ZO 7 '7 .0 0 0 .0 0 0 50 4 ei RAT' DATZ 10/9lj DRWP V AB:Ovr,: Simpson Strong-TieO'Wood Construction Connectors Face -Mount Hangers - I -Joists, Glulam and SCL ................................... ....... ...................._............ ..........................._..._.........................................................................................................__.. ..................................................._........................................................................................................_.............. __....._.............. ID These products are available With additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. El Actual Joist Size (in.) Model No. Carried"" Member DimensionsFasteners (in:) Min./ Max, (in.) Allowable Loads Code Ref. R �, `P y Web ocies Stiff =Regtl. W H Face - --Joist _ DF/SP Spe Header SPF/HF Species Header Uplift Floor Snow; (115)(125) Roof Floor (100) Snow. (115); ,Roof (125) IUS2.56/16 - 2% 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 1,555 11555 1,555 21/2 x 16 MIU2.56/16 • - 29A6 157li6 21/2 - (24) 0.162 x 31h (2) 0.148 x 11/2 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 2% 10% 2 - (16) 0.162 x 31/2" (6) 0.148 x 11h" 970 11,945 2,205 2,375 1,675 1,895 2,045 HU316 / HUC316 ✓ 29A6 141/s 21/z - (20) 0.162 x 31h (8) 0,148 x 11/z 1,515 2,975 3.360 3,610 2,565 2,895 3,110 IBC, 21%z 18 MIU2.56/18 - - 29/i6 1.77hs 21h - (26)0162 x 3Yz " (2) O.48 x 1?/z .' 230 3,795 4 045 045 3,220 3,480 3,480 LA x HU3169'HUC316 • ✓ '2% 14% " 21/z - (20)`0.162x31/2' (8)0.148x1'h" ,1515 2,975 3,360 3,610' 2,565 2,895', 3,110' 21/z x 20 MIU2.56/20 - 29A6 197A6 21/2 0.162 x 31h (2) 0.148 x 1112 230 4,030 4,060 4,060 3,465 3,495 3,495 2to X 22 to 26 P�11U2:56/20 - " • . ✓ . 2% 19'ir 21h ±--(2 0.162 x 31z (2) 0 48 x 111z , 230 4030 4 060 .9 O60 3 465 3,495 �3,495'. 29x 91/4 to 26 to 294e" wide joists use the same hangers as 21h" wide joists and have the same loads. 3 MIU3l2/9 -, 3'% 91hs 21/z - (16} 0.162 x 31h . (2) 0.148 x 11/z' : 230 2,305 2,615" 2,820 1,9"80 2,245 2,425 X.91h HU210 2 / HUC210 2 ✓' 31A 87116 ' 21h Max. (18) 0.162 x 31h° (10) 0148 x 3. 1 r9�; 2,680 3,020i 3,250" 2;305 2,605 2,800' IBC, 3 117/6 MIU3.12/11 - 31h 111/a 21/2 - (20) 0.162 x 31/2 (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, x HU212-2 / HUC212-2 • ✓ 31A 109/t6 21/2 Max. (22) 0.162 x 31h (10) 0.148 x 3 1,795 3,275 3,695 3,970 2,820 3,180 3,425 LA HU3.25/12 / HUC3.25/12 • 31/4 113/4 - 21/2 : - (24) 0.162 X 31h (12) 0.148 x 3 _ 1,? 4p 3,570 4,030; )4,335 3,075 3,470 3,735''. HU3.25/16 / -HUC3t25/16-. 31/4 13t3.Ss 2% Min. (20) 0.162 x 3'/2 (8) 0148 x 3 1,515 2,975 3 360 '3 610 2,5°60 2,890. 3,105 . ° Max. (26) 0.162 x 31h E" (12) 0148 x 3- 1 3;i' 3,870 4,365 4 695 3,330 3,7551 4,00 - 31%glulam :H000210m2-SDS 3% 9 3 - (12)1/4" X 2;rz'-SDS (6)1/4"X21h" SDS -'2 3414 4,315 4;315- ,3t5 3,60013 3,71C 3.710 FL HGUS3.25/10 • 311a 86/s 4 7- (46) 0.162 x 3'/z" - (16} 0162 x 31h -4,095 9,700, 9;100-'9,100 7,825 7,825 7,825 IBC, HGUS3.25/12 . 31/< 10✓6 4 - , (56) 0.162x 31h_ -;(20) 0.16'2 x 3'h` :5,040 9,400 9,40' ,9,400 8,085 8,085 8,085 FL 1GU3.25-SDS '' - 31A 8 to,30 ` 41% ''= (16) W' x 2%z' SOS 1'(12)1%4" x"2'/2" SDS '5 655 UK7 3O' ;T n.. C' 4,840 1.265 5,265 31/2 51/4 IHHUS46 - 35/s 51/8 3 - (14) 0.162 x 31h (6) 0.162 x 31/2 1,320 2,785 3,155 13,405 2,395 2,715 2,930 x HGUS46 • - 35h 06 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48 •' •. - ' 39f6 61:hc 2 _ - (6) 0.162 x 31h (6) 0:162 x 3?/z '_' , Oi 1;505 1 815 e1,960, 1,30"5 1,555 1,680' 31/z x 7'/4 ' HHUS48 • •`' - 3% 71% 3 - (22) 0.162 x 31/2 (8) 0.162'x 31/z 1 78ts 4210 4,770 '5;i40 3,615 409514,95 HGUS48 • -"' 3W 7'hs 4 - (3E) 0.162 X31h (12) 0.162.x 31h 3;235. 7,460 '7,460 7;960 6,415 6,4" 5 6,415'' IUS3.56/9.5 - 3% 91h 2 - (10)0.148x3 - 70 11,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 - 39A6 813/i6 21/2 - (16) 0.162 x 31/2 (2) 0.148 x 11/2 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 ✓ 39A5 83A 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 97C. 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 • - 39A6 815/16 2 - (8) 0.162 x 31h (8) 0.162 x 31/2 2,990 2,125 2,420 2,615 1,820 2,070 2,240 31h HHUS410 - 3% 9 3 - (30) 0.162 x 31h (10) 0.162 x 31/2 3,565 5,635 16,380 16,445 4,845 5,486 5,545 x 9'/z HU410/HUC410 • ✓ 39MG 85/s 21h - (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 17,460 `1,46,3 6,415 6,415 6,415 HUC0410-SDS - 39A6 9 3 - (12)1/4" x 21/2" SDS (6)1/4" x 21h" SDS 2.265 4,500 4,50-1 41500 13,240 3,240 3,240 HGUS410 - 35A 9'1A6 4 - (46) 0.162 x 31/2 (16) 0.162 x 3 1 4,095 9,100 9,100 9,100 7,825 7,825 7,825 113C, LGU3.63-SDS - 3% 1 8 to 30 41h - (16)1/4" x 21/2" SDS (12) 1114" x 21h" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,8401 LA MGU3.63-SDS - 35A 9Y4 to 30 41h - (24)1/4" x 21h" SDS (16)114" x 2'h" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 IUS3.56/11.88 ' •-...35� 11'l6".. 2 .- 040.1480. - '0 1;420 1,615'1,745 1,220, 1,390 1,485 MIU3.56/11 • - 39Ar 111/6 21h - (20) 0.162 z 31/i (2) 0148 x 11/2. : 210 " 2;880 3,135; i3436 ;2,475' 2,695 2,695' U414 • ✓ 39h6 . 10- 2,- -- (16)=0.16201h "" (6) OJ48 x3 " <.970: 2;305 ;216,15,1 2,820. 1,98,0; 2,245' 2,425 HHUS416 35A 9, 3 - (30) 0.162 x 31h - (10) 0.162 x 31h 3,5ii5 5,635 6,380 4'45, 4,845 5,486 5,545' HUS412 • •'' - 3% 10'/2" 2- - (10) 0.162 x 3'h (10)A 162"x 3'h 34 2,660 3 025'; 3,265 ,2,275 2,590 2,795. 31/2x11'A :HU412./HUC412 • - 39A6 - 10sJ16" 2'2 fAin. (16) 0.162 z 31h I " (6) 0.148 x 3,n1135 2,380 2,685 2,890 2,050 2,315' 2,490 Max: (22) 0.162 x 31/z: �(10) 0.148 x 3' i1,C96 3,275 `3,695' 3;970 2,820 3,180 3;4H HUCQ412-SDS • • - 3% 11. -" (14)114"'x 21iz''SDS, (6)1/4"z21h" SDS' ,2,76v 5,045 5,045 5, `95 3,630 3;630, 3,630 1-16 412 - ° `35A 103i6 4 ''' -, (56) 0.162 x 3'h (20) 0:162 x 31h'S,040, 9,400 9,40Q; .9;400' 8;085 8,08$' 8,085' LGU3'.63-SDS ` = 35/6 - 8 to30 41h - {16}?/i' x 2'/z' SDS (12) 14" x 2'/i' SDS 5 555 6;720 6,720. 61720. 4,540 4,840! 4,840'. MGU3.63-SDS 35A 9114to'30 '41h - (24)1/4" x 21W SDS (16)Y4 x'21h" SDS 7,260, 9,450 9,450j 9,450 6,805 6,805. HGU3:63-SDS= • •'- - 35/s .11 to30 41h = (36)'L4" x 21h' SDS I (24)1/l' x>21/z"SDS ° 46u 13.1' L1, ';16Q 113,, 0 J,47c 9, 479 _6,805' 9;475' 146 See footnotes on p.150. i son Strong -Tie® Wood Construction Connectors Adjustable Truss Hangers This product is preferable to similar connectors because '� m of (a) easier installation, (b) higher loads, (c) lower installed �j cost, or a combination of these features. b 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 N Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. C� Installation: d _ • Use all specified fasteners; see General Notes. C The following installation methods may be used: V rn Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. H 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 a angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges tumed in for 3s/a" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart w 186 1-1/i for THAC422 for 122-2 126.2 THAC422 Face nails Top nails per table per table 1W typical 2'h'forTHA422.2 and THA426-2 THA418 Double42- 2face nails Use full table value (total) Straighten the double rear 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 heady m Double -Shear i Double Nailing Dome Double -Shear } Shear Side View; Nailing Side View ! - Nailing Do not (Available on jj Top View bend tab some models) 3 Single 4x2- See nailer table 4 top nails _ (total) 'Q�' 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 iyNcai nnca Top Flange Installation er to [note 5 p.187 Simpson Strong-TieO Wood Construction Connectors Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. n 1 Dimensions Fasteners AF/SP ) SPF/HF Min. Min (m.) (in.) 5 Allowable Loads ) Allowable Loads, Model, Ga Top Header ' Code No.,,, Flange :Depth Carrying Member Canned Uplift Floor Snow ROOF, Uplift Floor Snow Roof /, Ref.' i W H ` C (in.)- . (10) "'Member (6D) (100) (115) Wind. ~ (160) (100) (115) 1 Wind Top:. Face .. M(1251100) �(1125/160) 11/2 — (2) 0.148 x 3 1 (6) 0.148 x 3 1 (4) 0.148 x 3 1 525 1 1,750 1,750 1,750 1 450 1,330 1:330 1 1,330 THA29 18 15A 911/is 51/a 27tis — (4)0.148x3 1 (6)0.148x3 1 (4)0.148x3 1 525 12,61012,G101 2,610 1450 111,93511,98,91 IOU THA218 18 1 1 % 173/is 51h 2 1 — 1 (4) 0.148 x 3 1 (2) 0.148 x 3 (4) 0.148 x 1112 — 11460 11,4CO 1 1460 — 11.110 1,110 1 1,110 THA218-2 16 31/a 17t11A6 - 8 2 - " " (4) 0.162 x THA222-2 16 8 2 — (4) 0.162 x THA413 . , 18, 3% 113"A, 41/2 2 -.: — (4) 0.148' THA418 16 3% 171/2 77/a 2 — (4) 0.162 x THA422';: 16 ;3%, 22 77/a 2 Al62x THA426 14 3% 26 77/a 2 — (4) 0.162 x THA422-2,' 14 71/4 221t/s( 1261/1 93/4 2,- — (4) 0162,'x, THA426-2 14 71/4 9IA 2 — (4) 0.162 x (2) 0.162 x 31/2 .y (6) 0.148 x 3 — a� 1,9C0 15 ' i - 1; i95 ,. „490 ,515 ,515 _.. IBC, FL, (2) 0.162 x 31/z (6) 0.148 x 3 — 1,960 1,995 1,995 — 1,490 1.515 1,515 LA (2) 0.148 x 3 (4) 6148 x 3 `- 11No7 1 0°0 '1 530 1,165 1165- - 1,165 (2) 0.162 x 31/2 (6) 0.148 x 3 — 1:960 1,995 1,995 — 1,490 1,515 1,515 (2)0.162x3Yz" (6)Q.148x3 = 196i 19 a 29 5. 0 Sin nip (4) 0.162 x 31/z (6) 0.162 x 31h 12,435 12,435 2,435 1— 2, 195 2,095 2,095 (4) 0.162 x 31/2 J(6) 0.162 x 31hJ — 1 3,330 1 3,330 1 3,330 1 — 1 2,865 1 2,865 1 2,865 FL THA29 181 1 Sh 911As 1 51/a 191146 1 (16) 0.148 x 3 (4) 0.148 x 3 1 525 2,265 12,265 2,265 1450 1950 1950 1 1950 THA213 18 i 5/a,1135/s 51/z ` 134 a — (14),0.148 x 3 (4),0146 x 3 ._E57 14x5 2 3 0 "2 47^ ; '733 i7F0 20 0 �_ ,2105',; . THA218 18 VIA 17-A. 51h — 17% — (18)0.148x3 (4)0.148x3 855 2,450 2,450 2 450 735 2105 2105 2105 THA218 2:` 16 `31/a'=1711tia 8 141tis (22),0:162x 31h (ii}0.162 x 31/z 1855 " �10 1 x10 310 1 595 2.8 f,345 ' 2 840''-- IBC, THA222-2 16 31/a 22% 8 — 141/1s — (22) 0.162 x 31/2 (6) 0.162 x.31/2 1,855 3,310 3,310 3,310 1,595 2,845 2,845 2:845 FL, LA THA413 18 1 3% 1A] 41/2 . — -. 133ie' — a 14 0.148;x 3 41, 0.148 x 3 4 2 045 ? 346 2 4a^ 30 1 r00 20,G THA418 16 3% 171/2 77/a — 141A6 — (22) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 3,310 3,310 3,310 1595 2;845 2,845 2,845 THA422 - 16 ,� 35� , 2L- 7'/a -i =.' .141Aa : (22) 0.16� x 31hi(6) 0.1'fi2 x 31h 3T 855 3 1f s si 3 s1 f1 i 59b 2;840 2,845 ' 2,$45 THA426 14 35/a 126 7% — 161tia — (30) 0.162 x 31h (6) 0.162 x 31h 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA422 2 14 1,7% 12271/ef �9314 1631e 1 (30) 0.162 x 3?h (6) 0.162 x 3l/z 855 5 i70 5 520 '5 520 �5,520 1595 4,445 4,745 .4,745" FL THA426-2 14 1 71/4 26'Ar, 1 93/4 — 18 1 (38) 0.162 x 31/2 (6) 0.162 x 31hl 1,855 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift bads have been increased for earthquake or wind fading 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 1 W min. top flange are based on a single 2x carrying member; all other tap -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation bads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson StrongTiee.Wood Construction Connectors 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. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity 1-iGUS hangers, future innova'ive double -shear nailing that distributes the load through two points on each Joist mail 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 ZMAX9 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 Nailing Top View Double -Shear Na ling Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1' for 2)es 1'/n'for4x�s� c OH W_/ B LUS28 HHUS210-2 MUS28 <p v � 0 o o' a a HUS210 (HUS26, HUS28, and HHUS similar) y HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) g 193 SIMPSON LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) Model . No Min He el �� Ga. I Dimensions (in:) ;' Fasteners,- W H g „Carrying .Member Carried Member Single 2x Sizes LUS24 �2% 18 19/,6 31/a ' �13W I -(4) 0.148 i3`=,. (2j 0:.148 x 3' I US26 4 a. 1 i6 431a 13/a, , . (4) 0.148 z 3 '(4)=0.148 x 3 MUS26 41M6 18 19/6 53/6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45/6 16 15/a 53/a 3 (14) 0.162 x 31h (6) 0.162 x 31h HGUS26 49A. 12' 15/a 6%':, 5 (20)'0.162x31/2, (8)0.162x31/2. LUS28 ` 444a . , 18, 1 9/16 - 6% �� '.13/4 -' � (6)' 01148 x 3. ' = (4) 0.148 x 3 °; MUS28 6-A6 18 1 9A6 6% 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 1 % 7 3 (22) 0.162 x 3'h (8) 0.162 x 3'h HGUS28 61A6 12 1 % 71/a 5 (36) 0.162 x 31h (12) 0.162 x 31/2 LUS210 41/4 . i` .18' 15i 6 71-M6 I ` 1314 ; . '(6) 0.148 x 3 (4) '0.148 x 3 HUS210 83/a 16'' 15/s ' 9 ,� - ' 8. ' _ (30)r0.162 x 31%z� (10) 0.162 x 31h HGUS210° 89A6 12 15h 9Ma l ,,, 5 . - (46)'0,162 x 31iz '(16) 0.162 x 31h ' 1. See table below for allowable bads. These products are available with additional corrosion protection. For more information, see p.15. Q For stainless -steel fasteners, see p.21. Many of these products are approved for installation F with Strong-Drivem SD Connector screws. See pp. 335-337 for more information. DF Allowable Loads z SP Allowable Loads SPF/HF�Allowable Loads Code ' Model No. .:'.. ;lJ,pliftl �(160),,.�;(1ff0)'i �,... Floor,.; ....1 ..... Snow . ? .(115), ".Roofs„" (125)<< "._ .. _,.; Wmd,_ ,y(1,60),-'.'(160) Upliftl ,Floor (100) : Snow a(115) ; Roof '(125) Wind:, Uplifts (160); Floor : (100) Sn6w� _Roof,t Wind 60) <, Ref;".; Single 2x Sizes LUS24 ;35 •820�,, 1,045,; "435.- ,725". �825. ..�-890= 3fi0: 495 565 ',. 605'''"' 770..i LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1 1,150 1,475 865 635 725 785 1,000 IBC, FL, 'MUS26 30 ;'1;295 I',480 1r560- 1.,uv-. 930 1,405 ..1560 ; _E,6n -,1 a60_ 810' 955 1,090' 1,180= 3 0 LA HUS26 1,320 2,735 3,095 3,235 3,235 1,320 2,960 3,280 1 3,280 3,280 1,150 2,350 2,660 21780 2,180 HGUS26 „ 7, 4 340 ; "4,850 „ 5,170 , , 5,390, . 875 ' �4,696 , 5,220 5' 390 ; ; 5;390- : ?80, 3,225 " 3,61U: '3,87,01,' ._3,985'1 IBC, FL LUS28 1,165 1100 1,260 1350 1725 1,165 1,195 1,360 1,465 ,730 865 810 925 1,000 1270 _ MUS28 �� s20 .. 1 30_ ,1 975 .2,1251 a2 2 a ' :,,�2{1 '';1,87511 2,135 ":_2;255 LoS 1 ,150E ..1,270 1,455`; '1,576rt .,.?..5 IBC, ' LA HUS28 i,760 4,095 4,095 4 095 4,095 1:160 4,095 4,095 4,095 4:095 1,480 3,520 3,520 3,520 3,520 HGUS28 s650 .?,2r,a. .:7,275 J,275 k.7,275',': ::650 7,275' "7,275 "� 7,275 7;275 : 1,325.' 3.fi20. 3,$20' 3;915'f' 4,250 IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210 264 .,..w460 v5...,330'; -s,8k: 2;635 a39o,'' �r80 -_' 830 ` 580 : ,r;22.0 2,330 2,455 2,535 2,825. LA HG11S210 2,090 9,1(?0 9,100 9,100 9,100 2:090 9,100 9,100 9,100 9,100 7,545 6,340 1 6,730 6,730 6,730 113C, 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 toad 2" < W < 6" Bevel cut 0.85 of table bad 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 bad 0.41 of table load Acute 'side apeeuy angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 194 LUS/MUS/HUS/HHUS/HGUS SSe These products are available with For stainloss additional corrosion protection. ID Steel fasteners, For more information, see p.15. see p, 21. Many of these products are approved for installation f with Strong -Drive° SD Connector screws. See pp. 335-337 for more information. Model No Minn , Heel Height Ga.' Dimensions (in.) W . H. g Fasteners (in.) ., , Carrying Carried Member' z Member."- DF/SR Allowable Upbft Floor (160) (100)„ Loads �, Snow .Roof Wmd; (1i5) �(125) {160) SPF/HF-Allowable toads' , Uplift Floor Snow ,Roof Wind _(160)"- (100) (115)� (125) 0) [(16 Code Ref.. Double 2x Sizes LUS24 2' ° 21/4 - 18 '; 3'A, 3116 2,' (4)'6':162 x,31h j (2) 0.162x 31/2- �^ 800, 805,_ ., 980 1;245; 355 - 690 780, 845, 1;070° LUS26 2'`' 49As : ' 18� ^ 3'/e 47/6 '' 2 (4) 0:162 x'31h ' (4) 0.162-x3?i2 1OEru ,1;030 1,170 ,1;265' .1,595 910 ' "885 . 1,005. 1,090 1,370' HHUS26-2 45A6 14 35A6 53/e 3 (14) 0.162 x 3'h (6) 0.162 x 31h 1:320 2,830 3,1901 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 49ri6 12 35A6 57A6 4 (20) 0.162 x 31/2 (8) 0.162 x 31h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 LUS282 434s' 18 ` 3a/e .7"- 2 , (6) .162x3'/i > :(4)0.162x3'h 1jOiO. .. t315` 1490 I'W �2,030 910. 1. 30--1,280.1385 1,745 IBC, FL, HHUS28 2, 6%: " 14 ';35A6 7Y4; 0.162 x 31n 1 'F0 4 265 4 810 5155 �. 1,515-,3y670 4;135 4,435 5,145 LA HGUS28-2 6%s,- ,12 ".: 3346 73A6 4 (36) 0.162 x 3 1h `(12) 0.162 x 31h 3235, _7,460 7460 7,460 7,460- 2,780, 6 415 6,415 6,415. 6,415' LUS210-2 6716 18 31k 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31/2 1,445 1,830 2,075 2,830 1,245 1,575 1785 1930 2,435 HHUS210-2 83/6 14 35A6 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 31h 3;550 5,705 6,435 t2,245 6,485 3,335 4,905 5,340 5060 5,190 HGUS210-2 89A6 12 3N6 93A6 4 (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7.825 Triple 2x Sizes "HGUS26-3 . ' 41�YG 12i 413'iii 5'/2 r.4 (20) 0.162 x 3'/2 (8) 0.162 x 3'/2 2,1`55 4 340 'Al850 5,770 5 575' 1,555 ''°3;736 .4,170' 4:445 -4,795', IBC, FL, HGUS28-3 . 673ASi F 12 415/6 71/4"; .4 (36) 0.162 x 31h. "(12) 0162x 31/z 3,235 7,460 7460 i 7460 7460' 2,780 6,415. 6,415 6,415 '6,41'5' LA HHUS210-3 8% 14 417A6 87/e 3 (30) 0.162 x 31h (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2;930 4,840 5,485 5,575 5,575 FL HGUS210.3 81,M6 12 4t546 91/4 4 (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 NGUS2123 .'106is; 12 41. 6 103J4„-4 (56)0.162z3'h (20)_O162x3'h r,695 9,04 4,"45' 7�)4r ,�O45 4900 7y7si r;7E�0 �.80 '778�0-IBC FL, LA HGUS214-3 12§ra= 12 475/i`6 123W1 T 4_ (66)°0162 x 31/, (22),0162 x 3'h 5,695 10,125 10,125'10125 10,125 4,900 ;8,190. 8,190 8,196 8,190' Quadruple 2x Sizes HGUS26-4 <- , , 51/2R, 12 , 69A6 57A6 %.4 .(20) 6.162 x 31h; 8) 0.162;x 31/2 2,155 4 340 4 85Q 5170 5 575; ],855 3;730� ,4,170 4,4A5 4;796' IBC, FL HGUS28-4 71/4 12 69A6 7-A6 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 LA HHUS210-4 83/s 14 6'/6 87/6 3 (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL NGUS2104 9'.4i 12 6sA6 93As 4"_ (46)0,162z3Yz, (16)0:�62x31h, (;095 ,9,10o 9,160� 9aDO„9,1001.3,520• 7,825x 7,825 ;7,825, 7,825 HGUS212=4 .10lair 12 .69A6 10§� 4 ,. (56) 0.162 x 3'/z. _ j20) 0162 x 31h fi91 9,G r 4�, 9,0 9,G45 .9Qtl. i,(ts3 7;7$(I 780 ', r C IBC FL, LA HGUS21474 12%, 12 16 6_ 125/9 '- 4 (66)=01'K.x 31h "(22) 0.162 x 31h 5,595 10125 10,125 10 i25 10.125 4,900� 8,710 8,710 "8710 '8,710 4x Sizes LUS46� 4'3% " 18- ` 3sA6. 43/4 ; 2 162 x 31h (4) 0.,. (4) 0:1B2 x 3'h 1 tl(7 1 030( 1170 1265 1;595 ' 91(i _ 885 „1,005; 1,090 t,370� IBC, FL HGUS46: _ ' M6 12 , 35/8. 434a- 4' (20)9.162x-31/2,', (8) 0162x 31h 2155 4 340; 4 850 5j 5 616 1,855' 3,730 4J70 4445 4,795 HHUS46=;= : -- A�Se 14 3:/e 53A6' '-' 3'' (14) 0.162-x 3'7z '(6) 0.162.z 31h 1 420 2,830` 3190 3 415 d 25ff 7135'. '2;435, 2,745 <2,935 +3,655 WS48 43/e 18 39A6 63/4 2 (6) 0.162 x 31/2 (4) 0.162 x 31/2 1,060 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 61A 14 39A6 7 2 (6) 0.162 x 3'/2 (6) 0.162 x 31/2 1,320 1,580 1,790 1.930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 6'/z 14 3% 71/8 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 1760 4,265 4,8101 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67A6 12 316 7'A6 4 (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LUS410 61/4;, 18 3'A6 83/4 :. ` 2 (8) 0162 x..31h ; (6) 0.162 x 31h 1;44` 1,836 2 075 °2 245 2;830. 1,245 1,575' 1,785 A,930 2,435 HHUS410 83A 14, 3$.b 9 ' 3, (30),6.162 z 3'h'' (10) 0.162 x 31h 3 s5O 5 705,, 6435 o ps 6 8 ' cb5, 4;905 5,535 0,575 5,575,' HGUS410 87346. 12, _3%, 91A6 ,_' 4 "; ' (46) 0.162x 3Yr (16) 0.162 x 31h 4;095 9100 9100_ ,910i) - 9,100; 3,520, 20, 7,8,7,825 7,825- 7,8251 IBC, FL, LA HGUS412 107A6 12 3% 107AG 4 (56) 0.162 x 31h (20) 0.162 x 3'h 5,695 9,045 9,045 9,045 9,045 4:900 7,780 7,780 7,780 7,780 HGUS414 11 % 12 35A3 123i6 4 (66) 0.162 x 31h (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125J 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes .HGUS7.37hO .:06 - 12 ''73% 8%' ' 4` (46) 0.162 x 31h� (16) 0'62 O'h 3;430 91 095„ 91095, 91095, 9;095 2,950 7,820 7,820' 7,820 7,820' HGUS1TO,I,2 ''107Ac 12:'73/e 10516 `;4," (66),0162,x31h (20)0:762x31h. 3;835 9,295 9295 ,9;295 9295: 3;300 7,995 7;995= 7,995 7,995< FL HGUS7.37/14 117hs:. 12 73k 129A6 -. 4_ i (66);0162 x 3'/2 (22) O. 62 x 31h 500 10 5QQ 70 50010 5OQ ,1 5nn A,370,1 `9,030 ,'g,030. 9,030; ;9;030' 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. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong-Tiee 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 load reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 195 SIMPSON HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a"". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is Ma" per ASTM D1761 and D7147). See technical bulletin T C-HANGERGAP at strongtie.com for more information. Material: 16 gauge N Finish: Galvanized i 0 Installation: O • Use all specified fasteners; see General Notes C G • Can be installed filling round holes only, or filling V round and triangle holes for maximum values N • See alternate installation for applications i using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member -a for additional uplift capacity cc Options: G. • HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong-Drivee SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table Many of these products are approved for installation with Strong -Drive" E SD Connector screws. See pp. 335-337 for more information. HTU26 Typical HTU26 Minimum Nailing Installation y N .1 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) Altemate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) Model Min. Dimensions.(ip:) Fasteners (in.): DFlSPAllowableLoods SPF/HF;Allowable Loads No. Heel Height _ W H B Carrying Member Carried Member Uplift (160,)1. Floor, = (100) Snow Roof (1f5)_,,,(,125) Wind; "(100)' Uplift, (160) Floor ,(100), Snow (115). .Roof [(1125), Wind (160) Code Ref. Single 2x Sizes HTU26. = 31h 1 Sh 571s 31h , (20) 0.162 x 31/2 (11) 0.148 x11/z `_640., . 2,n70 _2,6t0 . '.2,6�0„ 2?5i.�. 5 v` -1,680 aoi 1;680 = 1,680 HTU26 (Min.) 37/a 15/a: 53Ss ":3'/z. (20)0:162;x31,r2. (14)0,148x 112 .`i,250 2,940'i 3200,:3,200 3200' 1,075 11852,`2,015 .2;015, .2;015 HTU26 (Max.) 5.1h 15/s 57As 31h . (20) 0162 x 31/2 :(20) 0.148 x V/2 ,111555 `2,940 3, 2'6, , 80 4i010. 1,335 -2,530 _.855 . 080= 3,450', IBC, HTU28 (Min.) 37A 1 eh 71Aa 31h (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 1 % 71Ae 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 2,020 3,820 4,315 41655 5,435 1,,'35 3,285 3,710 4,t105 4,675 LA HTU210 (Min .f 37h 15/s ' 91Aa 31h '=(32) 0162 x'31h (14) 6.148 x)1/2 1330„ ,r,3w0 ' 4 300, d.r 30'0. ,4, 0 -1,145 , 3,225- 3;225 �,225 : 3,225 s HTU210.(Max.) 91/4 15/a' 914e -31/Z .(32) 0.162 x'31/2 i(32),0.148 x 1h ;3,315 4,705; 5;310 , a,730 5095i 2,850 -4,095,9 5 io " 4,930' 5,155 Double 2x Sizes HTU26-2 (Min.) 3?% 3§pie "57Ae 31/2 (20) 0162 x 31h i(14) 0:148,z3 1,515 <I 2;950. 3, 2 .< <S �89. 3;910. 1;305 - 1,850 .2,090 2,255, 2,465 HTU26-2 (Max.) 51h _' 3§§11e 571e 1 3 h '(20) 0162 x 31/z (20j,0:148 3 ' K ;2,175 j'219,40 a.>sQ „4 450 1,870 2;530 i,855 3 080 3,855 HTU28-2 (Min.) 37/a 34Se 71Ae 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 35Ae 71/e 31/2 (26) 0.162 x 31h (26) 0.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 3,716z , ,f 005 .5;010 LA HTU210-2 (Min.) - 37A :3546 91Aa -31h (32) 0.162 x 31h ;(14) 0.148 0 4755 , 4,705; 14 - 81 Eii1, t 815 >4 8�5" -1,510 - 3,530 i 3,610 .3,610 - 3;610' HTU210g2=(Max.) 191/4 3'/1e ' 91tie :31h (32) 0.162 x 31/2 ` '(32) 0.148"x 3 '4,110 4,7Q5';: 0 310 ,. 73u 6;5Ib . 3,535 4,045 -.. 4,505 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a° and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable loads in accordance with ANSVMl 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. 196 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. SIMPSON 1_6_1111_to Face -Mount Truss Hanger (cont.) l Many of these products are approved for installation with Strong -Drive° SD Connector screws. See pp. 335-337 for more information. PAernate Installation lable Tor 2x4 and 2xb Larrying Member = "Min. Minimum Fasteners (iri) ,. DF/SP Allowable Loads SPF/HF Allowable Loads _ Model No Heel 'Height �Membegr Carry'igg _ Carved �_, Uplift floors Snow Roof Wmd Uplift Floor,'' Snow. Roof. `Wmd� Code; Ref. Member Member (160) . - (100) (115) (f25) (1fit7) (160} (100).: (115) (125) . (160), HTU26 (Min.) 37/e (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/z 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,f 15 HTU26 (Max.) 51h (2) 2x4 (10) 0.162 x 3.1/z (20) 0.148 x 11/2 1,240 1,470 1,660 1,790 2,220 1065 1,265 11430 1,540 1:910 IBC, HT119m'tMax 1�= I 71/ (9) 9Ym . 19n1 n if9:v 411 79m1 n AR v 11/„ 1 47n". .9 Qdll. _rR , (1 . _ A ., a1on,-- .1 mQX - pans' .p xi�;�, _ rs " ° pan : FL, LA 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 fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Model .1No.�, ,- Single 2x Sizes HTU26 (Max.) _ 51h ,15h 5%," 3% :(20')'(1.162 z.31/z (20) Q.148 x 1-1h` 1 215 2 940 s Y 04 o i;850 �,{ gq 2,'1.85 ° 2285 IBC, HTU28 (Min.) 37/a 15/a 71fia 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/z 1 110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 71A 15/a 71fa 31h (26) 0.162 x 31h (26) 0.148 x 11h 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3:235 3,490 3,765 LA HTU210 (Min, 37A � 15/a 9Ya` 3J� / x 11f ' 125Q 3 600 3 60Q 3 600 3 500: ,1 075 2 700 2,700 2,7,00 2 700 !, HTU210 (Max.,); ` 91/a I 1,91A. 31h . >(32} 0.162 X 3,1/z• :(32) 0148 x I'h' 3,255 4705 5 Q20 5 020 0 020 2 800 3 `530 3,765 3.765 -' 3,766 Double 2x Sizes HTU26- (Min.) 3�.� . ° -548 3 _ 57lia 31h` '(20} 0162131h (14);9148 X,8, 1 515, , 2 940 n s 3 500' , 3,50Q:' i1,305 2',205 2,203 2` 05 '"2,205' 'HTU26 2 (Mazj• 51/2; 344a' _5346 31/i;' ';(20) 0.162-01/z ".-(200148 z"3,=: 1910 4940 3 3�Q 3 500; 3300` 1645 � 2;205 ; 2,205 2;205= 2,205 - HTU28-2 (Min.) 37/e 39'i6 71Ae 31h (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, HTU28-2 (Max.) 71/4 3-Ma 71/1a 31h (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4,315 4,655 5:520 2,610 2,865 3,235 3:490 4,140 FL, LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Upfift 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 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads, For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1 W 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. 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 26/6" or greater, at 100% of the table bad. Specify HUG. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any. HU or HUG shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" TkenO 2 screws (Model TTN2-25134H) for concrete and ;:" x 2?." Titen 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or Et^JP 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 3/16"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/i6 _diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3/16" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16' x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/F and minimum end distance of 37Y is required as shown in Figure 1 for full uplft bad. • 1r4'here no uplift lead is required, a minimum end distance of 1'W' is pemnitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUG410 HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall w rn L 0 V d C C O ccV �(D N 00 0 C 2 237 1 Simpson ..Wood HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) Iff These products are available with additional corrosion protection. For more information, see 1).15. c . , .. Model Fasteners Atlowable Laadsr(DF%S P GFCMU Concrete Standard" Concealed ,' - G FCMU Titen° 2 «. Concrete.Upl1ft Ttena 2 �' Joist ;. (160) Down _ „(100/125) Upllft (i60) Down (100/125) HU26 HU26X (4) 1/4 x 23/4R(4113/44 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 `HU28,, HU28X -- 1 (6)',/a x 23/4 ''a 3) x 1 la 4 0148 x 11Iz _ 545 1 500 760,r 2400 „.. HU24-2 HUC24-2 (4) 1/4 x 23/44 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26.2 (Min.)- HUC26.2 x 1 I+ (4) 0.148 x 3 760 21000 - 760 3 200 HU26 2,(Mai) : - HUC26 2 (12)''✓4 x 2314"-a x 1314 (,6) 0148 x 3 135 3 ODO ` 1135 3,950HU26-3 (Min.) HUC26-3 (Min.) (8)1/4x 23/44 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4x 23/44 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 .HU28-2 (Min.) ` HUC28 2•(Min.) -- t(10)I/4 x,23/4 '4 x 13/4 401483 60 2 500 ;-r i60 ` V25 HU28 2 (Max;)' HUC28 2 (Max.).' (14j �/4 x.23'4"ax'131a. (6) 0:148,x'3 HU210 HU21 OX (8)1/4x 23/4 (8)1/4 x 1 3/4 (4) 0.148 x 11/z 545 2,000 760 2,415 HU210-2 (Min.), HUC210-2 (Min)' :(14)'1/4 x 23/a (i4)1/a-X 13/a, (6) 0.148 01135 3 500". 3135 a 4 920 HU210 2 (Max:j �HUC210 2 (Max) (l8):1/a x 23I4 ,. ' (1$} 1/4 X 13/4 (10) 0148 z 3 1' 8D0, _ ;; 4 500a, 1800 5 085, HU210-3 (Min.) HUC210-3 (Min.) (14) 1/4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUG210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 .HU212X°, (10) 7/4 x 23/4 "(10)1/4 x 13/ '(6) 0148"x 1-1/z t 135 ,24500 2865 HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 X 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212 3 (Min.) HUC212 3 (Alin.) `, (1U) 1/4 x 23/4 - (16} 1la x 13/a (6) 0.148 x3 1,135 " 4 000 0 1135 " 4 920 HU212 3 (A4ax)° " HUC212i3 (Max)' (22)1/a x.23/4 (22)1/4 z laid '(10) 0.148 x 3 „ 7,800 „ 5 085 1800 5 "080 HU214 HU214X (12)1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 11/z 1,135 2,665 1,135 2,665 HU214 2 (Min:) ' HUC214-2 (Min.) -(18)'/4.x 2%: -(18)1/a x1 Y4 (8) 0148 z:3 515 4 50D a -1,515 5,685 " HU214-2 (Max:) HUG214 2 (Max:); (24)'r4 x 23/4 °, : (24)1/a,x 13I4 j12) 0.148 z n 2 015 5 085,< < 2 OY5, 5,085 HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 (24) 1/4 X 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 HU216X (18)'1/a x 231a (18}'1/ax'1 (8)-0.148 x 1 IS 1r 5l5 2 920 ' 1515 e 2 920' HU216-2 (Min.) HUG216-2 (Min.) (20)114 x 23/4 (20)1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU2164(Min:)= HUC216-3'(Mln,) (20) ^/a x.23/4 _ (20)1/a:>41314. ' ." p(8) 6,1,48 x3 m 1,515 ., 4 920 151� 4 920 HU216-3 (Max;)', - HUC216-3 (Max.)' (26) °Ya x 23/4 (26).1/4 x 13/4 ° , ..... . , :;(12) 0 i48x 3 015 5 085 a 2 015 50$5 HU7 (Min.) (Not available) (12)114 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/z 545 2,980 760 2,980 HU7 (Max.) (Not available) (16) 1/4 x 23/a 1 (16) 1/4 X 13/4 (8) 0.148 x 11/z 1,085 3,485 1,085 3,485 HU9 (Mm) (Not=available) , (18)1/4 x 23/4 1 (18)1/4 z;13/a" (6) 0148 x 1 J/z 1 135 3 230 1135; 3 230 HU9 (Max.) (Notavailable)'. :,. (24)''/4 x 23/a (24) ila x 73I4 (10) 0149 x 11Iz 1;445 3 735 1445 3;73,5 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/z 1,135 3,230 1,135 3,230 HUl l (Max.) (Not available) (30)1/4 x 23/4 (30)114 x 13/4 (10) 0.148 x 11/z 1,445 3,735 1,445 3,735 HU14 (Min.), , ` ' ° (Not. available) - :` (28)1/4 x 23/4 :_ ° (28)'A x 13K (8) 0148 1 i 3 485 1 515 3 485 -,HU14 (Max.) a " (Notavaitable) . � , � .(36) )a x 23/4 �(36 1%4 x�13/4` ' {j4) 0.148.x 1 /z 2 015 4 245 2 Oi5 -U45; 238 STAGGER JOINTS - TYP.T UPLIFT/SHEAR ANC EACH TRUSS - SEE PLAN RAISED HEEL ROOF TRUSSES SEE PLAN 1/- ' MIME 1511, . aaaa■a�a�aaa�aaaaara - B/SICIf� NOTE: ADD'FRAMING NOT SHOWN FOR CLARITY RAISED HEEL. TRUSS BEARING A WALE NIS SKI ROOF SHEATHING- SEE I SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING < IBBON BOARD- SEE FASTENING TO w N ..HEDULE FOR SPACING t TRUSSES 45TENING TO TRUSSES WALL SHEATHING -SEE PLAN -= MIN. 15/32' CDX PLYWOOD OR 1/I6' OSB WITH Od GUN NAILS -MASONRY WALL- (0U31' X 2 1/2') m 6' O.C. TO jj UPLIFT/SHEAR GYP. CEILING- SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN 1 TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING B SCALE: NTe SKI RI560N 6CHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult-165 MPH (2) 12d GUN (0.131' X 3') (Vasd=MPH) 2X4 SPFn 24' TO EACH TRUSS,(4) EXP.. B, NAILS AT JOINTS ENCLOSED Vult-100 MPH (2) 12d GUN (0.131' X 3') lVas MPH) 2X4 SF'F02 16, TO EACH TRUSS, (4) EXXP.P. C, ENCLOSED NAILS AT JOINTS III u _k K E o 0 SNEETTITSE: weeon oEia wB BusEonE�E Boovinrssu SHEET INFORMATION: Mill6 p.iE4W� IILBIB AEwIEWEO BY: M SK.I n ALPINE AN; T W COMPANY January 10) 2020 Carpenter Contractors of America, Inc. 3900 Avenue G, NW Winter.Haven, FL 33880-6201 Dear Matt: It has come to my attention that some questions were raised concerning 5/8" diameter holes drilled thru the chords (wide face) of sys42 gable end trusses to allow for° threaded rods used for "tie"downs:' If these gable ends are over continuous support with one face fullysheathed and the holes are drilled about the centerline of the wide face no close than 4' O.0 without damaging any connector plates or vertical, webs then no repair is required. The truss only.supports 2 feet of floor loads.and no additional load.. If you have any questions, please give me a call. Sincerely, H "4 No.8636`7 •• STATE OF 6750 Forum Drive, Suite 305, Orlando, FL 32821 : (800) 529-9790, - (863) 422-8685 www.alpineitw.com +, ArfGO ►, a No. $6 C 7 STATEOF *JTb OR M l %PNAI This *cMert has bean *l*ctrotiicaAy signed and sealed using a Mod Signalers. P* tsd copies an original must as vedfed using the original olm*onis vemlon. ALPINE AN t,y CCl VAN FL REG#. 278, YQonhwak Kim, FL PE #86367 Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com it� �nfe�ht(ran ! Pa a 1 Customer Carpenter Contractors of America Job Number.- N334502 Job Description: 7A5/320,182ED,F ,RH01 / 1828/CALIAEBB ELEV.D/F Address: Joii,Eii'lneerirniteria Design Code: FBC 2017 RES IntelliVlEW Version: 18.02.01 through 18.02.01A JRef #: 1 WXd89750091 Wind Standard: ASCE 7-10 Wind Speed (mph): 160 Roof Load (psi): 20.00- 7.00- 0.00-10.00 Building Type: 'Closed Floor Load st) None. This package contains general notes pages, 21 truss drawing(s) and 2 detail(s). Jterr ::Dirawng_i+lu6er T(russ', 1 211.20.1438.19563 Al 3 211.20.1438.19968 A2 5 211.20.1438.20655 A4 7 211.20.1438.20155 A6 9 211..20.143820935 A10 11 211.20.1438 2.1029 A14G 13 211.20.1438.21216 B2GE 15 211.20.1438.21169 C2GE 17 211.20.1438.20453 EJ2 19 211.20.1438.20031 CJ3 21 21120.1438.21091 HJ7 23 GBLLETIN0118 Am ; Draviiing Num er 2 21120A438.21138 Al A. 4 211.20.1438.20811 A3 6 211.20.1438.20062 A5GE 8 211.20.1438.20717 A8 10 211.20.1438.19578 Al2 12 211.20.1438.21326 B1 14 211.20.1438.19750 C1 16 21120.1438.20452 EJ7 18 211.20.1438.19921 CJ5 20 211.20.1438,20344 C11 22 A16015ENC101014 Florida Certificate of Product Approval #FL1999 Printed 7/29/2020 2:44:06 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/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.oro. 2. [CC: International Code Council; www.iccsafe.org. 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.sbcindust[y.com. Page 3 of 3 SEQN: 101714 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXd89750091 T10 FROM: RWM ply: 16 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19563 Truss Label: Al KID / YK 07/29/2020 6'1"7 i7 0 T3 12'11"15 19,10" 26'8"l 6'10"8 6110"1 i 6'19'1 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N: Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x25',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. 5X5 E 39,8" 33'6"9 39,8" 9110" 910" 1910" 29'8" Snow Criteria (Pg,Pfin 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 Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES 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: 18.02.01A.0205.19 WAVE ,��rlillll'Iflp/,10 m oa m NO. 86367 STATE OFF �d t2 o 1.,,a'�."1'i ♦ 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 K - F 485 - 745 D - K 485 - 744 F - J 540 - 206 E - K 1361 - 646 Wind t�f [� Bd�� Wind loads based on MWFRS with additional C&C sue® `�1®• ` D i [ IQ Tv �`� member design.` u �0ry, " Additional Notes O�®®1d1 jjJ A (je1ll, Refer to General Notes for additional information 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 Component Safety Informatior bracing per BCSI. Unless note attached rigid ceilin Locatiol as applicable. App�y plates tc drawings 160A-Z for standard Alpine, a division of ITW Buildin this ggComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the LfPI 1, or for handl% shipping, installation and bracing of.trussesA seal on this drawing or cover pa e . . acceptance of pro) esstonaf engineering responsibility solely for the design shown. The s iiPabillty any structure is he responsibility of the Building Designer per ANSUTPI 1 Sec.2. :ral notes page and these web sites: ALPINE: www.alpineitw.com; TPI: wvmtpinst.org; SBCA: www.sbcindustry.com; ICC' www iccsaf ALPINE uanwcouPnrry 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101705 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXd89750091 T25 / FROM: RWM Qty.. 1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21138 Truss Label: AlA �KD / WHK 07/29/2020 7'11"2 13' 17'1"12 19'10"31'8"14 39'8" 7'11"2 610114 4'1"12 78"4 3'10" 8'0"14 7'11"2 =5x5 F 39'8" Ft' 8'1"9 4'10"7 111"14 1'11"14 6'8" 8'0"11 8'1"9 13' 14'1 1417' 31'8"11 L4 '0"2 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 Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N :T1 2x4 SP #1: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :W6, W8, W9, W11 2x4 SP #2 N Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information " BC TO BE REMOVED IN FIELD AFTER TRUSS INSTALLATION IN AREA SHOWN. 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 Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.304 P 999 240 VERT(CL): 0.568 P 831 240 HORZ(LL): 0.131 K - - HORZ(TL): 0.244 K Creep Factor: 2.0 Max TC CSI: 0.790 Max BC CSI: 0.979 Max Web CSI: 0.988 VIEW Ver: 18.02.01A.0205.19 L,L 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /308 /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 Reg = 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 1431 - 2748 F - G 1352 - 2068 C - D 1829 - 3524 G - H 1201 - 2104 D - E 1428 - 2553 H - 1 1445 - 2776 E - F 1514 - 2530 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2376 -1108 L - K 2402 -1133 Q - M 3085 -1311 K - I 2405 -1134 `,djjiltIIIpjfjpp � ��.r8�Maximum Web Forces Per Ply (Ibs) N1t�e�. W4kLLII Tens.Comp.Comp. O Webs A,r 4a�o`e�v 512-9 3 M-F 1687 -881 a C- Q 771 - 228 M- L 1746 - 618 w 4 No. 6�� 0 S -Q 83 2594 -1210 F -L 520 -425 p 11 ayo Q - D 1079 - 502 L - H 458 - 686 D - M 646 -1221 P + uac Q � STATE OF 0 q 0 S ��e�1104 ONk 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 r7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted oytherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly attached rigid ceilincl Locations shown forfpermanent lateral restraint of webs shall have bracin insalled per BCSI sections B3, B7 or 810, as applicabgle. Apply plates to each face. o truss and position as shown above and on the Joint9Details, unless noted otherwise. kefer to ALPINE drawings 16OA-Z for standard plate positions. Alpine, a division of ITW Buiiding Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the u mvcoMviwv 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 pro esslona engineerinqg responsibility solely for the design shown. The suiTability and use of this drawing for any structure is the responsibility of the Building Desigrier 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 ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindustry.com; ICC: www.icesafe.org Odando FL, 32821 SEQN:101706/ HIPS Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXd89750091T9 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV,D/F DrwNo: 211.20.1438.19968 Truss Label: A2 / YK 07/29/2020 6'1"7 6-1 "7 P 0 m 75 1Z615 11 + 20"" 271"1 6'S"8 6'S"1 1'8' 65"1 10' 0 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 GCp!: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information ;5X5=5X5 E F 39'8" 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 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.172 L 999 240 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.856 Max Web CSI: 0.669 VIEW Ver: 18.02.0 1A.0205. 19 33'6"9 39'8" 6'6"8 F 617 1HWArfr''� s °pN 11 No.86367 b i a • a STATE OF��ecv�; 10, 1' 39'8"� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- !- /964 /309 /428 1 1556 /- /- /964 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 I Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 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 - I 2444 -1216 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -192 L - F 548 - 381 D - L 482 - 683 L - G 482 - 683 E - L 548 - 381 G - K 508 -192 ��/ l� 'arc®®• b Ae 1� 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 Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly 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 oftrussand position as shown above and on the Join Details, unless noted otherwise. Refer 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,an failure to build the ,s r �o�„�, truss in conformance with ANSI 1, or for handlin, shippincl, installation and bracing of,trussesA seal on this drawing or cover page .. 6750 Forum Drive listing this drawing indicates acceptance of pro engineering responsibility solely for the design shown. The-abilityand use of this cawing for any structure is he responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com• TPI: www.tpinst.org; SBCA: www.sbCndustry.com; ICC: www iccsafe.org Orlando FL, 32821 SEQN:101707/ COMN Ply: 1 Job Number: N334502 Cust:R8975 J Ref: 1 WXd89750091 T2 / FROM: RWM Qty.. 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20811 Truss Label: A3 / YK 07/29/2020 6'1"7 12'11"15 19'10" 24'4" 33'6"9 398" 6'1"7 6'10"8 6'10"1 41 9'2"9 =5X5 E Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " B3 1114X4 20'8" 5'8" 10' 4"" 5'4" 10' 19'10" 24'4" Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.042 M 999 240 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.082 M 999 240 Risk Category: II Snow Duration: NA HORZ(LL): 0.013 J - - EXP: C Kzt: NA HORZ(TL): 0.024 C Code / Misc Criteria Mean Height: 15.00 ft Creep Factor: 2.0 BCDL: 4.psf BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.968 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.797 C&C Dist a: 3.97 it Rep Fac: Yes Max Web CSI: 0.550 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 18.02.01A.0205.19 Wind Duration: 1.60 WAVE Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #1 :63, B4 2x4 SP #2 N: Webs 2x4 SP #3 :W3, W4, W5, W7 2x4 SP #2 N: Bracing (a) 1 X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information WARNING! This truss is not symmetric, but its exterior geometry makes erection error more probable. It is imperative that this truss be installed properly. ,q>r1111E11fYfl//pl � ®eea..o�/ jjOP No. 86367 v � ~° Q STATE OF 13'4" 10, 1' 39'8"� ♦ Maximum Reactions (Ibs), or "=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 871 /- /- /627 /188 /445 N' 323 /- /- /150 /67 /- H 508 /- /- /445 /164 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N. Brg Width = 68.0 Min Req = - H Brg Width = 8.0 Min Req = 1.5 Bearings B, N. & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 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 NA t- l(11111I1Wil" 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 d Safety Information, bV TPI and SBCA) fsafety 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 forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810 e. AppTy plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. of Ss In comormance wim ANN/ I YI 1, or ror nanoung, smppin msij ing this drawing indicates acceptance of ro-fesslonar engl i use of this r7Fawing for any structure is the responsibility more information see this job's general notes page and these web sites: ALPINE: his drawing,any failure to build the on this drawing or cover pa e Le design shown. The suitgability ALPINE MMCOuPArrr 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101708 / HIPS Ply: 1 Job Number. N334502 �Cust:R8975 JRef:1VVXd89750091 T8 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EB8 ELEV.D/F DrwNo: 211.20.1438.20655 Truss Label: A4 / YK 07/29/2020 7'10"14 17' 22'8" 31'9"2 7'10"14 9' 1 "2 5'8" 9'1 "2 7'10"14 e5X5 =5X5 D E T2 12 T4 6 F,-,- o C 5 (a) (a) \5F5 m V) m W W1 B G � A H 4X6(A2) =5X5 =5X5 =5X5=4X6(A2) = 39-8" 10' 91101, 9'10" 10 1' 10' 19,10" 29'8" 39.8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.149 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.279 J 999 240 B 1552 !- /- /965 /318 /387 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.060 1 - - G 1552 A /- /965 /318 /- Des Ld: 37.00 ea Cn Heightght NA: 15.00 ft MHORZ(TL): 0.112 1 Wind reactions based on MWFRS Mea NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 B Big Width = 8.0 Min Req = 1.8 TCDL: 5.0 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.760 g q = Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.863 Bearings B & G are a rigid surface. MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.629 Bearings B & G require a seat plate. /10 0 0 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20 () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Lumber B - C 1532 -2755 E - F 1559 -2561 C - D 1559 - 2561 F - G 1532 - 2755 Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE: D - E 1205 -1728 Bot chord 2x4 SP #1 Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint B - K 2393 -1221 J - 1 1695 -768 to be equally spaced. Attach with (2) 8d Box or Gun K - J 1695 -738 1 - G 2393 -1250 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. 9y1`�11191f ►/�Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR �(`/� ��j� Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) �@ (�� K �A () p g ; 0 `� • Y `f��;.. C - K 404 -448 J - E 389 -234 scabs for 2 CLR'S where shown. Scab 4 � NS reinforcement to be same size, species, grade, and �� o � * �� K - D 770 -462 E - I 770 -462 80% length of web member. Attach with 0.128x3" gun a ® f^itt p • "o D - J 388 -234 I - F 403 -448 nails @ 6" oc. 'ro, 86367 00 Wind o 0 Wind loads based on. MWFRS with additional C&C 4 0 ,. member design. v� e0 STATE OF p��� e Additional Notes e Q a Refer to General Notes for additional information 0, %, 0 Off! AL r, 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 otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or B10, sappplicable. AppTy plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the MR COMPAW truss in conformance with ANSI TPI 1, or for handlinci, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , , 6750 Forum Drive listing this drawing, indicates acceptance of professlonar engineering responsibility solely for the design shown. The suit9ability and use of this d}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.alpineitw.com; TPI: www 1pinst org; S6CA: wwv+.sbcindust .com; ICC: www.iccsafe.org Odando FL, 32821 SEQN: 101607 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef'.1 WXd89750091 T11 / FROM: RDP Qty: 1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALIMEBB ELEV.D/F DrwNo: 211.20.1438.20062 Truss Label: A5GE / 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 " ,__12'11.15 11'4 23 15 T4 ! s•1� � s•1o• 1q'e• I 1s•1m + zrlq• 23.1g' zs 3ze• �aa,•s-s 3va s•1� 3•e•s ri3• s•1o•1 z• r fit' 2rr1��-ia•s en '-1 K 21' i 5' j 13T -� 5' 37 3' 10' 21' 2fi' 2e'fi' 32'3• 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: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N :B1 2x4 SP #1: Webs 2x4 SP'#3 :W7, W14, W15, W16 2x4 SP #2 N: Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 10.67 TC: From 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. Wind Wind loads based on MWFRS with additional C&C member design. 21'11'12 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 Fac: No FT/RT:20(0)/10(0) Plate Type(s): WAVE 3'10'B 13712 � Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.115 AE 999 24 VERT(CL): 0.228 AE 999 24 HORZ(LL): 0.049 1 HORZ(TL): 0.097 1 Creep Factor: 2.0 Max TC CSI: 0.870 Max BC CSI: 0.902 Max Web CSI: 0.970 VIEW Ver: 18.02.01A.0205.19 Additional Notes Refer to General Notes for additional information l,�,����rorrrrr� loot o0000 / �q ®N• Ar No, $6367 a�e e e � e STATE OF d ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 768 /- /- /510 /331 /445 AB 2344 /- /- /923 /1010 /- Z 1089 /- /- /506 /358 /- T 516 /- /- /407 /224 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 3.3 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z, & T are a rigid surface. Bearings B, AB, Z, & T require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 476 -1085 I - J 395 - 201 C - D 373 - 809 J - K 395 - 206 D - E 413 - 753 K - L 551 - 272 E - F 427 - 751 L - M 613 -304 F-G 417 -669 M-N 511 -252 H - 1 377 -189 S - T 254 - 600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-AH 918 -486 AD -AC 528 -304 AH-AG 528 -304 AC -AB 404 -327 AG-AF 528 -304 X - W 483 -157 AF-AE 528 -304 W - V 483 -157 AE-AD 528 -304 V - T 483 -157 Maximum Web Forces Per Ply (Ibs) l l Webs Tens.Comp. Webs Tens. Comp. 11`� `�Q� • �(�.AIAJI �j 1 R1557 -300 AR -AS 380 -561 �� h 11 C 4 AJ-G 515 -283 AW-Z 277 -756 + G -AL 492 -941 AW- N 241 -683 �laEililrlllie AL -AN 474 -922 N -AX 678 -347 AN -AP 494 - 960 AX- X 687 - 342 AP -AC 518 -995 X-AZ 291 -477 AC- K 794 -491 AZ -BB 277 -470 K -AB 570 -1384 BB- S 305 -454 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 sheathing and bottom chord shall have a propperly qqe ceiling Locations shown for ermanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, B7 or B10, ile. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. comormance wim HNbi/ I YI 1, or Tor r :his drawin indicates acceptance e of this Drawing for any structure information see this iob's general notes oaae any his drawing,any failure to build the on this drawing or cover page iedes�gn shown. The suitability ALPINE a MOOMPAW 6750 Forum Drive Suite 305 Orlando FL, 32821 TPI: SEQN: 101710 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXd89750091 T7 / FROM: RWM Qty.. 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20155 Truss Label: A6 / YK 07/29/2020 7'10"14 15' 24'8" 31'9"2 39'8" 7' 10"14 7'1 "2 9'8" 7'1 "2 7'10"14 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 " 10, 10, Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 R GCpi: 0.18 Wind Duration: 1.60 Lumber 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: Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information :6X6 ;6X6 D T3 E 39'8" 9'10" 19,101, 29'8" 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 Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.159 J 999 240 VERT(CL): 0.298 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: 18.02.01A.0205.19 ® No.86367 0 a + Q r STATE OF co zo 10, 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /962 /328 /346 G 1552 !- /- /962 /328 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 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 - I 628 - 363 '•,��•e.1t3PIvr •� sdj S o0+Boa '0 ®cos.f / NA1. 4airjb► illil 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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. kefer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,U, �u,�,, truss in conformance with ANSI 1, or for handling, shippinq, installation and bracing of trussesA seal on this drawing or cover page, . 6750 Forum Drive listing this drawing indicates acceptance of pro-fessionarr engineering responsibility solely for the design shown. The suiTability and use of this drawing -for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.or9; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN: 101711 / HIPS Ply: 1 Job Number: N334502 Cust: R8975 JRef:1WXd89750091 T6 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F D-N, 211.20.1438.20717 Truss Label: AB / YK 07/29/2020 6'94 13' 19,10" 26'8" 32'10"12 39'8" 6'94 6'2"12 6'10" 6'10" 6'2"12 6'9"4 :5X5 1112X4 a 5X5 D E F 12 6 � �2X4 W C 2 X 4 r� G io W3 n B A H I �8,8" 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39'8" 10' 9110.. 9.10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind 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): 0.191 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 f716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 !- /- /953 /716 /- MHORZ(TL): 0.121 J Des Ld: 37.00 ea Cn Heightght NA: 15.00 ft Mea 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 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.502 H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.864 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.431 Members not listed have forces less than 375# /10 0 0 Loc. from endwall: not in 9.00 ft FT/RT:20 () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Lumber B - C 1617 -2780 E - F 1504 -2289 C - D 1545 -2523 F - G 1544 - 2523 To chord 2x4 SP #2 N P D - E 1504 - 2289 G - H 1616 - 2780 Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1306 K - J 1982 -1003 member design. L - K 1982 -973 J - H 2421 -1335 Additional Notes Refer to General Notes for additional information Maximum Web Forces Per Ply (Ibs) �ri��1411�►It jjj�r `� r r " ' dip Webs Tens.Comp. Webs Tens. Comp. 0 1 1010vp L - D 535 - 255 K - F 425 - 251 ; • �` (& 4 ,,E ��� f r � f4j ��' D - K 425 - 251 F - J 535 - 255 E- K 306 -391 +o a No. 86367 s Or A r P.p 9 STATE 0F cc,, oa �� ON 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 Component Safety Information, by TPI of BCSI (Building 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 propperly attached r! id ceiling Locations shown forpermanent lateral restraint of webs shall have bracrri installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the nnmvcoWAW truss in ANSI] PI 1, for handling, installatidn conformance with or shipping, and bracing of.trussesA seal on this drawing or cover pa e, , 6750 Forum Drive listing this drawingq, indicates acceptance of pro essiona engineering responsibility solely for the design shown. The suit9ability and of this for is fhe the Building Designer Suite 305 use rirawing any structure responsibility of per`ANSIffPI 1 Sec.2. For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN:101712/ HIPS Ply: 1 Job Number: N334502 Cus.R8975 J Ref: 1 WXd89750091 T5 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F ]KD D-No: 211.20.1438.20935 Truss Label: A10 / WHK 07/29/2020 5'9"4 11' 19' 28V' 33'10"12 39'8" 12 8' 9'8" 5'2"12 5'9"4 :5X5 =— 5X5 s 5X5 D T2 E T3 F 12 6 �2X4 T C W 2X4 G Cn W3 m 1 B A H l�g'gn I 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39,8" 10' 9110.. 9.101. 10 1 10' 19,101, 29.81, 39'8" Loading Criteria (ps( 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): 0.206 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /940 /718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 . f718 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.127 J Mean Height: 15.00 ft Wind reactions based on MWFRS NCBCLL: 10.00 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 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.628 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: 0.864 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.975 Members not listed have forces less than 375# /10 0 0 Loc. from endwall: not in 9.00 ft FT/RT:20 () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Lumber B - C 1669 -2804 E - F 1722 -2695 C - D 1547 - 2533 F - G 1552 - 2539 Top chord 2x4 SP #2 N :T2 2x4 SP #1: D - E 1785 -2775 G - H 1663 -2797 :T3 2x4 SP 2400f-2.0E: Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind Wind loads based on MWFRS with additional C&C B - L 2449 -1362 K - J 2163 -1133 L - K 2146 -1090 J - H 2440 -1384 member design. Additional Notes Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Refer to General Notes for additional information W/�,A�� 0N� f(p / �a0 L - D 470 163 K - F 628 - 373 D - K 470 -163 F - J 628 -151 ` ��frv� ��j, t!� a s E-K 421 -538 d 4 No.86367 s a n o si�• STATE OF q f� q146001a p "�`,"4C� /ON A , l 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 for and SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise,top chord have bottom have shall properly attached structural sheathing and chord shall attached ri id ceiling Locations shown far ermanent lateral restraint of webs shall have bracing installed per BCSI sections a propperly B3, B7 or 810, as applicable. Apply plates to each face. ofptruss and position as shown above and on the Joinr Details, unless noted otherwise. drawings 160A-Z for standard plate positions. kefer to ALPINE Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the �, µCe,,�,�,, 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 ro essiona engineering responsibility solely for the design shown. The suit"abfllty and use of this drawing, for is the the Building Designer ANSI/TPI Suite 305 any structure responsibility of per 1 Sec.2. For more information see this job's 9.eneral notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN: 101713! HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1VVXd89750091 T4 ! FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19578 Truss Label: Al2 / YK 07/29/2020 9' 17' 30'8" 39'8" 9' 8' S'8" 8' 9' z�5C5 T2 -5p5 =4E4 T3 =5X5 F T 12 6� T o (a) W (a) u� a W5 B G n 4X6(A2) =6X6 =6X6 =6X6=4X6(A2) 1 39'8" �1' 10' 9'10" 9.10" 10 1 10' 19110" 29'8" 39'8" Loading. Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs). TCLL: 20.00 Wind Std: ASCE 7-10 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): 0.251 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 1720 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.150 1 Mean Height: 15.00 ft Wind reactions based on MWFRS NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 TCDL: psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.939 5.0 G Br Width = 8.0 Min Re 9 q = 1.8 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 & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it 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 1595 - 2705 E - F 1607 - 2478 Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N: C - D 1608 - 2478 F - G 1595 - 2704 D - E 2001 -3233 Bot chord 2x4 SP #1 Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N: Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint B - K 2330 -1246 J - 1 3176 -1733 to be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -1732 I - G 2329 -1275 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. +ir,a It It 1►ori ��jijl Maximum Web Forces Per Ply (Ibs) inforcemes used in CLR (a) or scab reinforcementA WA b Webs Tens.Comp. Webs Tens. Comp. anieeu2of scab f 1 ♦o�a��N k resscabs for (2) CLR'S stitute where shown) Scab () �,`,+�Q • e/�•r a ��0, reinforcement to be same size, species, grade, and p �CEr YS 4o i K - D 527 - 832 IE F 718 3814 ti� 80% length of web member. Attach with 0.128x3" 0 • i gun .� nails @ 6" oc. DG C A No V WV V 3 7 Wind ® a e 'r Wind loads based MWFRS C&C ► on with additional • member design. :.� c STATE OF m � Additional Notes Refer to General Notes for additional information �si� ®o 41 Z OR' p `4 ••gee° �B4O4 /ONAs 1� e 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 to these functions. Installers temporary practices prior performing shall provide bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall attached ri id ceilinT, Locations shown forfpermanent lateral restraint of webs shall have bracin installed per BCSI sections have a properly 63, B7 or 810, as applicable. Apply plates to each face, o truss and 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure truss to build the u nwcomwwr in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. and use of this drawing, for any structure is fhe the Building Desigrier ANSI/TPI 1 Sec.2. cover page , . 6750 Forum Drive The suitability Suite Fos responsibility of per For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org: SBCA: www.sbcindustry.com; !CC: www.iccsafe.org Orlando FL, 32821 SEQN: 101725 / HIPS Ply: 1 Job Number: N334502 st: R 8975 JRef:1 WXd89750091 T31 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F IC DrwNo: 211.20,1438.21029 Truss Label: A14G KD / WHK 07/29/2020 7' 28'4" 32'8" 7' 6' 6' 9'4" 4'4" 7' %6C6 =4XD4 =8X10 =H1014 �6X6 12 T2 E T3 F T4 G T 6� T o (a) W m (a) io B :�JA88 5X5(A2) =H0510 =4X4 =6X8 1115X5K B3 =4X6=3X6(A7) 1 28'4" 11'4" 1O'10"4 5'1"12 4'4" 4'4" 7' 1'� 1 8' 18'10"4 24' 26'4" 32'8" 39'8" Loading. Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in Ioc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240 B 1922 /_ /_ !- /884 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 /- /- /- /1911 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.091 L - - H 80 /- /- /- /60 /- Height: 15.00 ft NCBCLL: 0.00 TCDL: Mean Heiei psf Code / Misc Criteria Creep Factor: 2.0 Wind reactions based on MWFRS 4.Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 2017 RES Max TC CSI: 0.846 B Brg Width = 8.0 Min Req = 1.6 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.844 K Brg Width = 8.0 Min Req = 5.9 H Brg Width = 8.0 Min Req = 1.5Bearings Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819 B, K, & H are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, K. & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS VIEW Ver: 18.02.01A.0205.19 1 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP #2 N :T2, T3 2x6 SP #2 N: B - C 1596 - 3565 E - F 169 - 505 :T4 2x6 SP SS: C - D 1465 - 3467 F - G 400 -180 Bot chord 2x4 SP 2400f-2.OE :B3 2x4 SP #2 N: Webs 2x4 SP #3 :W6 2x4 SP #2 N: D - E 1332 -3056 G - H 538 269 Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint Chords Tens.Comp. Chords Tens. Comp. to be equally spaced: Attach with (2) 8d Box or Gun B - N 3126 -1377 L - K 786 -1874 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable �1111l91 f f f �ltr N - M 3815 -1821 K - J 786 -1874 0;0 M L 2986 J H 179 support by erection contractor. H WA r - -1327 - -399 (a) or scab reinforcement may be used in lieu of CLR ���* o1J o e • • ! O� restraint. substitute (1) scab for (1) CLR and (2) • s dam Maximum Web Forces Per Ply (Ibs) s�� Ef r for CLR'S f r V� �� �� Webs scabs where shown. Scab „� �Nr+ (2) Tens.Comp. Webs Tens. Comp. reinforcement to be same size, species, grade, and �� ® a 80% length of web member. Attach with 0.128x3" gun e g N(j 863o C - N 1089 -274 L - F 3047 -1224 nails @ 6" oc. y i a r N - D 440 -430 F - K 2007 -4053 yid �A. _ p Z., D - M 568 -883 F - J 1889 778 Loading a s e M - E 834 - 67 G - J 344 - 528 #1 hip supports 7-0-0 jacks with no webs. ' e®• J� o Cr E - L 1423 - 3051 J 4 STATEO ,� Wind r® fiL /I '/ �'+ Q�Wind loads and reactions based on MWFRS. • /P/ S �+►rQ®e R Addtional es Refer to Genet r eal Notes for additional information WARNING! This truss is not symmetric, but its exterior geometry makes erection error more probable. It is imperative that this truss be installed properly. 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, handl!n shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r sa shipping, to these functions. Installers practices prior performing shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have attached bottom have properly structural sheathing and chord shall a properly attacheU rigid ceiling Locations shown for permanent lateral restraint of webs shall have bra Installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW Buildi%Qomponents Group Inc. shall not be responsible for any deviation from this drawing,apy failure to build the srvnwcouv�wr truss in conformance with ANSI/TPI 1, or for handling, shipping, installatidn and bracing of,trussesA seal on this drawing or cover page, , 6750 Forum Drive listing this drawincyl indicates acceptance of pro essiona engineering responsibility solely for the design shown. The su,ability and use of this drawing for any structure is the responsibility of the responsibility Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: wvw.sbcindustry.com; ICC: www.icrsafe.org Orlando FL, 32821 SEQN: 101715 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef: 1WXd89750091 720 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F Dnallo: 211.20.1438.21326 Truss Label: 61 KD / WHK 07/29/2020 r EO iN ,3 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 5'7"4 5'7"4 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 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 10,8" 5'0"12 15'8"12 1 21'4" 5'0"12 5'7"4 =4X4 D 21'4" 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 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 5'4" 13'4" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.047 H 999 240 VERT(CL): 0.088 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: 18.02.01A.0205.19 'wlgtttIIIIoff PA�AWA'' Po \4 e�� Oi 09 410 s o r N0, 86367 MATE OF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 864 /- /- /529 /397 /229 F 805 /- /- /396 /360 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. 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 �•`• OR ivy, NAL 1eia�>~'a►t► 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 sheathingg and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine. a division of ITW Buildinc Components Group Inc- shall not be resnonsihle for anv deviation from this drawing any failure to build the ALPINE MMOOMPAW 6750 Forum Drive Suite 305 Orlando FL, 32821 acce ,ante -or rc any s ructure is e more information see this on this drawing or cover page ue design shown. The suitability SEQN: 101716 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXd89750091 T3 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DnvNo: 211.20.1438.21216 Truss Label: 132GE KID / WHK 07/29/2020 10,8" 21'4" 10'8" 10,81. 4'8" (TYP) =4X4 F 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 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 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information See DWGS Al6015ENC101014 & GBLLETIN0118 for gable wind bracing and other requirements. 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Code / Misc Criteria Bldg Code: FBC 2017 RES 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): 0.004 R 999 240 VERT(CL): 0.007 R 999 240 HORZ(LL): 0.005 L - - HORZ(TL): 0.005 L Creep Factor: 2.0 Max TC CSI: 0.228 Max BC CSI: 0.176 Max Web CSI: 0.086 VIEW Ver: 18.02.01A.0205.19 t2 N ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 245 /- /- /137 /106 /244 J* 72 /- /- /35 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 248 Min Req = - Bearings B & B are a rigid surface. Bearings B & B require a seat plate. Members not listed have forces less than 375# `1���iiltlll)ltl�l� AHWA ° No.86367 0 0 St STATE OF ®cv�; 0 h 0R1Q� •'' L NAL E m °'Naililmillilk�� 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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted oytherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly aid ceiling Locations shown for permanent lateral restraint of webs shall have bracin insalled per BCSI sections B3, B7 or B10, ile. Apply 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. acceptance of optirog'es any structure is me res from this drawing,any failure to build the t seal on this drawing or cover pa e, r for the design shown. The sulPabrlity ANSI/TPI 1 Sec.2. ALPINE MmWQ),WAW 6750 Forum Drive Suite 305 Orlando FL, 32821 more information see this SEQN:101717/ COMN Ply: 1 Job Number: N334502 Cust:R8976 JRef: 1 WXd89750091 T1 9 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19750 Truss Label: C1 / YK 07/29/2020 M b (h 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 Kzt: NA Des Ld: 37.00 D Des d:: Mean Height: 15.00 ft .00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information 7' 7' 1114C6 14' 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 Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 14' 7' 7' 14' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.014 E 999 240 VERT(CL): 0.025 E 999 240 HORZ(LL): 0.009 E - - HORZ(TL): 0.013 E Creep Factor: 2.0 Max TC CSI: 0.761 Max BC CSI: 0.542 Max Web CSI: 0.119 VIEW Ver: 18.02.01A.0205.19 t - LO in _V8„ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 588 A /- /371 /272 /158 D 527 /- /- /304 /234 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 777 - 740 C - D 809 - 739 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 598 - 536 E - D 598 - 536 jIIIllllIIfPOP AWAk ��t,, No, 86367 p ado p w STATE 0F�4r�� '4'>S/0NA1. - 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 BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracjng per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly attached rigid ceiling Locations shown fortpermanent lateral restraint of webs shall have bracin insalled per BCSI sections B3, B7 or 810 as applicable. Apply plates to each face o truss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to' drawings 160A-Z for standard plate positions. AlDine. a division of ITW Buildina Comoonents Group Inc. shall not be resnonsihle for anv deviation from this drawino_anv failure to build the ting thus drawing indicates acceptance of rote: d use of this drawing for any structure is the re: more information see this job's general notes page and these web I or cover page n. The-s iiCability ALPINE MMCOMPAV 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101718 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXd89750091 T1 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21169 Truss Label: C2GE KD / WHK 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 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 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Refer to General Notes for additional information See DWGS A16015ENC101014 & GBLLETIN0118 for gable wind bracing and other requirements. 2' (TYP) 4X4 D 14' 14' 14' 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 Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 14' 7' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.005 J 999 240 VERT(CL): 0.008 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.277 Max BC CSI: 0.196 Max Web CSI: 0.137 VIEW Ver: 18.02.0 1A.0205. 19 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B* 68 /- /- /38 /30 /13 F 268 /- /- /205 /134 A Wind reactions based on MWFRS B Brg Width = 159 Min Req = - F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Gable Forces Per Ply (lbs) Gables Tens.Comp. Gables Tens. Comp. C - J 461 - 238 H - E 461 - 238 0 11 j I I I I I II Iry° N0.86367 4 w STATE OF a 4 b �OR1�� �pd 1� 0C '�dt�0d61dildlllllti 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 quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a pro erly id ceiling Locations shown for permanent lateral restraint of webs shall have brac'Ingg installed per BCSI sections B3, B7 or 910, e. AppYy plates to each face oftruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. vision of ITW Buildina Components GrouD Inc. shall not be responsible for anv deviation from this drawino.anv failure to build the ALPINE' M MCOMPAW 6750 Forum Drive Suite 305 Orlando FL, 32821 ss In conformance wlth ANbin PI 1, or for handlinq, shipping, installation and bracing of,trussesA seal on this drawing or cover Ling this drawing indicates acceptance of roTessionall engineering responsibility solely for the design shown. The d use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 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: SEQN:101723/ EJAC Ply: 1 Job Number: N334502 Cust:R8975 Met 1WXd89750091 T15 / FROM: HMT I Qly: 14 , A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20452 Truss Label: EJ7 / YK 07/29/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord 2x4 SIP #2 N Bot chord 2x4 SP #2 N C 12'2"l 1 12 6 M O LO M M '7 B A 48'8" D 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/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 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. 7' 7' 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 Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.017 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: 18.02.01A.0205.19 IIItIIIIfIt / �A0 WAAA itNcEN 4 No, 66367 a a STATE OF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 331 A A /259 /117 /173 D 127 /- /- /101 /20 A C 171 A A /91 /133 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 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, handlin shipping, installing,and bracing. Refer to and follow the latest edition of BCSI t Safety Information, by TPI an SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide to BCSI. Unless noted otherwise.top chord shall have Drooerlv attached structural sheathina and bottom chord shall have l :srraimi or weos snail nave Dracin Instane0 per b ;Jl sections b3, ld/ or is as shown above and on the Join Details, unless noted otherwise. Refer line, a division of ITW Buildinc� Components Group Inc. shall not be respponsible for any deviation from this drawing,any failure to build the ss in conformance with ANSI/TPI 1, or for handling, shipping, installatidn and bracing of,trussesA seal on this drawing or cover pa�e, Jng this drawingg indicates acceptance of ro essiona engineering responsibility solely for the design shown. The su! ability d use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. more information see this fob's general notes page and these web sites: ALPINE: www.alpineitw.com: TPI: www.tpinst.org: SBCA: www.sbcindustry.com; ICC: www.iccsaf ALPINE ANrrW:AMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101729 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef.,1 WXd89750091 T23 / FROM: RWM Qty: 2 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20453 Truss Label: EJ2 / 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 Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N V �— 1, 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: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 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. 12 2X4(A1) 2' 2' 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 Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE N 9r8r'4 M Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): 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: 18.02.01A.0205.19 �O�tlltlfll�j�� �A A MHO` ° `r\C �`✓�` 0A m No.86367 p r Yat a w�i STATE 4F cvg ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 157 /- /- /144 /58 /43 D 32 /- /- /29 /5 /- C 34 /- /- /12 /17 /- 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. Bearings B, D. & C require a seat plate. Members not listed have forces less than 375# �i R •eaoe© a S ',`"'4/'/ON A 4,44411111010 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 sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. ALPINE Alpine, a division of ITW BuildiphcLComponents Group Inc. shall not be responsible for any deviation from this drawing,anv failure to build the truss in conformance with ANSI 1, or for handlin]q� shippingq, installation and bracing of,trussesA seal on this drawing or cover pa e.. listing this drawingg indicates ,s ,���,A,,,. 6750 Forum Drive acceptance of pro) essionai engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: wwmal ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN: 101719! JACK Ply: 1 Job Number: N334502 Cust: R8975 JRef1WXd89750091 T18 ! FROM: Qty: 4 , A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.19921 Truss Label: CJS KD / 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 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N 11'2"5 12 6 M (V i•M co B A 88 D 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 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. 4' 11 "4 4' 11 "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 2017 RES TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.411 Max BC CSI: 0.254 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 AA op O STATE OFf ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /207 /95 /128 D 89 A A /68 /13 /- C 118 A /- /61 /92 /- 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# ore a -15 ®/s/®NAB 1,� 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 Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilincl Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face or truss and position as shown above and on the Joini Details, ,unless noted otherwise: Refer 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,anvy failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page, listing this drawing indicates acceptance of ro essiona engineering responsibility solely forthe design shown. The s.1Tability and use of this drawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. AL NE AMmvcouvnrry 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 101720 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WXd89750091 T21 / FROM: Qty: 4 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20031 Truss Label: CJ3 / 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 " Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N V �-- 1' 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 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. 2' 11 "4 211 "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 2017 RES TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C 10'2"5 T - 6) 0) � c'7 N 81811 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.206 Max BC CSI: 0.115 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 185 /- /- /160 f75 /84 D 50 /- /- /41 /6 /- C 63 /- /- /29 /50 /- 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# `�`,���01ftlfllll►�� QNH WAk +° No.86367 b STATE OF cv� ok S •000a ,5/QN+A L. 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 and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly Wid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910, e. AppY- plates to each face o?,russ and position as shown above and on the Join Details, unless noted otherwise. kefer to 60A-Z for standard plate positions. of 'TPI 1; or for t acceptance any structure failure to build the I or cover paqe , n. The su!£abdity MRWCOMPAW 6750 Forum Drive Suite 305 Odando FL, 32821 see SEQN: 1017211 JACK Ply: 1 Job Number: N334502 Cust: R8975 JRef:1WXd89750091 T22 / FROM: Qty: 4 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.20344 Truss Label: CA / YK 07/29/2020 4"3 V i 12 6 F7- C Loading Criteria (psi) 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 D Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Wind Wind loads based on MWFRS with additional C&C member design. 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 (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 Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 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 A2 /- /18 /12 /- C - /-15 /- /27 /32 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# ,��III1tf1t1►f�l�Pr �AWAif No.86367 -p STATE OF forop Ot All OOR 1Id1111d1It1 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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) fo'r 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 id ceiling Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, 87 or 810 e. AppTy plates to each face ofptruss and position as shown above and on the Join Details, unless noted otherwise. f�efer to 60A-Z for standard plate positions. • uwa ur wnw....d" w listing this drawingg in and use of this d�av For more information see this w r i NI i, or Tor nanaung, s acceptance of ro e: any structure is the re.- :ral notes page and these web from this drawing,any failure to build the seal on this drawing or cover page r for the design shown. The suitability ANSI/TPI 1 Sec.2. ALPINE aN«wco,MPANr 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN:101724/ HIP_ Ply: 1 Job Number: N334502 Cust:R8975 JRef1WXd89750091T27 / FROM: RWM Qty: 2 , A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 211.20.1438.21091 Truss Label: HJ7 KD / YK 07/29/2020 5'Y5 5'3"5 9'10"1 4'6"l 1 12'2"3 12 4.24 2X4 C v mn c� ih v B T °L A FE -VA Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " VY Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 SP #2 N Bot chord 2x4 SP 2400f-2.0E Webs 2x4 SP #3 Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Refer to General Notes for additional information Provide (3) 16d common 0.162"x3.5", toe -nails at TC. Provide (3) 16d common 0.162"x3.5", toe -nails at BC. 97'2 1 7"1 9'2"2 19,11 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): 0.040 F 999 240 Lu: NA Cs: NA VERT(CL): 0.076 F 999 240 Snow Duration: NA HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Code / Misc Criteria Creep Factor: 2.0 Bldg Code: FBC 2017 RES Max TC CSI: 0.546 TPI Std: 2014 Max BC CSI: 0.416 Rep Fac: No Max Web CSI: 0.260 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 18.02.01A.0205.19 WAVE ,�JIi11IIIiP►f/►)� s NO. 86367 s e STATE OF . ••e®.• �10100;,�*1VALlllllimallkWe ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- /177 A Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 FL REG# 278, Yoonhwak Kim, FL PE #86367 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 dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Alpine, a division of ITW Buil&RQComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,U �M„�Y truss in conformance with ANSI 1, or for handli4 shipping, installation and bracing of.trussesA seal on this drawing or cover page , , 6750 Forum Drive listing this drawing, indicates acceptance of pro) esslonai engineering responsibility solely for the design shown. The suifability and use of this r7rawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. Suite 305 For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.org; SBCA: www.sbcindust .com; ICC: www.iccsafe.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, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 nr, 1?n main Wind zn .4 hS, flea.. ue,,.h+ o...,.+,.. u., S 2x4 Brace Gable Verticnl Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'LI Brace x (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Sn r #1 / #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U f r #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6 12' 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' S' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12, 6' 14' 0' 14' 0' Q Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' --J S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 1 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' I1' 8' 14' 0' 14' 0' d ' F Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' e' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 1 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ #1 / #2 4' 5' 7' 6' 7' 9' 8' IV 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P F #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U IJ C Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13, 9' 14' 0' 14' 0' 14' 0' o f� r Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' S' 6' 10' 8' 6' 9' 1' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' D F L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' h1l'6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10, 10, ill 10, 12' 7' 14' 0' 14' 0' Q #1 / #2 4' 10' 8' 3' B' 7' 9' 9' 10, 2' 12' V 14' 0' 14' 0' 14' 0' 14' 0' _ S P F #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 12' 0'14' 0' 14' 0' 14' 0' 14' 0' LD U HF Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 116 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O �I Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 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' to, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' c-1 D F L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' B' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace options vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above, Connect diagonal at midpoint of vertical web. LP5IN _ AN RWCOMPANY \ \ 13723\ Riverpon\ Ddve \ \ Suite\ 200 1 \ Maryland\ Heights,\ MO\ 63043 2x6 DF-L #2 or better diagonal brace) single or double cut (as shown) at upper end. Atiout IY_ T 18' AILI � 'ace L raI WNE 8' )K I LU 1 141, IT" Refer to chart abcj "WARtONWRX READ AND FOLLOW ALL NOTES IR THIS BRAVING! u xwOPURTANTuw FURNISH THIS DRAWING TO ALL C[RTRACTTRS INCLUDING THE INSTALLERS ' Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to nn Uow the latest edition of SCSI (Building Component Safety Information, by TPI and SECA) for sofet actices prior to performing these functions. Installers shall provide temporary bradng per BCSL less noted otherwise, top chord shall have properly attached structural sheathing and bottom ch all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of wel .all have bracing Installed per BCSI sections 113, B7 or PLO, as applicable. Apply plates to each fac truss and position as shown above and on the Joint Detalls, unless noted otherwise. fer to drawings 16OA-Z for standard plate positions. Alpine, a division of TTW Building Components Group Inc shall not be responsible for my deviation f Is drawing, any failure to build the truss In conformance with ANSI/TPI I, or for handling, shipping, tallati— L bracing of trusses. A seal an thL, drawing or cover page listing this drawing, Indicates acceptance of professional gineerig responsibility solely for the design shown The sultabNty arW use of tW. drawing r any structure is the responsibility of the Building T/TPI I Sect For more Information see this Job's general notes page and these web sites, ALPINE, www.alpineltweaml TPA—tdnst.orm SBCA, www.sbendustrvaroh IM —.1— nfearn 0 O �OR110�•— SSdQ�i��.e Bracing Group Species and Grades, Group A, S ruce-Pine-Fir Hem -Fir #1 / #2 IStandard #2 1 Stud #3 Stud #3 Standord Dou las Fir -Larch Southern Plnexxx #3 #3 Stud I Stud Standard Standard Group BI Hen -Fir #1 g Btr #1 Dou ins Flr-Larch Southern Pinexxx #1i #1 #2 #2 Sx4 Braces shall be SRB (Stress -Rated Board). .Far lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B11 values maybe used with these rndes. Gable Truss Detail Notes, Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails. )K For (1) 'L' brace, space nails at 2' o.c. in 18' end zones and 4' o.c. between zones. )K)Wor (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 BOX of web member length. Gable Vertical Plate Sizes Vertical Length Na Splice + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer,for conditions not addressed by this detail, Less than 4' 0' 2X3 Greater than 4' but 3X4 TOT. LD, 60 PSF SPACING 24.0' EF ASCE7-10-GAB16015 ATE 10/01/14 RING A16015ENC101014 Yoonhwak Kim, FL PE #86367 'T Relnfol Memb Go Tr Gable Detail Fnr I Pt -in VPrtirn l cz Gable Truss Plate ppropriate Alpine gable detail 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, e, 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design, Attach each 'T' reinforcing member with End Driven Nnllsi 10d Common (0.148'x 3,',min) Nails at 4' o.c, plus <4) nails In the top and bottom chords. Toenalled Nails- 10d Common (0.148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords, This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A18015ENC100118, A20015ENC100118, A20015END1001 /DPP A11530ENC100118, A12030ENC100118, A14030ENC1 ` Q€aCD0i1� /(��� A18030ENC100118, A20030ENC100118, A20030EN .� pP�bQ1�$ �f S11515ENC100118, S12015ENC100118, S14015EN 0118 60 5g,G'Tpbl�lg� *4 S18015ENC100118, S20015ENC100118 S20015M10011Ri, S 0 al 15P 1 8 S11530ENC100118, S12030ENC100118, S140306MC10011$, ME6� S18030ENC100118, S20030ENC100118, S2003 d118, S2003OPED100118 a Seeappropriate Al ine p gable detail for mnxim�l unnRlnforced"d�e"�Lerticnl l� "VARI1 NG- READ AND FOLLaV ALL MOTES ON THIS DRAVM "DIPURTANTo FURNISH THIS DRAVR6 TO ALL CONTRACTORS 1MCLl1DING THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and V V £allot the latest edition mi g these <H fun Component Safety Information, a TPIor and bracing for safety practices prior to performing these functions. Installers shall provide temporary brndng per HCS7 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom cho r� shall have a properly attached rlgld ceiling. Locations shown for permanent lateral restraint of web �� � � shall have and position bracing Installed per BCSI sections B3, J or Det as applicable. dot Plates to each face of truss and position as shorn above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. A(pine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr AN ITW COMPANY this drawing, any failure to build the truss In can with ANSI/TPI 1, or for handling, shipping, Installation & bracing of trusses. A seal on this drawing or cover page llsti g this drawing, indicates acceptance of professional \\ 13723% Riverport\Drive engineering respons6Nro ty solely for the design shown. The svttnWlty and use of this dw4,g \ \ Suite\ 200 for any structure Is the responsibility of the DWIdVg Designer per ANSI/TPI 1 Sec2. \\Maryland\Heights,\MO\63043 a For more Information_see_ this Job's general notep page and these web smi'2.9L7A.7Q- roo 6 ° STATE OF �s j}l,�;py;,r1A a 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' increase by length (based on appropriate Alpine gable detall). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Jeb Length Increase w/ 'T' Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 X 2x6 20 X Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' AX. TOT. LD. 60 PSF UR, FAC, ANY AX, SPACING 24,0' REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 I VALLEY FRAMING & BRACING DETAIL I R' BC t/2 01 Lumber Size and Grade Minumum Reauirements GENERAL NOTES Purlins required T-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 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ;e the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gered between rows. T7p) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d 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 BLOCKING NOTES V _ 13. Collar beam to rafter 416d toe -nails 8l CRIPPLE, BRACING, NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10'.0.' Iong nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge 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 requre two CLR's or both faces w/ "T" or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS requirem Nails are common wire nails unless noted otherwise+� °jyi♦S' % (A) (B) �•*) --VARNDQ— READ Arm FCLLRV ALL MMS ON THIS BRAVBfi Z • —Df43RTN7rsa FURNISH TM BRAYING TD ALL CONTRACTORS RXIMI G THE INSTAL L ERS5 • Trusses rwquhe ..trene ca-e h fnbrlcnting, hnr ling, shipping. In t. and brochg RefeE IN a r TC LL 20 30 40 54 REF VALLEY FRAMING DATE 10/01/14 nR f«low lino Intact adtlon of BCSI onnm,g Canponent SnF•ty Infornntlon,' y TPI rand SBCA) foo wt* : i TC DL 10 20 7 7 proctfces prior to perfaming these functiurtsstallers shall provide tenpornry bCno pe% BCSI. bless noted otferwise, top chord shop have propertyattnch d structuvnt sheathingnrd bo15— c" have Locntlons for lateral A ^C STATE Vi a ,7 BC DL 0 0 0 0 DRWG VACNV1801015 a o strait a property attached rigid ceting. shown per rent restrnhtSf.jOs• stwtl have bracing Installed per BCSI sectb— B3, 17 or B30, os nWk'ol te. Apply plates to enep fgI� of truss and srd n ns shown above o d on the Joint Bet.Rw, unless not otherwke, i` I� A �t���s • BC LL 0 0 0 0 Refer to drop 16CA-z for standard plots Won& V piny wistart of ITV BJldng Conponents Group Inc shad not be responsbte for any dev u fj ♦pL • ♦ '••OR� .•••(�N \\� AN iTWCOMPANY qj who, any failure to build the truss In confornonce with ANSI/TPI 1, or for handit, stJppiny "� V o TOT. LD.30 50 47 61 hstattntion t brodng of trusses A soot on this drawing ar cover poor listing this rtawhg, Iramtes aczeptoncr of professbrol dri "r this ° N • \\\\\r H for nyr ,.,c«a'sbl ; :rmbusy °"d "se of ""o =Adh for arty Ic recporrc�tty of e,wartg naslp,.r per ANSI/TPI I snc2. a" DUR. FAC. 1.25/1.15 133B9 Lakefront Drive Earth City, MO 63075 For Wore hfornntion see this s ALPM al .lob perernl notes pn ge and these web sltesr ... pYrlt.conl TPB .w..tphstorol sBGutA w...stodrdustry�, Im ....Icciufearg /v % 0/'� SPACING SEE ABOVE