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Home My WebLink AboutTrussl 0 I Go 0 aD to 39'—B" v „ 12'-4" 10'-0" 17'-4" 14'-0. 4'-4" 21'-4" 39'—B" THIS IS A TRUSS PLACEMENT PLAN ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCE➢E THIS DOCUMENT. ESTE ES UN PLAN DE CILOCACIdN TRUSS EST4 ➢ISERA➢O PARA AYU➢AR EN LA INSTALAC16N BE TRUSSES LDS DIBUJOS Y AROUITECTURAS BE INGENIERfA DE INGENIERIA SUPERAN ESTE DOCUNENTO. ILLITET-PLY .WAR tnlECINL ALL PLUS .+.", BE FASTER➢ TO[ETKR (HfLTS. HAnS. Aral IN SCIEVSI m " CUI Ott ALTER TRUSSES V[iHLT ®VSFM ff INS UTTCE BACK CTMRltS VDL — BE AFS — WITI[UT FRmt 11mTTLN APRAVAL HY STD ALL- WALLS INST HE ABEaIWTELT IESIQED TO CARM 11E lfM➢S PRIIR TO nETNATIDrI MID ocP ANY LWHS ARE APPLIE0. PFIt THE SERVTrE APARTKim AT CARPENTER �rrBiS 6' AIEAIfi1. [NG aa'aSED - nE TRt65 - IRKS. Aml NST A DPIACE MID IN HEFORE THE TRa — ARE SET OV UtaER To AV® REPAIRS. SIIPPLiF9 ENamEEifma SNEE}i Br? ' 3-910 cQE90aN A VICd MalIIPlE2. IOTEs LIS CAPA9 YRRr R�IDAS JWTAS ri@am.l.OS. CUVOS Y ANIES A fl a1STAlAQaN Y AImES A ARJCN t]W.OIUA CARGA PQi LIS le f11tTE NI ALIOU LrS TRRSES Sm EL @ISVfraARla se EerA -cr. N] SE ACEPTARet f:Ala.aS ANTFRORCS Sm API108KION PR m Past ESCR- 1®At LAS P—t CS DE PaaAMIEMII aEaCN Sin DTSEaAaas laths—MENTE PaRA LLEVNt LAS CARGAT 1151ESTAS PW Las IRIS O TRIE26, Y nrvet NLNS A m¢aFA1A vOmaSfRAaAS. A m6iiat HEPARTPI[rlia ➢C SERVTCm EN fARPFNIEA Q}IIRKTOfit Ci AIEJULA. P8: 0]r-OYl-.s7 ESTAR . LUCAR Y ER SERV[mn ARMS A DIE. TRUSSES SE �1 PARR a Ttm LAS REP� 0 I cN N I 00 N REFER TO EM PACK FOR CONNECTION. c.Ts 0 u3 1 n 4 a I�L2 —0- TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING �V� EWEr � c PLUMB AP-o u 11 $o f APPROVED AS NN SHINGLEROOF 6 I y ZXa HEEL#-3/1 " --'� 0 Total Truss Quantity = 75 Labeled End Mark I= — General Notes 1) All pamgd chord trusses, got trusses and flat girders have the top chard partially pointed green to be Installed green Side up. 2) NI hangers to be Simpson HLIS26 unless othereire noted. 3) All truss spacing is 24' O.C. urdm othersise noted. 4) Per Truss Plate Instihde BM-B1 --ando0an permanent X-bmairg should be placed at o maximum spacing 15' O.C. across the span, to be repeated at a maximum of 20' between each X-brace thnaghaut the slmcb— Please mfer to SCSI-91 for any additional bracing details. ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCU- = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % WIND SPD/TYPE 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT H WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Truss member deign & connector plates ore desf ed for ASt:E 7-18 and maximum forces from both components, and claddings and main wind fore. msaang system". • Tliese Insses have been reviewed to carry an additional 10 psrnon-con urnent bottom chord chord live mail. FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL PSF 01 ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERING WALL KEY oB-B" ® a LOAD DESCRIPTION [NIT. DATE Rat — RVM —1 Dal HAY tlV.a KKf )/B/A Rml BAY .rill IVn/A LOAD# DESCRIPTION INIT. DATE IIIINEAa6 RVM fU6119 p2G N1.,1HF1 PRaJLr fM )/e/2p trurEv LAms .inn anveo CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G, N. W. WINTER HAVEN FLORIDA 33880 PHONE, C8001 959-1806 FAX. C863) 294-Z488 BUILDER D.R. HORTON STATEWIDE PROJECTCreekside MODEL I828/CALL/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/182ED,F/ 02 ALT DESWE DYING RIRIY T/10 RR COT WW OTC LOT 32 BLOCK 1 ENGINEERING PACKAGE Builder: Project: Model/Building: Lot Alt: Lot: iL:..__ ..._.1 Address: ............... ..............._............_................._._._................._ ................. JobNumber.................................... • ' 504 . N334...... Block: Unit: Revision Date:. New Load #: F�,01 CARPENTER CONTRACTORS OF AMERICA, INC ® 3900 AVENUE G. N.W. WINTER MAVEN, FLORIDA-33880 PH (800) 959-8806 FAX (941) 294-7934 ALPIN E March 1-3,:20.19 AKIITWC6mPAW Mir.. Bob. Mi'Chaells, OarOMW*Cdritrabtbts of Arneriba,Ahd. 8909 Avenue 0, N.Offhwe.st. Wjmt6r.Havon,,-.'FL 33.880-6201 'Re: Alternative ,*i'hstdilafiotis..'for a single ply curried truss with a width Jess than th e fUl desigo load vt�6 fd. i woodg IQ *10Y0 aicia�moQhtoid:banger . -Attadh�n6nt on: a - one . * ply I .supporting girder (Reference d6f6fl WA37-02).-. Dear Bob,: .F&a single ply g16 Ply carried truss w"ith- a'width less than'the'hai�'gee. Width--you".can. ih d jack n i�qb .truss: for V Ifiller ..qhQrd..gr0'es s vood... bl6cking. an Th" prefabricated 'd k dab- tro�s. ,,:Tha chprdi skes be thd. same as thj� single: -c trus's. e prefa nea e jack -s Will hav, a..mini.muM jqn,gih of 48'� and will um Ditdh-:of-,,5A 2,. The single ply- carded, I have:a reaction 6f have p. M.q)) fruss shal h prefabricated. tows. �,'.5004 or less. Attad noatod.ja6k..scab:truss. with.' of 0.128"x3.01"Giro Nails;Jt.2' OTC perrovir; staggered-1'' (See Figure I b6l6W). P164§6;.ref&'rr'td.th&,Sitnpso.n gtrong�T4e-Catqfog- cn__ 201R. page 2161 ftIgqrg-`-$,fqr more information; t Fjgtffd-"l Fqr•a air1q.16- er that requires wftbdblooking to,*adhiovelfUll design load value for face -mounted hangers attach one wood. b[ock t p of the single::ply girder with the. same size n gracie.as the Bottom. ctiord,4f the. single ply girder~ The wood block length toe such e--W6ocI blocking: each adjac6nt` I Oqihts.�-Wdbs-.dhd b�t intersections):. panE t�6ni.Qh6rdin rsec;fjonsL-Atfach wood -AMth rows .00'appliedtb.*the block &50*Forum Drive Suite $05 bda,ndq, FL, 32829 mwmalpffieltm,com ALPINE singlq. p .;pn-p00i�cLpak ply, face. with applied to'the, Wdod'blodk fice (Sde Figot32�W*OW.).P,le.ase t6f6rlo th6:Simpson WohgLTie- Catalog C=G-2019 page 2"16,.Fg e...l for m6ria. infoftnatioh. ........... The applioatioh of- I5rdf6b&6ted jadk§66b. truss fbr-W6od fillekllodkiind.dt wood bl'ocking -to, achieve MR. design joadvalue for face=mqunt6d hangers, Must be -approved by the• hardware. manufaciurar; A[ . I edge -and end distances, and. tp.adifjgj . dr'all nail connections- rnd8t pQ sufficient to #eV6htspIitffhg_ of "Wodd., If I can.be of any further assistance. -or if you . have any:questions; piease7giye -me acall . Williai.Ti lj 'Chief En!4jpieet- .Alpine-a drM.06nipein' Y, Engineering Npqrtmgrit. OHandoj FL STATE dF 6750* Fbirlufhi- Drive: SU_llt6.'-306 . ;O'r*iand6.. FL -3282.1 - (80G) '.5.21 -9790 - (863) 422- - 8685 wow .alp . . Pi ALPINE M"COW-MW April 26;.:2019' Mr. Bob Michael li . s Carpenter Gohtrabtors -of Xnedba, Inc.. ,sbbo Avenue i �GNorthwest wthwPO Winter H.W6n, FL 33880-620 1: Dea.r. Bob,. Rd' Str6nobaiok bddgihq.6h fbbftru�a,$. I. understand'thefe. is --§ofti6. doh66m over our teddbitnemdati6ns f6r.'strbbgback. bridging oti. lo of tru" sses. -8fronqback bri of 2014 nor is if a e Oging-for roofTrusses is qqt.p:.�pq!Ajrement r u r. Men:o' he q f.e. Building Component -Safety, Infoftation- strongback b(idgitig, 66 ro6f. :trusses -ded-by-CO.'' hte-G''htr�etbrLs..zof--.-�m'er"6a: -Str6hg.ba' . ck- bddgihc�.�s�rd�. _rpcorni�.en rpq 0 0 0 IQ r! twq. ,v- _th :..f I. wi g One, bridging aligns th.e-.OqttqM -chords :after -th-py° are. setso-thpy are 4nffpr m along the ceiling ffne and fi;!:p%s:"w1th'-c` elli hg--sorvjO-a6fik� T.woj bridging reducet relative d6fie.660"n, .6f. adjabeihtltUssd§:, Strongback- bridging'.do6s.. fiotpr6Vent.or reduce�-ovefaill indiVidual ddflectl6h, especially -a6k. roof trUs969, .... .. . ....... ---- .d4flI reffian 1/0 inch. Sirongbackbridging in roof. trusses does not serve - as teifi'obia ry.oe peitrn " 66ht: bracing �and Is not. a intended td.dh§trfb_Ut_6. otshare design loads. -betWeeh kUtisqs. Consequently, ,no dosibo lbads''have` -been accounted for-,Wdh this. detail an'd dohtihUbtis- §tr6hOback'bHdgihg iftdcl � not be .-att6c,hed beftdem. cotbrijon and .girder trusses: The. use :of stroogback bridging shall not. :interfere With other- design ..g cbn:§idefati6hs �t:s specifidd 'by- the Ehgihe16r'-0f Record or Buildinc-b — * ' ' the q Designer. The outer ehdsofthe stroodbar*bridging shall be: attached jo a: wall or anqther;Secure endrestraint; -or as-spP ciried'.Py th6 5rigiheeir''oA Recofd '6r.t hd BUildin4.D6§ijh6r.- -Sfr6nigbiack- brid-g'ing*.§haI[ be,a- minimum'Of 296 fiorbiriat lum...'bdr oriented with the depth-voitical"*. i Attach with (8) 1:6d :common. nails (0J627.x3:5") nails at:. each intersecting Shember.When -extending the-stron batk bridging overlap by At. a.minimum of. two " The: locatt9n. of. fhe.stron_g ack: br'dpin maybespe6ified:pyjH §s Wduffadturer,'Engi6e&r6f R6dord,or Building Degigr&- Ple�se eW--to bbsi "SirwgbackingProvrsions" orto Aqpinp:�M8R1.8RT-014 . detail -for more. mafion. graphic The. hi. P. in.f6r. h thoWfi -(Fidtif& -1) is fargenericMuMrdfive'pUrobte only. ,67.50 F6rq.!n'Dri.va:S . ulte 305, Orl5ndo, FL 328211- (800) .5Zf-0790:.- (863)422=8685 *w-w!wP-in&itvv.coM.� LPINE Figured. If I can bd of any fiAlhbt aissistar)ce° orlyptiHave :'.any questions; please; gjvq- me a c.a.. William: N:.Krick F.E. ChiefErlgineer Alpir% an MN:C.O.mpany 'D&�ittmieifit Epginqedn 9* p -Ofl6n.dq;- FL. V821. -8760'Forum Wive Suite.-366, C6Eft-'FL 3=1 (800)'.521-9790- - (893)422468.5- t" W"..blpiriOJtW.;cQrTi -STRONG3ACK. "BRIDGING RZCOMMENDATIDNS §TRONGBACKF;' om- All sccL:b:--.on blocks - shalt .b.e;.-m- minimum.."2'X4" :BRIDGING TOGETH� 's-tress oradeol ot.-AIL -rtrqr)&ack briolghg.and bracing -skdft -be::a. mimilmum Rx6 ' -tr- ri 4' tt t�'T.he -'P)jurpose of svtronqb.ack :brlcl6ha-.:Is -to. ACH. S AITH.'10d;BOM..U:N -dev Lop l0i oxsharing bitweeqjn-cM,a'U6( trusses,: s,: :4! Lic. 2k6- Co. OWK3. 0. AILS'Ifg ROWS'.Af resulting r� In-theaSCAB' NOTE, -.'IN LIEU.17- SPLICINR AS- SHOW LAP"STRnNGBACK-IRIDGING MEHIIERS- Fi3k:Al"LEAST ONE TRU=.SPAC1NG is _--tI47:Pmq1sr.:oP -:ffie. floor. s.yster4i -2>e6- sttl�ongbaqk- b)�Idglnj:y, p-cikI-tIbhdcI-,dLs �-:SNbwh' In ST.-REINGBACK.-BP41)GIMP' :SPLICE DETAIL details, S, recommended mendeel oC. Kmav)0 NOYD blAWIS J. and ?:;qrte 'thy ;wpf-.Eroed 6tta,. C�.r e k Kt MOthbd's. �(xre- sometimes ATTwEHACH -ST3 08ONGWK In mts�akenty: �u 4 t se -An 'er-change'abl�...* , , lQd.'Cl3HMDN ': - ; *- fmp.q�-'.t.�n"t :q�rlucttjr:ial ftq - bf ft6or 71% -(01.0a MX.!GUN NAILS or roof em. Refer heTruss. Deelbh28?k3.W),. PD). Jult-'60en -Drq*hjg (T Tbr�, -Jche,;' jor�atlnb t'kc �. fs -fbi- L-oc.h 16C.11VIdUpLl .-truss copponeni, ';Brlabin:g;'f I particdtar�ly' recomm . e . ndo�tjqh'- fqi� ''OL, -tr'�'uts- system tp• help vlbr thou. In: adblirt"Ic'in: tb-aldIrio In ih4: dfstt".Ibu.�Ion of point' lboxis b.dt*e'*&�' adjacent 'trw_5s,-s.trongback'b Qbfnq serves ~to reduce M nm Ti, AN n W 0 M *W 4 k mhm v %., ED,. A v 10! b, A7. C v A: CA -UFO V *h k'o. hd=tM'6 .ao4ltr fay _*4m; -The.m*kwA11y-av"t'U" SNIT 200 oP 'a% W' —tw 11-5 s P WN - Ce d w D ww'! r P w m w v . I: x Maryland H0194ts, MO 83043- 86 I.Doutic '* e r or .qsjRupt moying Pp.n.. .loads; :sLjch ms footsteps: Th"e Performqnce. of *atL 'floor 'systems -are. enhanced . by.'th'e. int;+ * OLUat-16h - of, -:str8rin6tk brldgirig and therefore Is. --str6"b`rig 'ty recommend ed nded by Alpine, For; a8ldl-t''londl In f--dP*Ma't*I6'h i&e0qfcIIhg -s�trongba�k IHOOIng, refe?' 'Component '144 _*' 'kV T.-It'Ll REF Tel DL. ;PSF NO, �08.61. AC DL PSF- BRWG Al ..T . .. L F%1 iy.4 X6U,).' PSF 6 IT ILT ILI ME .07 . 17, C r-4nj 6.t -Oml ww' Fm L - 7 rU MW Cracked or Brok.�n This drawing specifies repairs for a truss with broken chard or, web Member. This design Is valid only for single ply trusses with U4 or 2x6 broken members, No more than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not Comply with this detail, (B) = Damaged area, 12' max length of damaged section (L) - Minimum nailing distance on each side of damaged area (B$ (S)' = Two 2x4 or two 2x6 side members, some size, grade, and species as damaged member. Applyy one scab per face, Minimum side member lengths) = (2)(L) + (B) Scab member length (S) must be within the broken panel, Nail Into 2x4 members using two (2) rows at 4' o,c„ rows sta gere4 Nall Into 2x6 members using three 43) rows at 4' oz., rows Aagger ed, Nail using 10d box or gun palls (0,128'x3', min) Into each side membee4 The maximum permitted lumber grade for -use with this t detail Is limited to Visual grade lit and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices, ' This repair detail mnyy not be used for damaged chord or web sections occurring within the connector plate area. t: Broken chord may not support any, tle-In loads, t, S• L L 4' o.c Typical + o + -o + o + o o + o + o + o + Stagger Back Face 10d Box (0.128' x 3', min) Nailsl = Front Face 2x4 hJember - Dou4�le Raw Staggered 2x6 MMember - Trlo a Row Staogered NOLIL Spacing Detail Member- Repair Iletall 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# 8001t Web Only 2x4 18' 975# 1055# 1295# 1415# Web or Chord 2x4 24 975# 1055# 1495# 1745# Web or Ciitorel 2x6 1465# 1585# 2245# 2620# Web or C�ord 2x4 30' 1910# 1960# 2315# i;5550 Web or Chord 2x6 2230# 23650 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6. 3535# 3635# 4295# 4745# Web or Chord 2k4 2 2975# 3045# 35054 3835# Web or Chord 2x6 43950 4500# 5225# 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or C{ Ord 2x6 5165# 5280# 6095# 6660# Wnlnun H L L Dlsiancs Nlnh{bn•b L Hktanee e bewwPatTtillrl'a"v 'nslpt Tlusr`I'°n�A%, 4 u451L c@If"aAEnaa Ivumn"ANavT"1°sI uuTALlers, REF MEMBER REPAIR Trusses equlrr utrrnr cart h rabrleailo. handlMa, sNpjk Instal and bracing. Raftr to and follow the �atest edition at 1CSI ®uldhq co,pa.rnt Safety inroreatlon,, y TPI and SBCA) for mfrty i DATE 10/01/14 era Z.s prier -to pertorninp 070 funcilane Installers shag prov)d. lenporary hr►enp ps� 7CSL Ika.aa noted otherrhs, stop chord shalt have properly attacMd structural ahea'thitl0 a o tan era I DRWG REPCHRD1014 y shall have a properly ai aeTkd rlald crllr+o. Locations shorn for pernonent lateral re rant or rr i tit have braehe Metalled per I so 33. 17 or 13D, ae oppaeabl►, Aaply plates is each Face ,Q �� of iruss and positkn as shorn above on?, on the NJ Decals, unlless rote oihrrvlse, Rrfrh to dr►rinW I/aA-I far standard plot. positions, Alpha, o dNlalon of ITV Suldtt Conponents Gro Inc shalt gl+ai b reispehsihlr for ony devlotion ►ron j AN RW DJMP+�NY tNss droriny qyny falur it bldlei'tlx truss h eonv%rnoner rkh AHSP/TPk I, or war handlhq, shipping, i hstollailon h.ror•acinp of irussrs. , A arnl'm vNrss drartnp or gorir pap IYtMe iNs drarhy Mdmtes accaPtancs or proressbnd ! ` .rphb.r.i•,p req+onsblN�y. solely for ilfi d►slpn shorn. The wltnbalty .nii ucr of 1Ns drash0 SLl 133BDLakefronladva for any sirueturs k ilia rnpauaµtty of 1!x BUIWtq Designer per A"SS/fPt l Snit i Esdhaµy,M083845 raw Mon IArarnailon see ihls J 'N general note ppe00r apld ihrst web sltrsb i SPACING 24,0' MAX ALPINE, wrw,al neltw,eanl TPIb vws.tplrri�orgl S1CN rww�abc4bdustryare) I= wwvjccsafs,arq MINO-A Puroh-V . 40tal ER VALLey FRAMING VALLOuRIIA�FTER.OR RIDGE. ripolob-411dr 30 psf tTL)'Aad -2d -0Of (T.QJ Mak, wls.Uhtnj from 0-1- vWlaysbrsloop m khatcrlppta tocklops are geted'Fsgtween M".. [Typ) Rldd.F im BOARD _'DO.LLAR BEAM.-EMY MPLA axi) PAIR OFRAFTeRS Jqu nt ea 041 -4 113aldi-48(114' 3. Cflvoll�t&ftffer , , * , -r(") a P 0 tftr.bqgH`Be nQ � zha2thln� -P �rgi i gs 4. 4-o"YMIPAL- 42041to-fairs 5. L 4'Yod tdd.rialls TW2411gEyW -1, , Hls,� 3 ud tde�'nAft.aa.ch sleeper N trum : .:ffidga c(arm r.0 4LCtd.tpe�iaJV h. S. 4r4llid ft (TWI- 9. Tra S!f.t a.- 6 1 6i ftt. e 10. -fros-tdiolopti. 9 .xa. Tr4w,to daWe- .w 1 24' 1-YPEC, "COM14ONS 24 jh .0. .KIKQ6qfwmeb. h a lrfq. a I- 3F ;SPkUD 24 Q. r 41HOTiM40iftED 'Sl=_PERSARE USED) 4 26dtO.,nalls. 1314.-AN:4140, A' * 'f dtNEAAL HOTM OLOO 9-0 90TE9. UAILA 'Wdanf� 46d f r arzoa dmlllnt;,.n n) qM dpd:IUM .:60X Offqi�*WjjsilP. 44irrc�wi qOLmlnft%uTp.af*v-" common or* rqil;l shog(h noi�lbng afrctpernti er9f.na is are Si �JKjukaai'raftsr 11'sloopers-ore not used,. 'u-nder'cripptes lt.trlpp(46:fat b&W.eAn. -hepr*y.#q -d' pp qhdr. helglitt 14'4' A kll'iiHl 'WifecTifnae,to-dwront NDS. reolr�mqn,6; ji�rjy 2 1 RCI -maxftnum lfyp(bf height; 3,0-tuat. C, 061n bFfYrjrw jjnJoAk ribted .4thbwia. mphtlacAbsed, 4a H, ..rA.Wxffnum,o ASC Endlot", UP M, yat, (a) NkIZY kliwwo S T ... qft 30 46 54 Rif No TC DL- 0 ZO 7 DATE: 10/pljl'4 L- v* v ;afiit forokktr, bra for W w or-tywe'" Re .0 o a DRW.G KACNV180101.5 .. �C�tW. Qr - I . of. BC 0 2t �40'14ayip R Ed TxTe. .0 0 0 • AJ -Wzv* Lhdi-d jitu J.' FZ •V6T. LD.:P'Q 60 xb * d 0 R,�.X Ilt . . &wp. C=. k.-- h.U. fft. k1t: A�.. L.. 1�.. 47 81 mo 71 L or For' AH comw1w, L for . �L�.2' =P-11 11 L. A AT;OVT,- - Face -Mount Hangers -.I-Joists, Glulam and SCL 7 PWA These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. Actual Joist Size a �� No Carried Member Dimensions On".).' / Max Fasteners (in) Allowable Loads Code Ref. E �' _ Weh-� Stiff; s Segtl W a'' H -Min B ` IF Joist °DF/SP Species Header - SPF/HF Species Header ,Uplift. Floor Snow 'Roof; Floor Snow I Hoof IUS2.56/16 - pfi/6 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 11555 1,555 Max. (16) 0.148 x 3 - ' 0 1,805 1,805 1,805 1,555 1,555 1,555 21h x 16 MIU2.56/16 • - 29/16 157/ts 21h - (24) 0.162 x 31h (2) 0.148 x 11h 230 3,455 3,920 4,045 2,970 3,370 3,480- U314 • ✓ 29A6 10'h 2 - (16) 0.162 x 31/2" (6) 0.148 x 1'h" 9, 0 11,945 2,205 2,375 1,675 1,895 2,045 HU316 / HUC316 • ✓ 29N 141/a 21h - (20) 0.162 x 31h (8) 0.148 x 11h 1,515 2,975 3,360 3,610 12,565t2,895 3,110 IBC, FL, ".21hx18 MIU2.56/18 - 29fis 177fs, 2'h, ,'- (26)i0.162.x 3'h. (2) 0.146 x 11h :.`230 3;745 4,045` 4 045 3,220 3 480 3,480` L .. HU316 / HUC316` ✓-" 12IN 14'/a` 21/z ` = .(20f 0162 x3'h" (8)'0.148 x 1 Yz .. `1515 2;975 3,360; .3,610' 2;565 2,895 3,110 21h x 20 MIU2.56/20 • - 29As 1934s 21h - (28) 0.162 x 31h (2) 0.148 x 11/z 230 4,030 4,060 4,060 3,465 3,495 3.495 21hx 22 ' to 26 1 MIU2 56/20 ✓ 2%, 1934i 21h - (28) 0.162 x 31h' " : •. (2) 0148 x 11h - 230 :. 4 030 4 060 .4 060 3 465 3,495 3,495 1 29to 26 a 29Ae" wide joists use the same hangers as 21h" wide joists and -have the same loads. "- MIU3.12%9 • - 13!.A I 9'A . - 2'h" r-' (16) 0:162 x 3?h; `{2) 0:148 x 11h ' . 230 , 2,305 2 615;; 2 820 1 980 2,245 2,425 3x91h, . HU210-2 /HUC21D-2 . ✓"" 3?/a 81?49 21/z Max: .(18) 0.162 x 3Y _- , ,(10J 0148 X 3; 01, 2;680 3;020 �•3;25b 2;305 .2,605' 12,695 2,800 IBC, " '''HU2i2'71 MIU3.12/11 HU6212 2' - ✓ 31/a 31/a 11'A 109/c 21h 21/z - Max: (20) 0.162 x 31h "'(22r0:162'x3'1h (2) 0.148 x 11h (10) 0.148 x 3'' 230 1,795 2,880 3;273 3,135 3,'95 3,135 3;97 2,475 `2-,M- 3180 2,695 3;425 FL, ' LA HU3 25112 /HUC3.25/12 31/4 113/4d: 21h ;= ; .(24} 0:162 x.3?/z =. ': (12);0148�x:3 ,` 95 3',570 4,03D'� 4,335 .3;Q75 3;470;, 3;735": .HUC3 25/16 , • 31/4 tlA' 21h. Min 20 0.162 x 31/z 8 0.148 x 3 :1 515 2;975 3 360-:3 610. 2;560 2,890 3;105. Max � (26),0.162 x 31/z : ' (12) 0.148 x r 5. 3,870 4,365 �"4,695° 3;33Q '3,755' 4,040. - 3'le glUlam .HUCD210 2 SDS • 31%a 9 .'1 •.. 3 - , r. '(12} ?/4'; x 2?%i' SDS (6)'/e' X21/z"SDS= '2 4;31� ,1D',�`101 . �i6U0 ,7 i i'I: ,7 01 FL :._ 31h ,.x , , 1 ' , 7825(460.162x IBC, HGUS3.25/12 .:' , • ' < 31/4' ..,lOs% ' ' 4,= . ; ;(56)0.162:x 3'h ' . (20) 0162 x 3�h'.. 5,040 9j4D0' 9,400 9400. '8085 8,085 L8,D85 FL LGU3'.25SDS`; '- '': = '3�/a 8t030` 4'h ,- (16)�1/4"x-2/z'SDS (12)?/4"x2Wh'SDS 5,555:6,720 r'l:r{i'` 3l '4;840 o265'I H-5 HHUS46 - 35/a 51/a 3 - (14) 0.162 x 31h (6) 0.162 x 31h 1,320 12,785 3,155 3,405 2,395 2,715 12,930 31h x 51/4 HGUS46 - 3% 434s 4 - (20) 0.162 x 31h (8) 0.162 x 31h 2,155 14,360 4,885 5,230 3,750 4,200 4,500 HUS48 , • ;•` ,. .- 3%/ 's ,. 615AS " ,::2 ' - : ;(6) 0.162 x�3'/z < (6) 0.162 x 3?h ", .1,3_v 1,595 1'81511,966 7 365. 1555 � 1,680; 31h x 7y%4, •, 'HHUS48 .. ., ; ' .;" .• - 35/a' ';..7 /a 3 = '(22) 0162 x 3?h". (8)'0.162 x 3'h k 4,210 4,770 '5,140; 3,615 4,095 4,415 HGUS48' " •' • = :35/a..; 7'tis 4 "- ;I(36).0.162x3�7z'- (12)0:162x3.1h` 3,235 7,460 7;460j7460' 6415'6,415''6;415' IUS3.56/9.5 - 3% 91h 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 11,160 1,250 MIU3.56/9 • • • - 39/is 813/is 21h - (16) 0.162 x 31h (2) 0.148 x 11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • • • ✓ 39/1s 83/a 2 - (14) 0.162 x 31h (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 • 0 - 3% 815A6 2 - (8) 0.162 x 31h (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 • • - 3% 9 3 - (30) 0.162 x 31h (10) 0.162 x 31/ 3,565 5,635 6,380 6,445 4,845 5,48615,545 31h x 91/a HU410/HUC410 • ✓ 139A, 1 85A 21h - 1 (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7.460 7,460 6,415 6,415 6,415 H000410-SDS • • - 39AS 9 3 - (12)'/a" x 21h"-SDS (6)114" x 21h" SDS 21265 4,500 4:500 i 4,500 3,240 3,240 3,240 HGUS410 • • - 3% 9'/1s 4 - (46) 0.162 x 31h (16) 0.162 x 31/z 4,095 9,100 9,100 19,100 7,825 7,825 17,825 IBC, LGU3.63-SDS • • - 35/a 8 to 30 41h - (16)1/4" x 21/2" SDS (12)1/4" x 2'h" SDS 5,555 6,720 6,720 16,720 4,840 14,840 4,840 LA MGU3.63-SDS • • - I35/a 91/4 to 30 41h - (24)1/4" x 21h" SDS 06)114" x 21/z" SDS 7,260 9,450 9,450 9,450 6,805 6,805 16,8051 ,IUS3:56/11 88 `: _ , • - , ,35/a ',117/a, 2 := ;. (12)'.0148,x3. r1 1 A20 1,615', 1,745; 1;22Q 1,390 1,485 11.1/a� " '21/z (20)0.162 X 31h' ' (2):0:148 x 11h- ' 210 ", 2;880 3135ii:3135f2,475' 2,695O 2;695' U414 " ✓ I39�6 10'`: . 2 - -`,''{16) 0.162 x 3?h' , `, (6) 0:148 x 3 ', _ 9. D. 2;305 2,615;: -E 820 1980 2;245' 2,425 HHUS4ID. •! ; - .3$ia 9;'= 3 -.`.,(30)0:162.x31/z; (10}O162x.3'h 5, 65 5,635 6,380�`t 44' 48'45 5,496'5,545 'HUS412''`-10?h 2` -(10)0.162•x3?h, '(10)0.162x31A i"3,43 5 ;660 3;02513,265.2;275.2,590 2,795 31hx117/a HU412 /;HUC412 •. 39h6 10 56 . 21/z, Min (16) 0.162 x 31/2 , (6) 0.148 x 3.: 1135 2;380 2:68512 890 2;050 2,315: 2,490 Max ; (22) 0:162 x 3'h°`- .. (10):0148 x 3 .. _ , r w+ 3; 275 3,695 13,97b]:2,820 3,160 3,425 HUC0412 SDS •' ". - 39/+s ,' 11 - (14)1/4" x2Yz" SDS. ,(6))La"x21h" SDS 2 26_5 5,04� ,fi I�'j°. f I3:630 U30: ,,, v;1 HGUS412, 1,35A,..., 10'tis' 4 -_-,J56)0.162.,x31h., :(2D)0.162x3.h , 51040 9,400 9,400j'9,400 8,085' 8,085 8,085 LGU3.6318DS' ,_„ " •.; - . '3$/a . 8 to 30 4'h(16),1./a' x 21h". SDS (12)•17a' x;21h'.' SDS 5;555,1 6,720 6,720 6,726 4,846 4,840 4;840. MGU3:63-SDS' • . "-__. " �,: •; '. - 3$/a 9?/a to 3D '4'h = (24) ?/a" X 21h"SD& (16)11a" x,21h" SDS' 7,260 9,450 9 950 '9,450 '6,805 6,BD5I6;805 HGU3.63-SDS •. _, 3$/a "'11'to30 4Jz .=, (36)1/a'.x21h"SDS (24)'/a"x21h"ISDS''�,?ct 1a.16 ,1 0�: ,lt (1.-1': 75`1047 S6 See footnotes on p.150. Simpson Strong-TieO Wood Construction Connectors SIMPSON u Adjustable Truss Hangers WPA �j C This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top-ffange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For _ .-the THA29; nails used #oryoisf�atf&66ment must be,'driven at an angle so that they penetrate through'the comer 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 halt 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 1h" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirety below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header.. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the comer of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/a" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart for ,422 'for 422.2 426-2 THAC422 13/4' typical 21W for THA422-2 andTFIA426-2 THA418 DoublaW— 2face nails Use full table value (total) Single 4x2—� �table Face nails Top nails nailer pertable per table a j Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face ofheadE e Double -Shear Double Nng Dome Double -Shear ailii Shear Nailing Side View I Naifin ;, Side View; i (Available on g Do not Top View bend tab some models) 4 top nails (total) Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation yp Top Flange Installation er to tnote 5 p.187 86 THA/THAC Adjustable Truss Hangers (cont.) M) These products are available with additional corrosion protection. For more information, see p.15. 0 0 Model No �a Dimensions (in) Min Top Flange fin) .'Mm Header 'Depth in Fasteners (in) _ CarrymgMember M Carved Top ;. Face :; Member DF/SP Allowable Loads `° Roof/ Uplift Floor Snow ;Wind (160) (1DD) (115)Y �125/160) Allowable Loads Roof/ 'Ref. Uplift Floor Snow = Wind ' �160) (100) (115) (125/160) Code W H C t :' '� > e �` ".�•� a� � -� Top Flange Instaliahon� � ��,. ��, ? �1 � �� "� x � " � � _ �: � , ; THA29 18 15/a 91Yis 5Ys 11h — (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 1,75.3 450 1,330 1,330 1,330 2346 — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2:610 2.610 2,610 450 1,985 1,985 1,985 THA213 " :18. 151s :135/is 5Yz. • 2 z — , .,(4p0.148.X 3 > ':(2) 0148 X'3 (4) 0148 x 1 "h — 14 �1 46 it 1 S"•' THA218 18 1 % 173A6 51h 2 — (4) 0.148 x 3 (2) 0148 x 3 (4) 0.148 x 11h — 1;460 1,460 1,460 — i,110 t,1 i0 110 THA218216. 3iW17' 1tiG 8 :` 2 — 4 0.162X31h,2 /x 0162X3" 6'17:146xa , — '' " r "11� '.y0 1,515'> 1 15, FL THA222-2 16 3Ys 22:Yi6 8 2 — (4) 0.162 x 31h (2) 0.162 x 31/z (6) 0.148 x 3 — 1,960 1:995 1,995 — 1:490 1,515 1,515 LA THA413, 18 .35/s.135i 41/z 2 =' (4)0,148x3 ;(2)0.148xy3 (4)0:148Y3 THA418 16 35/s 171h 77/s 2 — (4) 0.162 x 31h (2) 0.162 x 31h (6) 0.148 x 3 — 1,960 1,995 1,995 — 11490 1,515 1,515 THA422 `' '.16,' 3%; 22 74' 2 — _'(4)0.162 x 31fi .,(2) 0.162 X3"h (6)�0.148 X3 — t $0 THA426 14 3% 26 77/s 2 — (4) 0.162 x 31/z (4) 0.162 x 31/2 (6) 0,162 x 31h — 2,435 2,435 2,435 — 2,095 2,095 2,095 TMA422 2 _14 T7i/4 2i1i6 93/a 2 _ { 4 0162 x 31h ;(4)r0162 X 31h (6) 0,162 x 31h THA426-2 14 71/4 261tis 93/4 2 — (4) 0.162 x 31h (4) 0.162 x 31/z (6) 0.162 x 31h — 3,330 3,330 3,330 — 2,865 2,865 2,865 M Face Mount (Max) lnstallatmn d..� �� ,, THA29 18 15/e 91A6 51/s — 9% — (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 2,265 450 1950 1950 1950 8(1135/ 4 'ad bu c010' 21Cto ,; THA218 18 15ie 173/is 51h — 17-% — (18)0.1480 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2,05 THA218 2 ;i 6 3Ya 1717hs B '` 14Yis — ; {22) D.162 x 31/z (6J 0.1'62 X 31h 1;855 3 ;i? ,10 • 1 1 595 _;'' c ° . 8 :5' IBC, THA222-2 16 31/a 223/s 8 — 141tis — (22) 0.162 x 31/z (6) 0.162 x 31h 1,855 3:310 3,310 3,310 1,595 2:845 2,845 2,845 LA THA413 18 135 14)1 4 ` 0 au35is. THA418 16 3% 171h 7% — 141A6 — (22) 0.162 x 31/z (6) 0.162 x 31/z 1,855 3;310 3,310 3,310 1595 2,845 2,845 2,845 THA42'2 . 16 35/e 22 .._77%s 14if s " — 22 0:162 X 31/z 6 0.7 62 x 31fz 1,855 + .1u a" ` `f 0a °' a ' THA426 14 35/s 26 7% — 16146 — (30) 0.162 x 31/z (6) 0.162 x 31h 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA422 2' ' 14` 7y/a ; 211A 99/< 163fis — •` (30)'0.162 X 3"h (6),0:7fi2 X 31h 1; 855 5 t 5 520 ::5 520 , .1, 595 4,445 4,745' ° 4;745 ' FL THA426-2 14 1 71/a 261tis 9-A — 18 — (38) 0.162 x 31h (6) 0.162 x 31/z 1,855 5,520 5,520 5;520 1,595 1 4,745 1 4,745 4,745 1. Uplift loads have been increased for earthquake or wind bading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11/s" min. top flange are based on a single 2x carrying member, all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members -with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4, Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge.. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Coist) 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 Ested diameter by length. See pp. 21-22 for fastener information. U _Z Z Z a 0 0 U Ch Z 0 0 U) a. m N C m O N U U' LUS/MUS/H US/H H US/HGUS Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost or a combination of these features. The double -shear hanger series, ranging from the light -capacity I_US hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through t%mo points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or. THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAXe 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 aesighed 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 0-0 Nailing Top View CDouble -Shear Nailing Side View Do not bend tab ?, Dome Double -Shear Nailing Side View (Available on some models) t°for2Ks� 1'�is for4x's o= e zi G O:` H B L.US28 • HHUS210-2 MUS28 L O U d C, O• • o 0 F- a, ca a HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong -Ties' Wood Construction Connectors Face -Mount Joist Hangers (cont.) PIT Model No Mm Heel. Height: Ga Dimensions (m) :; Fasteners W H B Carrymg Carried Member Member .• Single 2x Sizes LUS24' ' " '251e'` 18 .: 1 s/is' : 3�/a 13/4 (4)•0.148 x 3:: (2) 0.14 ' x 3. " LUS26 ''; 41/4 =:` 1 3/i6 • '' 43/a : 1'3/4 „(4}'Or148 0!" MUS26 4111A6 18 1 % 53As 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45/s 16 15/e 53/s 3 (14) 0.162 x 31h (6) 0.162 x 31h F1GUS26' ` A'34,'- 12''.'; ,15/e •% `�:53/e,.>I ' 5 , i0.162x3'/2'-;I ,(8) 0:162'x"31/z . (US28' °.';' 43As;-'. 18:.: 1�`ie;.::65/ei' 1-Y4. I ::.(6)=0.148x3-,% MUS28 65/is 18 1 %6 613/16 2 1 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/z 16 1 % 7 3 (22) 0.162 x 31h (8) 0.162 x 31h HGUS28 66/i6 12 15/e 71/6 5 (36) 0.162 x 31h (12) 0.162 x 31h ' LUS210 j 4 Ja' ' 18,' , 1 7 6 = . 137a (8)0.148 x 3 `' HUS210. j 83/s;,:, 16``: 1s/a, :9 :3`°' :%), .162x3if (10):0.162z3?h; HGUS210 11 ', 8* : •'12; °' :15/e: 1., 91A ;I _ 5 ' (46).6.162 X 3?/z : •' (16)'0.162 x 1. See table below for allowable bads. EDThese products are available with additional contusion protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installation E with Strong -Drive° SD Connector screws. See pp. 335-337 for more information. ModeF No _. ;' DF'Allowable'Laads Upliftl Floor Snow`' Roof Wmd (160) :. SP Allowable Loads ,,Uphfti Floor snow Boof Wind (125) , (160) SPFIHF Allowable Loads ' Upli t1 .-Floor Snow: Roof - Wlndz: {160) > {100) , (115)- - (125) ': (160)• Code f Ref -... _. g 'Slh le 2x Sizes -. ..., .- - • ...._.. _ GUS24 's 670 ':• 765- :.820' , , 1.045 . 35 '' .725 `. "': ' :825 -:: t" 890 1: r20. - sh0' .. 495 565 605.`; 770; WS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26'' 9 - 1 295= .1,480-. 1,560,- 3 560;` Q2d Z' -1405 `.1,560 �`,'5 1 eu 51w' 955 7;090: 1180. • 1 ;v LA HUS26 1,320 2,735 3:095 3,235 3,235 1,320 2,960 3,280 3:280 3,280 1,150 2,350 2,660 2.780 2,780 HGUS26 37n •,4'340`- - 4,850 : ; 5J70 ' S,390 ," 87 *. ' 4,690' : 5;220' "5;390 �8,390 °7£i0 ' .3;225 3;6J0 3,970 : ' 3;985 IBC, FL LUS28 1 1165 1,100 1,260 1350 1725 1165 1195 1,360 1,465 1 1,730 865 810 925 1,000 1270 "MUS28'„ 1 320 1;73D=- 1;975 ` 2;125'.; , 225 • =,132.E •'1,875; ` 2,135 .'2,255, 250, 750-. 1;270 , 1;455: , 1,575'' -�v IBC, FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,095 1:�80 3,520 3,520 3,520 3,520 HGUS28; 1 c50 , 55?5 7,275,:' 7,275;, 7,275'`' .1 o u i cf ". , ; 7;275 :;:7;275 , ,1. 2' , .._,�:0 , 3,820 3,915 '' 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 K - u, :50' u : '5 ' n 830_ `5 0 a 83 C u 2 220. ..90 [ 45v' LA HGUS210 2,090 9:100 9,100 9,100 91100 1 2,090 9,100 9,100 9,100 9,100 1.545 6,340 6,730 16,730 6730 1BC,FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45" and/or sloped to a maximum of 45" • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load,. not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load JAcute side n 0" Specify angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 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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/s". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the and 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 1/a" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge to Finish: Galvanized L � +�. Installation- U d Use all specified fasteners; see General Notes C- o• Can be installed filling round holes only, or filling V round and triangle holes for maximum values W See altemate installation for applications using the HTU26 on a 2x4 carrying member or 1= HTU28 or HTU210 on a 2x6 carrying member a for additional uplift capacity .. Ca.._.,... f]. HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table KMany of these products are approved for installation with Strong-Drive SD Connector screws. See pp. 335--337 for more information. lam Typical HTU26 Minimum Nailing Installation �1%a° maX.`gap between erid'df - ' ' truss arfd carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads) Standard Allowable Loads 11/8" Maximum Hanger Gap) Alternate Installation - HTU28 Installed on . 2x6 Carrying Member (HTU210 similar) Model ' Mn.Drmens'ions Fasteners,(in) = 1. DF/SP Allowable Loads SPF/HF Allowable Loads ' ; ' ': Code N° Heel + Height' w H B , ° Carrying 1 Canned Member I .Member :; Uplift ; {160), _: F[oor (10D) . :Snow (115) Roof ,(125) Wind (160) Upliff' (160). Floor (100) 5ngw • (115) Roof =Wind (125) I;-(160) Ref. , `; , Single 2x Sizes HT1126 ., .. 3'h " 15/e <:-531s 3? z , (20p6''.162x 31h :(11) 0.148 x`11%zrt1z ' _>.E..L , C..l .�;ert . "' �;n;,U D L90 r q , . tdn 6c J HTU26;(Min:) • 3%1 15A -57As 3-th' ,,(20) 6.162x 3l/21,(14),0.148 x`I?/2 1,250 ` 2 940', 3,200 ,f "3,200 3;200 1'075;. 1,852 .;; 2015 ` 2,015 ;' 2j015 HTU26(Max.)%}..1 51h' l5/a '57Ai, 31/2' •(20)'0.162:X31h'� (20)0,148,X.11h, 1,555 2,940'.: _ }�L.. ro,t,. A01D 1 1;335 2;53042 . 5: IBC, HTU28 (Min.) 37/a 1 % 71/is 31/2 (26) 0.162 x 31h (14) 0.148 x 11h 1,235 3,820. 3,895 3,895 37895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 15/a 71As 3112. (26) 0.162 x 31/2 (26) 0.148 x 11/2 2,020 3,820 4,315 4,655 5,435 1735 3,285 3,710 4,005 4,675 LA Hi1J210{Miri.) 37/a 1�/d,"9?Ae 31h{32)0.162x3?h` (14):0.148x,1'h .1,330`. .auu ';j n00 >; 'G :1.,145 3•- 5' ' �z� t:22:5. HTU210 (Max) , . VA .' A 5/a : 91� 6. 31h ' .'(32) 0.162 X 31/z. °(32) 0148 x 1 ?h 3,315; �. 4 705 ; ;. ,�j a, -:�uC:. s5,995 �`.2,850. 4,045' ° 5d5 . �i930 "� 5,155 '. Double 2x Sizes HTU2672.(Min )• 37/a.: 35A6 57As 3l/S" (2%0.162-x'31h ;;(14) 0.148x:3 1,515;;' 2,940 >i 3�t1.1 ,sou '3 910 .1;305,• ;1,850 ..2090 ;2,255:= 2,4653 HTU26-2t(Max) 51h'' 3-As T 534i -31/z; (20)i0.i62X31/z.''`(20).0.148X3 2,1:75' 2940 `s3% :� ..ia3D. �aot" 1;870 `.2;530 2,855 �3iC3;S -3.855' HTU28-2 (Min.) 37h 35AB 71As 31h (26) 0.162 x 31h (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, FL HTU28-2 (Max.) 71/4 35As 71AB 31h (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 71D . ;�05 I ` 010 -HTU210-2 (Mln) , 3? , 35As 9'As :31h . '(k) 0.162 z 31h � 04) 6.148'x.3' ,1755 = 4 705 ; ,4;815 4,815 _ 4 815 _1;510 ;3'530, `.3,61D 3;610 : '_3 610. HTU210'2(M3x) . 914c, 35As',`014a T1 1c(32)'0:1.62x8lh .;(32):0148x;3 4,110-,4,Z05' 5,3iu ".,G 6:515 3535 `4045 -4,565 -4;e3 a05. 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/s" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may imit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Ties Connector Selector" software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 0 HTU Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong-Drivee SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member ` Model -,,"-Heel N6.Height Mm Rn) Minimum Carrymg Member Fasteners (in j° 1 OF/SP Allowable Loads SPF-.1 Allowable Loads .` Code; Ref , Carrying 'A Member Carved Member Uphft (160) Floor ;(100) Snow (115) Roof (125) Wind (160)r Uplift `(160)', F,loor`z.I (100)'`I Snow (115): Reof (125) Wind (i60) HTU26 (Min.) 3'/e (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 1'/z 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51h (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/z 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC, HTU28 (MaX) , ,T/< ,j ;(2) 2x6;• (20) 0162 X 3% (26) 0148 x 1/zr1 970, 2 940 °'� , oSO I,905 1695 2 530. ��5 U� 3,36D •' FL, LA HTU210 (Max) ., 91/4 i- (2)2x6 ; (20) 0162 x 31h (32) 0.148 x Y 1h `2 760 2 940 �'31 S _. a� 3,905 2 375 2,5k0 ! a5:5 , 3.Obv" 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h°. 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) - Min Dimensions (in) Fasteners in.) DF/SP Allowable Loads SPE/HF Allowable Loads Motlel No Heel .Height W H g Carrying Member Caned Member Uphft (160) "Floor -(100) - Snow (115) Roof (125)„ Wind (160) Uphft Floor Sriow Roof, Wind ;'Ref Code Single 2x Sizes HTU26; 3 31/z ..1b/a 57/ts' 31h 20 0162x3 (..) _. 11 0.148xi1/2 c) ' ; t'5 L'9 ^5 ^ 340` 2 ao HTU26`(Min ` "; 37/a • 1 k . As ' 31/z :(20) 0162 x'31h (14) 0.148 x 11h• r 1175 2j940 3100 3100 ` 310D ; ``1010 '1` 955 1 955 1955 ; 1,955 HTU2.6 (Max) 51/z " z 1 Sh 57/6 ; 31h ':(20) 0162 it 31h (2D) 0;148 x 11h ... '1215 2"940 0 off ' ,Lt+ . _ r,. , e3n '' 1045 , ... 1 850 ,. . 1 ay1 z5 2 IBC, HTU28 (Min.) 37/a 15/a 7156 31h (26) 0.162 x 31h (14) 0.148 x 11h 11110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 71/4 15/s 1 7% 1 31h (26) 0.162 x 31/z (26) 0.148 x 1'h 1,920 3,820 4,315 4,655 1 5;015 1,695 2,865 3,235 3,490 3,765 LA HTU210 (Min) : 3�/a -1 °78 9'hfi 31/z :(32) 0162:z'3'h (14)'U148 x 114 =1 250 ,3;600 3 600 3 600'. 3 600 _1075 2,700 2 7p0 2 700 2700 HTU2 .D (Max) , 91/4 1:4 91M6` 3'W' (32) 6.162-x 3yh (32) 0,148 x 1'h 3 255 4;705 5,020 5 026;: 5 020, 2 800 :3;530 3,765 3;765 3,765 Double 2x Sizes HTU26-2 (Min) 3'/e 6% `57AB 3?h (20) 0.162 x.3'h '(14j 0:Y48 x 3 =1 515 2;940 13 3, 3,5 00 3 506 ;' 1305 2 2D5 i2,205 ' ,2 205 2 2p5 HTU26;2 (Max) ; "51h ,' 35/ia 57/a.' .31h .' ,(20) 0162 x 31/x (20) 0.148 x 3. ;`1910 2;940 .2 , ,3,5D0' 3 500 `:1 643 :2,205; 2;205 '2,205; 2 205 HTU28-2 (Min.) 37/a 3-546 7146 31/z (26) 0.162 x 31h (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 3-546 7145 31/z (26) 0.162 x 31h (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 31490 4-:140 FL, LA HTU210 2 (Min) ; '- 37/a .', `-.3-Ms 91tifi „ 312 `,(32) 0.162 x:31/z (14) 0.148 x 3; ,1755 42aa 4 255 , .4,255.. 4 255 ,1 510 3,190 3190 3,19D' r3,190 HTU21,0; 2:(Max )" 91/a 3�ia '`915a .31h ' (32) 0.162 X:3�h' . (32)0148 x 3, j °3 855 {4,705 ;?J -.0 6 470 3,315 :' 3;530 3,980' 4,360 ° 4,855 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/s° and 1h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie' Connector Selectors -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-pty 2x carrying member. For single 2x carrying members, use 0.148" x 11h° nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 • - HU/HUC/HSUR/L . Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/ir" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in.this catalog, the user may substitute all face nails with 1/4" x 13/4' Titen® 2 screws (Model TTN2-25134H) for concrete and 1/4" x 2�44" Titan 2 screurs (Model T TN2-25234H) for GFCMU. Follow all installation instructions and use the loads from tine sawn lumber or E VP secflons. 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 3/1e -diameter hole to the specified embedment depth plus 1/2'. • Aftematively, drill the 3/W-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 3/1e" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41h" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/a° is required as shown in Figure 1 for full uplift toad. • Where no up6F_ load is required, a minimum end distance Of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 edlye ge isa t do m end HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 SimpsonWood gConstructionI HU/HUC/HSUR/L . ..... . . . . . .... . . Medium -Duty Face -Mount Hangers (cont.) M These products are available with additional corrosion protection. For more information, see p. 15. I I M F�' EMU. WO '-u % 'Model 'A'! Fasteners !n. s 5 C mu Concrete<r,'Code', Standard"Ti 5% Concealed GFC_ M U J�,' Concrete P_U 1!f 0 n '` P, Uplift t Down Ref HU26 HU26X (4),1/4 x 23/4 (4) 1/4 x 1 -/4 (2) 0.148 x 11/, 335 1,000 335 1,545 HU28'., 2 HU �X_1 _(6) 23, '(S) 114 1 H024-2 HUC24-2 (4) 1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 'J �U2&2-(Mirl HUIC29-Z �(8): 1/4 '6148 x .3l 4 2"Q Q�_� HU2&2i(Max .),,, ,,�HUC2 �%4"x x 3 ,135 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8) 1/4 X 13/4 (4) 0.148 x 3 760 .2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) 1/4 x 23/4 (12) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 14U28-2flAin.) H`U628';`2,(M".�,:X:� in :�t'xji� 8, 3 2;5PO 6 -MUH'2� T, HUC28=i(Max )' 14 4 x: 3/4, �4 �(q) 0148 k i HU21 0 HU21 OX (8) 1/4 x 23/4 (8) 1/4 X 13/4 (4) 0.148 x 11/2 545 2,000 760 2,415 q�0�2 {Min) HUj 3 5 3 4:926�` _HU i HJC (I (18)- X4-%4' HU210-3 (Min.) HUC210-3 (Min.) (14) 1/4 x 23/4 (14) 1K x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18) 114 x 23/4 (18)1/4 x 1 -Y4 (10) 0.148 x 3 .1,800 4,500 1,800 5,085 i. ix )2 �4 3/4r HU212-2 (Min.) HU0212-2 (Min.) (16) 114 x 23/4 (16) 1/4 X 13/4 (6) 0.148 i 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (2 2) 114 x 23/4 (2 2) 114 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212 3 (Min ' .)" 'HUG212-3 'in. 4 3 M 2�' 00 ' V_ HU214 HU214X (12) 114 x 23/4 (12) 114 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 H1I214-2 40 i HUC2T4-2 (Mifi'.), 3� 148" X_' i5l' 45'- U 211 4��2 4)1/ix4, (24)j 3/jr' .. 74 x V':(12)-0 148 x�3:, '-�,,-2 01 HU214-3 (Min.) HUC214-3 (Min.) (18) 114 x 23/4 (18) 1/4 X 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (2 4) 1/4 x 23/4 (24) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 1 �U2. 6 ��m]2 6X," B)'1/4 X 1 3/4`�'., :J 0 48 i,'I �i." (8) J HU216-2 (Min.) HUC216-2 (Min.) (2 0) 114 x 23/4 (20) '/, Y 1 �A -(8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (2 6) 1/4 x 23/4 (2 6) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 -5,085 2 HU61 PinY i -- HU62i&'� (M'i"' ., ril -()1Ax,2*4 ?O (20)14 X I a W' x -':HU21ll5-3'(Ma'x.j 11 :HiJG2"J ax '114-' 2-/4,', �x pq� 1/ J C 5 &085` HU7 (Min.) (Not available) (12) 114 x 23/4 (12) 1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16) 1/4 x 23/4 (16) % x 11/2 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 U,q (Min) 11 blb)r.", 141 1 4?� ry x 1 ik,� �Ub (Max) J�:� (24)�1/4?� 2-1/ '�-7 j4 HU11 (Min.) (Not available) (2 2) 1/4 x 23/4 (2 2) 1/4 x 1314 (6) 0.148 x 11/, 1.135 3,230 1,135 3,230 HU11 (Max.) (Not available) (3 0) 1/4 x 23/4 (3 0) 114 x 13/4 (10) 0.148 x 1 1h 1,445 3,735 1,445 3,735 AUU(Ml (Wf6aiiabla) (2 /41' /1 0.1 X1 �4 './4 a(f4) (46) 1 0.i4x 1 1W Oii�,4 245available) -,2,015--, 24 38 I P tpp • C� } STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSE5 B/SKlfi PLAN UPLIFT/SHEAR ANC EACH TRUSS - SEE PLAN aaa�l�aaaaaaa��a�i�aa �a�llaaaa�aaa�aaaaao ` ' ■I�I■■I.I aaa�a�aaaaa��aaaaau 1 DEON BOARD- SEE HEDULE FOR SPACING t ASTENING TO TRUS5'5 i, }i. MASONRY WALL-t BlSKI SEE PLAN P NOTE: ADD'L FRAMING NOT i. 5HOUN FOR CLARITY h RAISED HEEL TRUSS BEARING A SCALE NT8 SKI ROOF SHEATHING- SEE 5OFFITlFASCIA- SEE ARC{ RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING i FASTENING TO d N TRUSSES WALL SHEATHING -SEE PLAN -= MIN. 15/32' CDX PLYWOOD OR 1/I6' 085 WITH 8d GUN NAILS r (0.131' X 2 1/29 isV O.G. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN 4 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 E3 SCALY, NTe SKl RIBBON 5CHEDULE' DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=I65 MPH (Vaed= MPH) (2) 12d GUN (0.131' X 3') EXP.. B 1 2X4 SPF02 24' TO EACH TRUSS, (4) , ENCLOSED NAILS AT JOINTS Vu1t=180 MPH "' (2) 12d GUN (0.131' X 31) (Vaed=139 MPH) 2,,M SPF12 I6' TO EACH TRUSS, (4) EXP. C, ENCLOSED I ' NAILS AT JOINTS N U m �DH Owuiw L) > �¢¢x wu o0 w0 h a- 3 U SHEETTINE: Rieeon oeuR raR AueFO HFEl ROOF IRVSSRf SHEET INFORMATION: SK.I e ALPINE if TMV COMPA"N January I 0j, 20'20 tat,bbitterContractors of America, Inc.. .3-900 Avenue G, NW WWW.Havev, FL--38B80-6201 Dear'Matt: Ithas come, to my attention: that some qu.pstions were raised ponc ,B" diameter hbles.ilrilled thru the ch6rds.(Wid6 face) of sy.s42 gable ,endltrusses'�O,'allow for threaded foils used for "tie dbW.ns." If these gable ends are . . °oye I r continuous , support with one i -of M bift h ' eritg�rline the wide -0 Ut:dama i - -f�Cenodose.-thftn`4 JC-Wkhb ginganyconnedot'plates or verticalwe�bs then no repair is re.qWmd.,The tru-sgorily supports: 2 feet of . fibbrIbads-andn no additional load.: If you Nave any questibh�,'please give me-,acall' Sin I cerely-, kJAITI till 111 AIfit, /f No: 86367 STATE OF il Oid/ON A-1- Yopnhwak. , 6750 Forum Drive; Suite 86.5, Orlando, FL 32821 -- (40Q) 521-9790 --.(863-).422-8,68,9 www:alpinpitw,.com O,{IfftftIIftfff i�,�: • `�, E Y No, 86367 �� • STATE OF • "` � SINE AN ITW COMPANY 3#1278, Yoonhwak Kim, FL PE #86367 Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com ' ."; �a sa YIN l�t7txma �a ,Ex. .h�a t 8, 4 ,�,. IAA a,,€' �<s,t Customer: Carpenter Contractors of America Job Number: N334504 Job Description: 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV-D/F Address: s.' •.;. RM Design Code: FBC 7th Ed. 2020 Res InteNV(EW Version: 20.02.00A JRef#: 1X3X89750119 Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pst)r 3700 Building Type: Closed This package contains general notes pages, 29 truss drawing(s) and 5 detail(s). 1 081.21.1652.39936 Al 3 081.21.1652.43155 A3 5 081.21.1652.39906 A4 7 081.21.1652.41547 A6 9 08.1.21.1652.42608 A10 11 081.21.1652.42375 A14G 13 081.21.1652.43375 B21GE 15 081.21.1.652.42889 C2GE 17 081.21.1652.43858 D2 19 081.21.1652.42811 V4 21 081.21.1652.42296 EJ7 23 081.21,.1652.43874 EJ3 25 081.21.1652.44014 CJ5 27 081.21.1652A3249 CJ1 29 081.21,1652.43030 HJ3A 31 C'NNAILSP1014 33 VAL180160118 2 081.21,1652.42203 A1A 4 081.21.1652.41327 A2 6 081.21.1652.43014 A5GE 8 081.21.1652.39907 A8 10 081.21.1652.41936 Al2 '12 081,21:1652,40467 B1 14 081.21.1652.40672 C1 16 081.21.16'52.43405 D1 18 081.21.1652.44186 D3G 20 081.21.1652.44249 V8 22 081.21.1652.43546 ERA 24 081.21.1652.39921 EJ2 26 081,21,..1652.43889 CJ3 28 08.1.21.1652.42374 HJ7 30 A16015ENC160118 32 GBLLETIN0118 34 VALTN160118 Florida Certificate of Product Approval #FL1999 Printed 3/22/2021 4:56:38 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 1310, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.org. 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 r 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.ora. 2. ICC: International Code Council; www.iccsafe.orq. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 250001 / COMN Ply: 1 FROM: RWM Qty: 16 6'1 "7 6'1"7 r'1 i 10, , 10 Job Number: N334504 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F Truss Label: Al 12'11"15 19'10" 26'8"1 6'10"8 6'10"1 6'10"1 5X5 E 9'10" 19'10 39'8" 91101, 2-978 Cust:R8975 JRef:lX3X89750119 T10 DrwNo: 081.21.1652.39936 TCE / YK 03/22/2021 33'6"9 39'8" 6'108 6'1'7 10, 1' 39'8"� Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.222 K 999 240 Loc R+ / R- / Rh / Rw / U / RL B 1711 /- /- /961 /309 /444 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 K 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 J - - H 1711 /- /- /961 /309 P Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.140 J Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.617 H Brg Width = 8.0 Min Req = 2.0 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.882 Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.457 Bearings B & H require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02600A.1020.20 Wind Duration: 1.60 WAVE o r LUI11Uer Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ,,` IIitrlVJFf?PP ` O�� Alf y�10i No.86367 s r .rW *� STATE 4F C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1207 K - J 2278 - 858 L - K 2278 - 879 J - H 2759 -1166 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 541 -134 K - F 530 - 745 D - K 530 - 745 F - J 541 -134 E - K 1362 - 605 or ��No sit aA ��g► li I FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the RNMCOWAW truss in conformance with ANSI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover paWe 675o Forum Drive listing this drawing indicates acceptance of professional encLmeering responsibili solely -for the design shown. The suitability and use ofg is drawing for any structure is the responsibility of the Building -Designer per ANSI/T�I 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tvinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 250030 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3X89750119 T25 / FROM: ALS Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.42203 Truss Label: A1A �TCE / YK 03/22/2021 7'11"2 T11"2 J } 81 11 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W6,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. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. 12' 17'1"12 19'10+ 23'8" 4'0"14 5'1"12 2'8"4 310" 3'9"3 2-1- 1 I'l 0"4 14 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA =6X6 F 39'8" 31'8"14 39'8" 8'0"14 T11": 6'8" 1 8'0"11 23'8" i 31'8"11 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.386 O 999 240 VERT(CL): 0.669 O 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K - - Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.791 TPI Std: 2014 Max BC CSI: 0.896 Rep Fac: Yes Max Web CSI: 0.765 FT/RT:20(0)/10(0) Plate Type(s): WAVE HS VIEW Ver: 20.02.00A.1020.20 Laterally brace Bottom Chord above filler at 24" oc, including a lateral brace at chord ends. (Not required if 5-0-0 section of lower Bottom Chord is removed as noted (*)). `oIIgIIII I IPIfPr` 41 ►ps� A /041 0 No8p�-+�36/ /y 7 s 4 0 r � � STATE OF�� 7.11"5 1' 39", 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /309 /444 1 1556 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1410 - 2745 F - G 1410 - 2068 C-D 2144 -4245 G-H 1218 -2103 D - E 1499 - 2794 H - 1 1423 - 2777 E - F 1658 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1107 L - K 2402 -1107 Q - M 3738 -1614 K - 1 2406 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 814 -1523 M - F 2007 -1008 C - Q 1476 - 551 M - L 1864 - 604 S - Q 2850 -1327 F - L 492 - 506 Q - D 1271 - 562 L - G 452 - 368 D - M 825 -1539 L - H 475 - 688 WindL ©f ORC i V Te Wind loads based on MWFRS with additional C&C �ds� member design. Wind loading based on both gable and hip roof types. � S fON A ( �! * The 5-0-0 section of Bottom Chord at 8-8-0 elevation between panel points R and N may be field -removed as required provided that all remaining plate/wood contact areas stay intact and undisturbed. FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly 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 otruss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingp�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the nN rtwmrnrnNv truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional en Veering responsibili((�� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building�esigner perANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com: TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Odando FL, 32821 SEQN: 250031 / FROM: RWM 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 " Ply: 1 Qty: 1 F1T 10 10' Job Number: N334504 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F Truss Label: A3 12'11"15 19'10" 24'4" 6'10"8 6'10"1 44 =5X5 E Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h 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; B3,B4 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based. on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 20'8" 19'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): B3 1114X4 5'8" 5'4" 24'4" 29'8 Cust: R 8975 JRef:1=89750119 T2 / DrwN o: 081.21.1652.43155 / YK 03/22/2021 3TT9 39'8" 92"9 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.033 M 999 240 VERT(CL): 0.082 M 999 240 HORZ(LL): 0.011 L - - HORZ(TL): 0.024 C - Creep Factor: 2.0 Max TC CSI: 0.961 Max BC CSI: 0.737 Max Web CSI: 0.420 Ver: 20.02.00A.1020.20 ,goa`1flfl111PI?,,. `N'O�� WAk ,# CENS 0 6° N0.86367 S w � a a a r STATE OF 13'4" 39'8" ♦ Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 871 /- /- /610 /172 /444 N* 247 /- /- /156 173 /- H 508 /- /- /427 /147 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 606 -1330 G - H 246 - 579 C - D 479 -1037 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 532 K - J 952 - 498 M - L 691 - 320 J - H 484 -143 L-K 967 -518 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - M 375 - 360 K - F 885 -1188 M - D 558 -150 F - J 573 - 255 D - L 559 - 715 J - G 495 - 484 L - F 769 - 272 NA FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing -these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracirig 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. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the MN CCWAW truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracing of trusses. - A seal on this drawing, or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitabilify and use of )his drawing for any structure is the responsibility of the Building -Designer per ANSI[TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821 SEQN: 1072 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1XU89750119 T9 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.41327 Truss Label: A2 �SSB / WHK 03/22/2021 6'1 "7 6'1"7 �_1 10 10' 19,10" ;5X5=5X5 E F 39'8" 27'1"1 6'5"1 9'10" 29'8" 33'6"9 + 39'8" 65"8 6'1"7 10, 1' 39'8"+ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.172 L 999 240 Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /963 /310 /427 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.321 L 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 K - - 1 1556 /- /- /963 /310 /- Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.123 K Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 5.0 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.480 1 Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.747 Bearings B & I are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.625 Bearings B & I require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20 0 /10 0 () () Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE o n Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in, lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 1®Ae�gif It t►tll►tlP I a se. ei �® e Na6367 STATE OF ^ ti °yid 0 00 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - I 1542 - 2801) E - F 1159 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - I 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 ao Sr °tRIV oot* FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for saty practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicab-le. Apply.plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be respponsible for any deviation from this drawing, any failure to build the AN -CO-. truss in conformance with ANSI 1, or for handling, shipping,. installatlon,and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawin indicates acceptance of professional en ineenng responsibili((�� solely or the design shown. The suitability and use of this drawing for any s{ructure is the responsibility of the Building -Designer per ANSIrfP!'1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.orq; SBCA:.sbcindustrv.com: ICC: iccsafe.cra: AWC: awc.oro Orlando FL, 32821 SEON: 1074 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1=89750119 T11 / FROM: RWM Oty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.39906 Truss Label: A4 SSB / WHK 03/22/2021 7'10"14 17' 22'8" 31'9"2 T 10"14 9'1 "2 5'8" 9'1 "2 7'10"14 0 co as 1 i 10, 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCp!: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2ff%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. _5X5 5X5 D E 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.149 J 999 240 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 Ver: 20.02.00A.1020.20 *togas E As`:t/ ;0, I0 4 I No,86367 s a p nr � A d STATE of �`�ti ft 10, 1' 39'8"� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /386 G 1552 /- /- /965 /318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 1 - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 -448 E - I 770 -435 K - D 770 - 435 I - F 498 - 448 �OR r C ON+A+ FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building - Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top. chord shall have proper)v attached structural sheathing and bottom chord shall have a properly - attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 53, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join i Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOW— truss m conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracingg of trusses. A sea! on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibility solely -far -the design shown. The suitabilify and use of this drawing for any structure is the responsibility of the Building�esigner per ANSI/T�l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw com;-TP-I: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821 SEQN: 250065 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3X89750119 T11 / FROM: RDP Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F Dnallo: 081.21.1652.43014 Truss Label: A5GE / YK 03/22/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " �1211"15 27"15 11'4 1 '4 '1U'27 71910 I 21Y0' 23'iq" 2G 31107 3'6"� 39'8' 6'17 3'8"9 1 510"1 7 1 2' "11" 70"12 5'70i 6'1'14 , =T A 21' i 5' i 13'8' Fi' 10' 9'8°4 13°12 5' 3'8" 3' 7' 1� 10' 19'8°4 21 26' 29'8° 32'8' 39'8" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: 11 EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 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 #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"xZY,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 76 plf at 10.67 to 76 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. Wind loading based on both gable and hip roof types. 21'11"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 3'10°8 -1- 13712 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.106 AE 999 2 VERT(CL): 0.211 AE 999 2 HORZ(LL): 0.044 1 HORZ(TL): 0.088 1 Creep Factor: 2.0 Max TC CSI: 0.646 Max BC CSI: 0.645 Max Web CSI: 0.957 VIEW Ver: 20.02.00A.1020.20 �q>111114f 1If #I�p��I' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 769 /- !- /504 /323 /444 AB 2335 /- /- /945 /990 /- Z 1079 /- /- /484 /352 !- T 519 /- /- /398 /219 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 2.8 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z, & T are a rigid surface. Bearings B, AB, Z, & T require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 465 -1090 I - J 391 -195 C - D 335 - 815 J - K 390 -199 D - E 399 - 762 K - L 536 - 262 E - F 411 - 759 L - M 608 - 296 F - G 397 - 678 M - N 506 - 244 H - 1 377 -185 S - T 228 - 610 Maximum Bot Chord Forces Per Ply (Ibs) '1� a 0 a 0 0 a 't/I A Chords ��'O�y Tens.Comp. Chords Tens. Comp. �1L+EN.3 � "� B -AH 922 -479 AA- Z 375 227 ♦~ ® •• AH-AG 486 - 261 Z - Y 388 - 286 s • No. 86357 s r AG-AF 486 -261 Y-X 388 -286 a w AF-AE 0 AE-AD 486 - 261 X - W 491 -156 01 • a .o AD -AC 486 - 261 486 - 261 W - V V - T 491 -156 491 -156 ' a • AC -AB STATE OFe iT . 479 - 325 re0.� ® 1� S j Maximum Web Forces P, a e fix- (,-, ebs Tens.Comp. Per Ply (Ibs) Webs Tens. Comp. AJ- G G -AL AL -AN AN -AP AP -AC FL REG# 278, Yoonhwak Kim, FL PE OZ367 03/22/2021 K -AB 518 -256 AB -AR 304 -482 555 -273 AR -AS 445 568 519 -269 AW-Z 272 747 514 -933 AW- N 237 676 498 -920 N -AX 683 357 519 - 955 AX- X 690 352 540 - 984 X -AZ 301 478 792 -505 AZ -BB 275 472 546 -1366 BB- S 326 457 **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, handlingsh' ping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safty practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord -shall have proper) attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint otYwebs shall have bracingg installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the -COMPANY truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.om Odando_FL, 32821 SEQN: 250035 / HIPS Ply: 1 'Job Number: N334504 Cust: R 8975 JRef:1X3X89750119 T7 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALIAEBB ELEV.D/F DrwNo: 081.21.1652.41547 Truss Label: A6 SSB / WHK 03/22/2021 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 �1' T 10, 10, p6 T3 �6X6 E 9110.. 19,10" 39'8" 9' 10" 29'8" 10, 1 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in too Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /962 /328 /346 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.115 I Wind reactions based on MWFRS NCBCLL: 10,00 TCDL: psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 5.0 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 G Br Width = 8.0 Min Re 1.8 9 q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474 Bearings B & G require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE o r - Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.0E; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Alpine, a truss in c listing thi drawing 1 F.or more C - D 1826 - 2538 F - G 1807 - 2729 D - E 1539 -1910 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2363 -1483 J - 1 1847 -1110 K - J 1847 -1131 I - G 2363 -1462 �fI��111�P►++� Maximum Web Forces Per Ply (Ibs) � , 1 WA/f ' Webs Tens.Comp. Webs Tens. Comp. 6p ,vVAi r'A�s K-D 628 -300 IE-F 394 -358 a0 pe^ No- 86367 R STATE OF <v �e�; p�p� b Ifia�ffSl�N+a, t , , FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or 1310, iless noted otherwise. Refer to vision of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the iformance with ANSIlTPI 1, or for handling, shipping,. Installation and bracin of trusses. A seal on this drawingq or cover pa4e hawing indicates acceptance of professional en veering responsibility solely or the design shown. The suitabiliCy and use of thls any s ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ormation see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro -- - ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250036 / HIPS Ply: 1 Job Number: N334504 975 JRef:1X3X89750119 T6 ! FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F rDr.N,:081.21.1652.39907 Truss Label: A8 WHK 03/22/2021 i 6'94 13' 19'10" 32'10"12 39'8" 6'9„4 6'2"12 6'10" 6'10" 6'2"12 6'9"4 5X5 1112X4 = 5X5 D E F 12 6 k2X4 W �2X4 C n G o `n to W3 n B H A 8" f, Ile. 4X6(A2) --5X5 =5X8 =5X5=4X6(A2) 39'8" 10' 9'10" 9'10" 10, 1' 10' T 19'10" i 29'8" '{' 39'8" 'F Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in Ice 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- 1 Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 '240 B 1556 /- !- /953 /716 /305 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 /716 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 H Brg Width = 8.0 Min Req = 1.8 S Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are rigid surface. Load Duration: 1.25 MWFRBearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 Members not listed have forces less than 375# Loc. from endwall: not in 9.o0 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)' GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2014 -2780 E - F 1973 -2289 C - D 1925 - 2523 F - G 1925 - 2523 Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H 2O14 -2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. .r v' C - L 381 - 339 K - F 425 - 401 h� l P0® L - D 535 -183 F - J 535 -183 c E � N aey tjD - K 425 -401 J - G 381 -339 A 9 4® ® ;pr E - K 585 - 391 s 86367 iN0, � r w STATE OF C. OR 1p�Q,�4 �®�® �,,� e0NA; 9444 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, SBCA) r by TPI an safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have -a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7=or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A-COM-Y truss in conformance ANSI/TPI 1, for handling, bracing trusses. A this drawing with or shipping,. installation and of seal on or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitabilit9y and use of This Suite For drawing for is the the Building ANSI/TPI 1 Sec.2.305 any structure responsibility of Designer per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250037 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3X89750119 T5 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.42608 �SSB Truss Label: A10 / WHK 03/22/2021 5'9"4 11' 19' 28'8" 33'10"12 39'8" 5'94 E-12 8' 9'B" 5'2"12 69"4 i55DX5 =5X5 T3 �5F5 12 6 � ',-2X4 W �2X4 T o C (a) (a) C' in rn W3 in iIo 1 B H A 1 I ev. 4X6(A2) -5X5 =5X8 -5X5 =4X6(A2) 39'8" 10' 9'10" 9110.. 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 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 f718 /264 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 f718 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 1 A ft HORZ(TL): 0.127 J Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf H Br Width = 8.0 Min Re Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 9 q = 1.8 BCDL: 5.0 psf Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 -2804 E - F 2386 -2693 C - D 2057 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 nails(D.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. i,,s1�i1+1�IIttI)ffv Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. 1'Y Ak CLRscabs (a)resorintasubstitute b reinforcement f b(1) (1) scab CLR anid (2)f,��,�� /t fj,0IjA for (2) CLR'S where shown. Scab reinforcement to be de ♦ 4 ! i * ®` t/ Irk, L - D 470 71 K - F 626 612 �+ /�t ♦ o D - K 739 -778 F - J 466 -52 same size, species, grade, and 80%length of web p tiCE r �f S �j ♦� a member. Attach with 0.128x3" gun nails @ 6" oc. 4� s e o 0 E - K 789 -534 No, 8636 Wind Wind loads based on MWFRS with additional C&C o design. � + member o Wind loading based on both gable and hip roof types. a�` o STATE OF a'p �o♦ sCO♦I +�♦ `e ®0 ,,fSJONAI„ dilkb FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI andSBCA) r safety -practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, Apply to face as applicabgle. plates each drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE Alpine, a division of ITW Building Components Group Inc. sha11 not,. be. responsible for any deviation from this drawing, any. failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. bracingof trusses. A this drawingg installation and seal on or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibili((�� solely -for the design shown. The su!tabilify and use of This Suite For drawing for any structure is the responsibility the Buildinguesigner ANSIf _V1-Sec.2.305 of per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or : AWC: awc.org Orlando FL, 32821 SEQN: 250038 / HIPS Ply: 1 Job Number. N334504 Cust: R 8975 JRef: 1 X3X897501 19 T4 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNc: 081.21.1652.41936 Truss Label: Al2 SSB / WHK 03/22/2021 9' 17' 22'8" 30'8" 1 39'8" 9' 8' 8. 9' ,6X6 =5X5 =4X4 =6X6 C T2 D E T3 F 6 T o ,2 (a) W (a) LO :a B A W5 G m I�8.8,. � H 1 4X6(A2) -6X6 —J _I =6X6 =4X6(A2) 39'8" 10' 91101, 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /921 /720 /223 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 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 Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.0 psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 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: 0.834 Bearings B & G are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Bearings B & G require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE o r "umuer Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; C - D 2238 -2478 D - E 2906 -3233 F - G 2250 -2704 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun B - K 2330 -1856 J - 1 3176 -2629 nails(0.113"x2.5",min.). Restraint material to be supplied K - J 3174 -2647 I - G 2329 -1835 and attached at both ends to a suitable support by erection contractor. 111>)1�11 �`rl �/j Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR ie,��j� >(d j ' fI♦ Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) where shown. Scab reinforcement to be \� Q1, l { 4 * s • • rf ♦ 4��0 C A!� a `�!_ ♦j♦® C - K 718 -428 K - D 940 -832 E - I I - F 944 834 718 size, s same size, species, grade, and 80 /o length of web ,or, �+ r9 CE Y °7 -430 member. Attach with 0.128x3" gun nails @ 6" oc. o �r r, Wind pG C s NO.86367 to Wind loads based on MWFRS with additional C&C moo` i o R member design. Wind loading based on both gable and hip roof types. "Ci o • l� attac as al draw Alpir truss listin draw For n �s ® STATE Q1 •4,ti a 4. ♦�j�js�/®�y•Op�a b /0 0I V'C1 FL RE& 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Went Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. CriiiCrBCSI.-Unless noted otherwise, top chord shall -have properly attached structural sheathing and bottom chord shall have a properly - - tl rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10, e Apply plates to each face otruss and position -as shown above and on the JoinfDetails, unless noted otherwise. Refer to A LPI N E Is 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin$gComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the - RNMCDWA conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A sea! on this drawin or cover page 675o Forum Drive 1is drawing indicates acceptance of professional enc�ineenng responsibilittyy solely for the design shown. The suitabili y and use of this 1 for any structure is the responsibility of the Building -Designer per ANS11TPI 1' Sec.2. Suite 305 e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 250056 / HIPS Ply: 2 Job Number: N334504 Cust: R 8975 JRefAX3X89750119 T12 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.42375 Truss Label: A14G SSB / WHK 03/22/2021 2 Complete Trusses Required 7' 17' 22'8" 32'8" 7' 10, S'8" 10, 7' 12 _6C6 T2 =8XD8 T3 —8E8 T4 =6X6 F T 6� o T N B 1 G � 3� A H I, 8" =4X6(A1) =-8X8 =8X8 =8X8 =4X6(A1) 1 39'8" 10' 9'10" 9'10" 10, 10' 19,10" 258" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/def! U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- !- /- /1427 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 /- A /- /1428 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 1 - Wind reactions based on MWFRS Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 TCDL: psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 BCDL: 5.0 psf 5.0 G Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 it Rep Fac: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1424 -3094 E - F 1534 -3602 C - D 1533 - 3601 F - G 1425 - 3094 Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; D - E 2128 -4831 T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Nailnote Nail Schedule: 0. 1 28"xY, min. nails B - K 2752 -1257 J - 1 4769 - 2187 K - J 4768 - 2187 I - G 2753 -1258 Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs) 1 q+!lliiillf/I / Use equal spacing between rows and stagger nails 1 Q I/ in Webs Tens.Comp. Webs Tens. Comp. each row to avoid splitting. oaN!�! • 'f 1/�1�� C - K 1287 -417 E - I 727 -1297 Loading ® ^� K-D 727 -1298 I-F 1287 -417 �13 #1 hip supports 7-0-0 jacks with no webs. • • i No, 86367 a Wind Wind loads and reactions based on MWFRS. o .� Wind loading based on both gable and hip roof types. : °� • ®® STATE OF s®��t`s Qpi • �. e� r��b® s�aN�Ag ► FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide bracing per BCSI: Unless noted otherwise, top chord have bottom temporary - have shall proper)Y attached structural sheathing and chord shall a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss -and position as -shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinlComponents Group Inc. shall -not be responsible for any -deviation from this drawing, any failure truss in to build the ANMCOMPAW conformance with ANSIII PI 1, or for handling, shipping,. installs ion and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/31 1 Sec.2. Suite 305 For more information see these -web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2500391 FROM: RWM 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 COMN Ply: 1 Job Number: N334504 Qty. 1 7A5/320 ,182ED,F ,0213 ,RI01 / 1828/CALI/4EBB ELEV.D/F Truss Label: B1 5'74 + 10'8" 15'8"12 5'7"4 6012 6012 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: 11 EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Sot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =4X4 D Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 21'4" 5'4" 13'4" Defl/CSI Criteria PP Deflection in loc Udefl U# 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: 0.371 Max BC CSI: 0.611 Max Web CSI: 0.232 VIEW Ver: 20.02.00A.1020.20 ,1t♦tilItip IP►f►��t 'A WAk Q No.86367 & ry, s STATE OF Cust:R8975 JROAXU89750119 T20 /' DrwNo: 081.21.1652.40467 SSB / WHK 03/22/2021 21'4" 5'7"4 8' 21'4" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 864 /- /- /529 /397 /229 F 805 /- /- /464 /361 /- Wind reactions based on MWFRS B Brig 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 1190 -1344 D-E 1113 -1152 C-D 1104 -1146 E-F 1201 -1351 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1152 - 993 G - F 1161 - 955 H - G 795 - 539 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 471 - 284 D - G 394 - 335 H - D 383 - 322 G - E 479 - 289 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 "'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building - Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attacheU rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates -to each face of truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit(y� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/rPl 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250059 / GABL I Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3X89750119 T3 / FROM: HMT Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CAL1/4EBB ELEV.D/F DrwNo: 081.21.1652.43375 Truss Label: 132GE / YK 03/22/2021 P 1, Loading Criteria (pst) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 pif at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. WIND LOAD CASE MODIFIED! 10'8" 10'8" (TYP) =4F4 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 10'8" Defl/CSI Criteria ♦ Maximum Reactions (lbs), or*=PLF PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.005 R 999 240 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.011 R 999 240 B* 125 /- /- /39 /48 /11 HORZ(LL): 0.004 L - - Wind reactions based on MWFRS HORZ(TL): 0.006 R - B Brg Width = 256 Min Req = - Creep Factor: 2.0 Bearing B is a rigid surface. Max TC CSI: 0.323 Members not listed have forces less than 375# Max BC CSI: 0.197 Max Web CSI: 0.091 VIEW Ver: 20.02.00A.1020.20 ,�><rtatttrrPfflareo 0 In�v C�s��r'o No.86367 tl p i p. tl • � �b STATE OF Ne+dYiui►61tt+ FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Alpine, a division of truss in conformanc, listing this drawing i drawing for any stru For more information TPI: deviation from this drawing, any. failure to build the of trusses. A seal on this drawingg or cover page or the design shown. The suitability and use of4 is ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250041 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3X89750119 T19 / FROM: RWM Qty: 1 ,7A' 3120 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 061.21.1652.40672 Truss Label: C1 SSB / WHK 03/22/2021 14' 7' =5X5 C 14' 1E 7 � 7 i 7' 14' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph - Pf: NA Ce: NA VERT(LL): 0.014 E 999 240 Loc R+ f R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.025 E 999 240 B 588 /- /- /371 /272 /158 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.008 E - - D 527 /- /- /305 /234 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.013E - - Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 TCDL: 4.2 psf D Br Width = 8.0 Min Re Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.767 9 q = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.503 Bearings B & D are rigid surface. Bearings B & D require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.119 Members not listed have forces less than 375# Loc. from endwall: Any FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 805 -740 C - D 807 -739 Top chord: 2x4 SP #2 N;Bot Maximum Bot Chord Forces Per PI Ibs We chord: 2x4 SP #2 N; Chords Tens.Com Chords Tens. Comp. Webs: 2x4 SP #3; P• P. Wind B - E 598 -542 E - D 598 -542 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. �q!!`!i!lPIPlP/iPe` �e 9e\C a No. 86367 p • WWW • A ®� ® STATE OF a Q 0 Of of OR19%' oe"01`100 N+A FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS russes require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building 'omponent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. Tracing per BCSI. Unless noted otherwise,.top chord shall have properly attached structural sheathing and bottom chord shall have a properly ittached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracmq installed -per BCSI sections B3, B7 or B10, is applicable. Apply Oates to each face of truss and position. as shown above -and on the Join Details, unless noted otherwise. Defer to ALPINE Irawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. \Ipine, a division of ITW Buildinc� Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCGWP russ in conformance with ANSI PI 1, or for handling, shipping; • installation and bracin of trusses. A seal on this drawingp or cover pa a 675o Forum Drive sting this drawing indicates acceptance of professional en sneering responsibilit(y� solely -for the design shown. The suitability anduseof This Irawing for any structure is the responsibility of the Build ingUesigner per ANSI/TPI 1 Sec.2. Suite 305 :or more information see these web sites: Alpine: aloineitw.com: TPI: toinsl.oro: SBCA:.sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.ora Orlando FL, 32821 SEQN: 250061 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3X89750119 T1 / FROM: RWM Qty: 1 , A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.42889 Truss Label: C2GE / YK 03/22/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber j— 5' 2' (TYP) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. WIND LOAD CASE MODIFIED! =4X4 D 14' 14' 14' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 14' 7' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 J 999 240 VERT(CL): 0.014 J 999 240 HORZ(LL): -0.004 H - - HORZ(TL): 0.009 H Creep Factor: 2.0 Max TC CSI: 0.392 Max BC CSI: 0.242 Max Web CSI: 0.142 1' -d ♦ Maximum Reactions (Ibs), or `=PLF - Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B' 129 /- /- /40 /50 /12 Wind reactions based on MWFRS B Brg Width = 168 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 376 -199 D - E 377 -199 VIEW Ver: 20.02.00A.1020.20 I Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 403 H - E 511 - 403 11IIIIIIll!//f pN i WA A, a ,a v �� o s w` $ N0.86367 0 a p r Or '� • A +r. STATE OF o g.+r 40NA all �0 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary _ bracing per BCSI. Unless noted otherwise, top chord shall -have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for Permanent lateral restraint of webs shall -have bracinq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Ffefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not.be responsible for any deviation from this drawing, any. failure to build the ANMCOMPAW truss in conformance with ANSI 1, or for handling, shipping,. tnstalla ion and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing -this drawing indicates acceptance of professional en meenng responsibility solely -for the design shown. The suitability and use of this drawing for any s9ructure is the responsibility of the Building sign per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orn Orlando FL, 32821 SEQN: 250043 / COMN Ply: 1 Job Number: N334504 Cust R 8975 JRef:1X3X89750119 T13 / FROM: LPM Qty: 1 7A51320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.43405 Truss Label: D1 KID / YK 03/22/2021 T M o_ N 1 73 5' 5' =4X4 C 10, 5' 12 6 u� M B D 101 4 E8 8 F 2X4(A1) 1112X4 = 2X4(A1) 10, 1 5 5 T- 5' 10, Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.007 F 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - - Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.006 F NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.345 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.081 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- /- Rh / Rw / U / RL B 434 /- /- /286 /202 /134 D 434 /- /- /286 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 522 - 494 C - D 521 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 t 11ilItIIF?lr1roj no Na, 86367 � o ®& STATE OF ORIV NAt- FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) y safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for Permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, - as applicabgle. Apply plates to each face of truss and. position as shown above and on the Join Details, unless noted otherwise. Refer to A LP I N E drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division -of ITW BuildinTComponents Group Inc. shall not, be responsible for any deviation from -this drawing, any failure to build the __ ANMCOWA. truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely --for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbdndust .com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821 SEQN: 250044 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3X89750119 T26 / FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.43858 Truss Label: D2 KD / YK 03/22/2021 5' 5' 4X4 C 10, 5' 12 6 N M B D 4 E 8'8" F 2X4(A1) III2X4 = 2X4(A1) 10, 1 5' 5' 5' 10, Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.007 F 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.006 F Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.345 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.081 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE IVIEW Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /286 /202 /134 D 434 /- /- /286 /202 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 522 -494 C - D 521 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 'will r?rr�f�! No, 85367 ° ® d o a ®• STATE OF 40. k a,,f,4 /Q+11 A,� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest quire Information, by TPI and'SBCA) fr safety practices poor to performing these functions' Installers BCSI. Unless noted otherwise, top chord shalt have proper)Y attached structural sheathing and bottom chi qid ceilin Locations shown for permanent laterel restraint of webs shall have bracin installed per BCSI si e. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless notes 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page vs drawing indicates acceptance of professional en4neenng responsibility solely -for the design shown. The suitability and use of this I for any s ructure is the responsibility of the Bu!Iding_Designer per ANSI/TPI 1' Sec.2. e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ]CC: iccsafe.ora: AWC: awaoro - ALPINE AN —COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250057 / FROM:LPM HIPS Ply: 1 Job Number: N334504 Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F Truss Label: D313 3' 7' 10, 3' 4' 3' 12 T 6 M O B "3 JA- 4"3 A 2X4(A1) 1112X4 1112X4 10, 1 I 31"12 3'8"8 3112 610"4 4X6 = 4X6 C D 2X4(A1) 3112 10, 1 Cust:R8975 1130:1=89750119 T18 / DrwNo: 081.21.1652.44186 KD / YK 03/22/2021 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.022 H 999 240 Loc R+ / R- / Rh / Rw / U / RL B 625 /- A A /316 /- BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.044 H 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.008 C - - E 625 /- A A /316 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.016 C Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Soffit: 0.00 5.2 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.288 E Brg Width = 8.0 Min Re 1.5 q Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.365 Bearings B & E are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Varies by Ld Case Max Web CSI: 0.059 Bearings B & E require a seat plate. Loc. from endwall: Any FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.0OA.1020.20 Wind Duration: 1.60 WAVE o r �umuer Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 pif at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 C - D 389 - 842 - - - -- Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - H 829 - 394 G - E 829 - 394 H - G 842 - 389 BC. From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10plf at 3.03 to 10plf at 6.97 11�1��Y�ltF1�/j►� BC: From 20 plf at 6.97 to 20 plf at 10.00 1�11, \ `� 1r y A � r/A, TC: 129 lb Conc. Load at 3.03, 6.97 \�� (�Q e e • • d �d TC: 65 lb Conc. Load at 5.00 • PP BC: 80 lb Conc. Load at 3.03, 6.97 �� m +��CE i tS♦. a� 'sy BC: 52 lb Conc. Load at 5.00 A,� • No. 8s357 Wind ° Wind loads and reactions based on MWFRS. ® e.*e, • Wind loading based on both gable and hip roof types. ® « P STATE DE ®cv� �gs'fS/QN+A` �® FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ce!lin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3,- B7 or B10, _ • - as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted -otherwise. Refer to ALPINE� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN" COWAN truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover paWe 675o Forum Drive listing this drawing indicates acceptance of professional encLsneering responsibi!i(�vr solely -for the design shown. The suitability and use of This drawing for any sfructure is the responsibility of the Building -Designer per ANSVTT l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or : SBCA: sbcindust .com; ICC:.iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250045 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3X89750119 T14 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.42811 Truss Label: V4 KID / YK 03/22/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 1'11"8 3-11" 1'11"8 + 1'11"8 12 6 = 4X4 B A4X4(D1)=4X4(D1) C 0 10'6"3 D 3'11" 3'11" 3'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 999 240 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0,000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or•=PLF Gravity . Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D' 75 /- /- /32 /18 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# �i>IilVlitllll/1tI 00 s No.86367 0 f�9 e a m' • ,m STATE QE��,� q a®•GOOD • ONAL FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 •'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "'IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer. to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary - bracing per BCSI. Unless -noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attachetl rig4id ceilin- Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicab�Ie. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine,.a division of ITW Buildin$Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the ANRy,,CC-w truss in conformance with ANSI 1, or for handling,- shipping,, installapon and bracing of trusses. A seal on this drawingp or cover paWe 675o Forum Drive listing this drawing -indicates acceptance of -professional encpeenng responsibility solely -for the design shown. The suitabiliCy and use of this -- drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250046 / VAL Ply: 1 Job Number: N334604 Cust: R 8975 JRO:1=89750119 T1s / FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.44249 Truss Label: V8 KID / YK 03/22/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 3'11"8 7'11" 3'11"8 3'11"8 =4X4 12 B 6 N =4X4(D1) A �a D III2X4 7-11" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft 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. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 3'11"8 3'11"8 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 D 999 240 VERT(CL): 0.014 D 999 240 HORZ(LL): -0.003 D - - HORZ(TL): 0.006 D Creep Factor: 2.0 Max TC CSI: 0.266 Max BC CSI: 0.192 Max Web CSI: 0.142 Ver: 20.02.00A.1020.20 >11III 11III►fI AWAk a �((''@ • (C�� X �pP No, 86367 Or Q STATE 4F o 4,j arm®��` � ®� Q R � api • ��® C. e� S °pope• `� �S�QN+At FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. _ bracing per BCSI. Unless noted otherwise, top chord -shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations -shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of.ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build.the ANR COWAW truss in conformance with ANSI PI 1;- or for handling, shipping,, installation. and bracin of trusses. , A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance ;of professional en ineenng responsibility solely or the design shown. The suitabilify and use of this drawing for any structure is the responsibility of the Building' esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw,com; TPI:_tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.orq; AWC: awc.orq Orlando FL, 32821 9'6"3 ♦ Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E* 75 /- /- 135 /26 M Wind reactions based on MWFRS E Brg Width = 95.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Web Forces Per Ply (lbs) Webs Tens.Comp. B - D 478 - 315 SEQN: 250047 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3X89750119 T15 / FROM: JRH Qty: 8 , A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.42296 Truss Label: EJ7 KD / YK 03/22/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacina: 24.0 " C 12'2"11 12 6 c� o Lo r- ih M -v B A 8'8" D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- A /249 /108 /208 D 125 " A A /73 /- /- C 174 /- /- /128 /169 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# ��1i11ItIIIIi/��v ''aNµWA/k No. 8fi357 a r • • •� SATE OF NAL E '� � FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections 53, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division.of ITW Buildingq Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin4q of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitabiliy and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TFI 1 Sec 2. Suite 305 For more information see .these .web -sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2500481 EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3X89750119 T21 / FROM: HMT Qty.. 6 7A5/320 ,182ED,F ,02G ,Rl01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.43546 Truss Label: EJ7A KD / YK 03/22/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 2X4(A1) Wind Criteria - Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 ft GCpi: 0.18 end Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 127 11 M O M 8'8" ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- /- /179 /71 /186 C 126 /- A /76 /- /- B 177 A A /132 /171 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# 'ytt�1 ``pN�iWAA- ''�, CEN`�' r No.86367 r f 0 w STATE OF FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v% attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSl.sections B3, B7 or B10, as a .plicabgle. Apply plates to each face of truss and position as shown above and on the Jo Details, unless noted otherwise: f�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANMCOWA. truss in conformance with ANSIfi PI 1, or for handling, shipping,, installation and bracing4 of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional encLineering responsibilitty� solely for the design shown. The suitability and use of This drawing for any sQr'ucture is the responsibility of the Building Designer per ANSILTPI 1 Sec. 2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or "" Odando FL, 32821 SEQN: 250049 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRefAX3X89750119 T24 / FROM: LPM Qty: 3 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.43874 Truss Label: EJ3 KID / YK 03/22/2021 4"3 V �— 1' 3' 3' C M O 102"11 e Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph- Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT CL : NA ( ) ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- /- /157 /71 /100 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.001 D D 52 A /- /28 A A Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.002 D - - C 65 /- /- /45 /66 /- Buildingreactions Building Code: NCBCLL: 10.00 Mean Height: 15.00 It TCDL: 4.2 psf Creep Factor: 2.0 based on MWFRS Soffit: 0.00 BCDL: 5.psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.248 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.112 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Loc. from endwall: Any FT/RT:20(0)/10(0) Bearing B is a rigid surface. Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. ,1� 0 NW Ak pffftNo. IreJ CENS•'JJ'J�„ 4 a No, 86367 tb 0 o a r STATE OF 5 vOi ��p.� e �' •ore *� ll(1if691106 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building _ Component Safety Information, by TPI and SBCA) y safety practices prior to performing these functions. Installers shall provide temporary bracingper BCSI. Unless noted otherwise; top chord shall have properir attached structural sheathing and bottom chord shall have a properly attachetl rigid ceilin Locations showri-for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. AppTgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANMCOMVANY truss In conformance with ANSI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawingg indicates acceptance of professional engineering responsibili((�� solely for the design shown. The suitabilify and use of this drawing for any sfructure is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: 1ccsafe.oro: AWC- awn Oro Orlando FL, 32821 SEQN: 250050 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRefAX3X89750119 T23 / FROM: RWM Qty: 2 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.39921 Truss Label: EJ2 KD / YK 03/22/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 C T9'8,r4 co NT LID _T_ CID 4"3 81Q(Jrr —� A (J D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 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 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2X4(A1) 21 21 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udell U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.137 Max BC CSI: 0.026 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 157 /- /- /140 /54 /52 D 32 /- /- /18 /- /- C 34 /- P /20 /26 P 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# Qt,ii�aw it�r+rr�i e®AH� Ak 4�� , 0 3 �s1 0. ® No, 86367 i R STATE OF • �g Q're`� Z0RID� ®XI`s'JON `�1e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "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 rigpid ceiling Locatior as applicable. Apply plates tc drawings 160A-Z for standard Alpine. a division of ITW Buildina Components GrouD Inc. shall not be responsible for anv arawing ror any structure is the respon For more information see these web sites: TPI: deviation from this drawing, any failure to build the of trusses. A seal on this drawingg or cover pa Zrge the design shown. The suitability and use of this ALPINE RNMCOW- 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250051 / JACK Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3X89750119 T34 / FROM: JRH Qty: 4 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.44014 Truss Label: CJ5 KD / YK 03/22/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 11'2"5 12 6 M (V M ('7 B A 8'8" D 1, T 4'11"4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. "IMPORTANT'" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0,000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 /- /- C 118 A A /85 /116 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �NN``�O� AHW Ak 0 _ ,-,t y a �Jf�POR N0, 86367 m a 0 1 STATE OF ` IJ44NAs FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 RNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall -have a properly ter BCSI sections B3, B7 or B10 iless noted otherwise. Refer to Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, mstallapon.and bracin of trusses. A seal on this drawing or cover page listing this drawing -indicates acceptance of professional engiineering responsibilitty�r solely or the design shown. The suitability and use of this drawing for any sQr'ucture is the responsibility of the Building -Designer per ANSI/TP1 1 Sec. 2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or ALPINE ANn COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250052 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3X89750119 T33 / FROM: LPM Qty: 4 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.43889 Truss Label: CJ3 / WHK 03/22/2021 C 1, T 2'11"4 2' 11 "4 10'2"5 coT - F_ �F) CID � M CV oipn Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- A /156 /71 /99 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.001 D D 50 /- /- /27 Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.001 D C 63 /- !- /44 /64 Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.234 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.105 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Loc. from endwall: Any FT/RT:20(0)/10(0) Bearing B is a rigid surface. Bearing B requires seat plate. GC Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.6n: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumoer Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. `,ga�1199+4A1`111f/Ilirp/'/r� Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 00 No. 86367 Q STATE 4F a•4� I�fOl JNA FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! ""IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling, shipping, installing and bracinc. Refer to and follow the latest edition of RCS Alpine, a division of !lti truss in conformance w listing this drawing mdi drawing for any siructu, For more information see uarnt w weus Snail nave Dracm mstaiieo per isUb sections t33, t3/ or t31 u, s shown above and on the Join Details, unless noted otherwise. Defer to feral Notes page for additional information. not,be responsible for any deviation from this drawing, any failure to build the g,, installation and bracincl of trusses. A seal on this drawing or cover pa4e Bring responsibility solely -for the design shown. The suitability and use of This cignerper ANSI[TPl1 Sec.2. ALPINE ANMCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 0 SEQN: 250053 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1=89750119 FROM: LPM Qty: 8 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.43249 Truss Label: CA / YK 03/22/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: - 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 6 � C T Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 11114 11,14 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 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: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 9'2115 i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh ! Rw / U / RL B 143 /- A /145 176 /45 D 11 A2 A /14 /10 /- C - /-15 A /29 /33 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# _t a�Ak �. ►A at 11• No. 86367 STATE 4E 4 ORIV�°s ®a ® �o� �';04' ;�aNAt ,, aemw►kU FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Buildin( Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properl attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Appy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. AI ine, a division of ITW Buildin Components Group Inc. shall not be res onsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI I� PI 1, or for handling, shipping, • installaFiion and bracing of trusses. A seal on this drawinq or cover page listing this drawing indicates acceptance of professional en sneering responsibility solelyorthe design shown. The suitabiliCy and use of This drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alnine, slnineifw ❑n Tar r i—f - earn AL NE ANIRVf0A1P 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250054 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3X89750119 T22 / FROM: HMT Qty: 2 7A5/320 ,182ED,F ,02G .RI01 / 1828/CALIAEBB ELEV.D/F DrwNo: 081.21.1652.42374 Truss Label: HJ7 KD / YK 03/22/2021 T 4'3 5'3"5 5'3"5 9'10"1 4'6"11 ED 12'2"3 12 4.24 2X4 C v o� n v B q FE 2X4(A1) =4X4 �-- 1'5" 9'2"2 7"1 97"2 1 9,1( Loading Criteria (psf) TCLL: 20.00 TC6L: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.049 F 999 240 VERT(CL): 0.092 F 999 240 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh 1 Rw / U / RL B 326 !- /- /- /154 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.012 C - - E 364 /- /0 /- /84 /0 Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.023 C D 214 /- /- !- /177 /- Building Code: NCBCLL: 0.00 Mean Height: 0.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: 5.psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.542 B Brg Width = 10.6 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.670 E Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: No Max Web CSI: 0.261 D Brg Width = 1.5 Min Req = - Loc. from endwall: NA FT/RT:20(0)/10(0) Bearing B is a rigid surface. Bearing B requires seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE 1VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) r-uinuer Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 16d Common (0. 1 62"x3.5") nails, toe nailed at T.C. Provide (3) 16d Common (0.162"x3.5") nails, toe nailed at B.C. 001111ttltl)r/0i� CE • N0.86367 a s a y l p w Dit r ,dW • V STATE OF cnoras iens.uomp. B - C 392 - 565 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 534 - 356 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 391 - 587 '" �s �ORIV ig NdAi , FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 `"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint f webs shall have bracin installed per BCSI sections B3, B7 or B10, as applrcab�e. Apply plates to each face of truss and position as sh above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General 9tes page for additional information. Alpine, a division of ITW Buildin4 Components Group Inc. shall not. be responsible for any deviation from this drawing, anyfailure to build the truss in conformance with ANSI4 PI 1, or for handling, shipping,. installation and bracingq� of trusses. A seal on this drawing or cover page _ listing this drawing indicates acceptance of professional en ineenng 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. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or 6111111, AL E , ANMCCMPAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250055 / HIP_ Ply: 1 �J7Al5,3ob Number: N334504 Cust: R 8975 JRef:1X3X89750119 T17 / FROM: LPM Qty: 2 20 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 081.21.1652.43030 Truss Label: HJ3A KD / YK 03/22/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12 4.24 T 10'2"6 ti B N A$1811 D �--- 1'5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 0.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 send Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Corn brad attac as al draw Alpir truss listin, draw For n 4'2"3 4'2"3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 14Wak�'`'� t \rcE NSF d: A op c"4 No.86367 a d STATE 4F ® 4 .7 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 A A A - /45 /- D 28 /- A /7/- C 64 A A /- /48 A Wind reactions based on MWFRS B Brg Width = 10.6 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# r®�j��C�R1QA s,A�iSs+l0 ` ,1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless -noted otherwise, top chord shall have proper )v attached structural sheathing and bottom chord shall have -a properly �id.ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 le. AppTy. plates -to each face of truss and position as shown above and on the Join, Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. vision of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the Iformance with ANSIfI PI 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawing or cover page hawing indicates acceptance of professional en sneering responsibility solely or the design shown. The suitability and use of this any structure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. ormation see these web sites: Alpine: alpineitw.com; TPI: tpinsl.org; SBCA: sbcindustrycom: ICC: iccsafe.org; AWC: awc.org ALPINE I� ANR COWAW 6750-Forum Drive Suite 305 Orlando FL, 32821 ti Gable Stud Reinf orcement Detail ' ASCE 7-16: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 n. tan S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'LBrace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace wo Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S P P #1 #2 U 3 3' 8' 5' 9' 6' 2', 7' 8' 77' 11' 9' 1'' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' O Standard 3' B' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' J S P #1 #2 4' 0' 3' 10' 6' 8' 6' 7' 6' Ill 6' 10' 7' 10' 7' 9' 8' 2' 8' 1' 9' 4' 9' 3' 9' 8' 9' 7' 12' 4' 12' 2' 12' 9' 12, 8' 14' 0' 14' 0' 14' 0' 14' 0' Nt r #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14, 0' d (lf D r L Stud 3' 9' 5' 3' 5' 7' 6' ill 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' U Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 6' 4' 8' ill 9' 8' 10' 4' 13' 1' 14' 0' _ [- S P 41 / #2 4' S' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ 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 L I C H Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13, 9' 14' 0' 14' 0' 14' 0' QJ O 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' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' S' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' 10 #3 4' 4' 6' S' —6' 10' 8' 6' 9' 1' 10' 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ D P L Stud 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10, 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' S P P #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' L� U LJ P Stud 4' 7' 8' 2' 8' S' 9' B' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 4' 7' 7' 0' 7' 5' 9' 4' 10' 0' il' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 6' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' �j , S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' i D 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' il' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 141, Vertical length shown In table above. Connect dlagonnl at AN ITW COMPANY \ \ 514\ Earth\ City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 About 18' L 'L' Brace End Zones, typ. 2x6 DF-L #2 or better diagonal 1"' brace, single or double cut 8, (as shown) at L upper end. �I� wt `lit Refer to chart aboTW mVARNW(iww READ MD FD.LDW ALL NOTES ON TMS DMWINGI V. ■RDVMTANTo FURNISH THIS DRAVD!< TD ALL CE NTRACTTIINS DMLUDING THE INSTALLERS. dr Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing, Refer to and ,flow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety :actices prior to performing these functions. Installers shall provide temporary bracing per BCSI. ,less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor ,all have a properly attached rigid ceiling, Locations shown for permanent lateral restraint of webs ,all have bracing Installed per BCSI sections B3, B7 or Big, as applicable. Apply plates to each face ' truss and position as shown above and on the Joint Details, unless noted otherwise. Ifer to drawings 16OA-Z for standard plate positions. Alpine, a divWon of ITV Building Components Group Inc shall not be responsible for any deviation frc Is drawing, any failure to bu0d the truss In conformance with ANSI/TPI 1, or for handling, shipping, •tallation & bracing of trusses. A seal on 'this drawing or cover page Usti g this drawing, IrKkates acceptance of professional gineering responsiAlty solely for the design shown. The sWtnbAFty and use of this drawing r any structure Is the responsibility of the "dig Designer per ANSVTPI I Sect. -For more Information see this Job's general notes pone and these web sn"/2-2.4202I .t WAk ?"A 1 .`T 63 7 lob® Pms A A: VQR1g, .9 �ORID: NA` ,� 1 Yoonhwak Kim, FL PE #86367 Bracing Group Species and Grades, Group AI S ruce-Pine-Fir Hen -Fir #1 / #2 11t.nd.19 1 02 Stud #3 Stud #3 Standard Dou las Flr-Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group B, Hero -Fir #1 & Btr #1 Dou las Fir -Larch Southern Plnewww #I1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group H values mn be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240, Provide uplift connections for 75 p(f over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with IOd (0,128'x3,0' min) nails W For (1) 'L' brace, space nails at 2' o.c, In 18' end zones and 4' o,c, between zones. )K)KFor (2) 'L' braces, space malls at 3' o.c. In IS' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80% of web member length, II Gable Vertical Plate Sizes 11 1 Vertical Length No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than 11' 6' 4X4 II + Refer to common truss design for II peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail, TDEF ASCE7-16-GAB16015 ATE 01/26/2018 RWG A16015ENC160118 TOT, LD, 60 PSF X, SPACING 24,0' NAIL SPACING DETAIL MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN. DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE REQUIRED TO AV❑ID SPLITTING, BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL, LOAD PERPENDICULAR TO GRAIN A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C - END DISTANCE (15 NAIL DIAMETERS) LOAD PARALLEL TO GRAIN A - EDGE DISTANCE (6 NAIL DIAMETERS) C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL IF NAIL HOLES ARE PREB❑RED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW: w SPACING MAY BE REDUCED BY 50Z wx SPACING MAY BE REDUCED BY 33X i DIRECTI❑N OF LOAD AND NAIL ROWS C)KW A A NAIL I I I FLINE C BLOCK LENGTH W J Y U 0 J w A Bw B/2)K A TRUSS MEMBER LOAD APPLIED PERPENDICULAR TO GRAIN C DIAMETERS) DIAMETERS) A D D D A' LOAD APPLIED PARALLEL C)K)K MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A Bw C)KW D 8d BOX (0.1130X 2,5°,MIN) 3/4" 1 3/8' 1 3/4" 7/8' 10d BOX (0,128"X 3,",MIN) 7/8" 1 5/8" 2" 1" 12d BOX (0,128'X 3,25",MIN) 7/8" 1 5/8" 2' V 16d BOX (0.135'X 3.5",MIN) 7/8" 1 5/8' 2 1/8' 1 1/8' 20d BOX (0.1480X 4,",MIN) 1" 1 7/8" 2 1/4" 1 1/8' 8d COMMON (0.131'X 2,5",MIN) 7/8' 1 5/8' 2' 1' 10d COMMON (0.148'X 3,",MIN) 1" 1 7/8' 2 1/4" 1 1/8' 12d COMMON (0.148'X 3,25",MIN) V 1 7/8' 2 1/4' 1 1/8' 16d COMMON (0,162'X 3,5',MIN) 1' 2' 2 1/2' 1 1/4' GUN (0.120"X 2,5',MIN) 3/4' 1 1/2" 1 7/8' 1' GUN (0,131'X 2,5',MIN) 7/8' 1 5/8' 2' V GUN (0,120"X 3,',MIN) 3/4' 1 1/2" 1 7/8' 1" GUN (0,131'X 3,",MIN) 7/8" 1 5/8" 2' 1" c/2A)K NAIL LINE glltll!lIIN/��f aid®��®•�@s or•Ir/�+v`P a No.86367 o as • e � • I: AiN STATE nF • CrJ�w ■wVARNDJCiw. READ AND mr nV ALL NaTES w TMS DRAVDWI �� "DVMTAW" FURNISH TM DRAVM TO ALL CONTRACTORS DCLUDING TW INSTALLM a ♦ ; (Q��'o�: r♦ • '� � REF NAIL SPACE Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (BuUding Component Safety Information, by TPI and SBCA) for safety �s ♦ �` C U(� DATE 10/Ol/14 practices prior to performing these functions, Installers shall provide temporaryy bracing per BCSL®1144 Unless noted otherwise, top chord shall have attached bottom LAl�� 4�j� DRWG CNNAILSP1014 properly structural she¢thdng and chord shall haven properly attached rigid ceilig. Locations shorn for permanent lateral restraint of webs �// ��, d��s � shall have bracing Installed per BCSI sections B3, B7 or H10, ns applicable. Apply plates to each face f truss and position as shown above and an the Joint Detafts, unless noted otherwise. PI efer to drawings 16DA-Z for standard plate positions. o Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from hls drawing, any £allure to buRd the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY InsAtasea tlon�6�n� of trusses. �B or rover page Usti g this drawing, bxkales acceptance of professkwat 115141 Earth\ Cit \ Ex ress a Y P Y engineering responsibility th solely for the design stain The suitability and use of this drawing 11 Suite1242 per- for' any structure Is the responsblllty of the BuHtlVg Designer per ANSI/TPI 1 Sec2. \\Earth\City,\MO\63045 For more Information see this Jobs general notes page and these web sdciG��178 ALPINE, www,alpineltw.comi TPD www.tpinst,or8I SBCA, www.sbclndustryarg) ICC, wwwJ Yoonhwak Kim, FL PE#86367 'T' Reinforcing Member Gable Truss Gable Detail Fnr I Pt -in VPrtirnlc Truss Plate Sizes pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, rb, and heel plates, vertical plates overlap, use a ,te that covers the total area of Lapped plates to span the web, el 2*2X4 *2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nallsj 10d Common (0,148'x 3,',min) Nails at 4' o.c, plus (4) nails In the top and bottom chords. Toenalled Nallst 10d Common (0.148'x3',min) Toenails at 4' o.c. plus (4) toenalls In the top and bottom chords. This detall to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 8 ASCE 7-16 Gable Detail Drawings py p A11515ENC100118, A12015ENC100118, A14015ENC100118, �� A18015ENC100118, A20015ENC100118, A20015ENDIOOI % j A11530ENC100118, A12030ENC100118, A14030ENC1 �� Wwo)(AI�/ A18030ENC100118, A20030ENC100118, A20030EN 14� S11515ENC100118, S12015ENC100118, S14015EN 01186§135PED1 1(gp�4 a� S18015ENC100118, S20015ENC100118, S20015Epf�110011� S 8 S11530ENC100118, S12030ENC100118, S140306tC100118, Sl7 S18030ENC100118, S20030ENC100118, S20030a�Nd118, S20030PED100118 0 See appropriate Alpine gable detall for maximal unnRlnforced 6*e"Lertical l@ -WAMM- READ AND F➢LLUW ALL MIES (IN THIS DRAVINGI IIIF RTANTww FURNISH THIS DRAWM TD ALL CONTRACTORS INCLUBM THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest editlon of BCSI (ButIding Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions, Installers shall provide temporary bracing per Best Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom cho shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of web shall have bracing Installed per BCSI sections B3, B7 or 830, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. PI Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN RW COMPANY Installation 4 bracing of trusses. page listing this drawing, Indicates acceptance of A seal an this rnwIny or cover ep professional 1 1514\Earth) Cityl 6cpressway engineering responsibility sdely for the design shown The suitability and use of this drowNg \ \ Suite\ 242 for any structure Is the responsibility of the b Ading Designer per ANSI/TPI 1 Sec2 %\ Earth\ City,% MO\ 63045 For more Information see this Job's general notes page and these web slQ{� 1 ALPINE, www.alpineltw.cont TPIi www.tpinstorgl SBCA' www.sbcllndustryargb ICC, www1ft Z7 STATE OF ®�i,,00.oeo 5d fr�(+�i11l1111� 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. ✓eb Length Increase w/ 'T' Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 X. 20 Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1,30 x 8' 7' = 11' 2' TOT. LD, 60 PSF DUR, FAC, ANY Yoonhwak Kim, FL PE #86367 IMAX, SPACING 24.0' REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, Attach each valley to every supporting truss with) 535# connection or with (1) Simpson H2,5A or 'equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part, Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates. Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, WWX Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', 4X4 3X4 2X4 12 12 Max, pale ng 2X4 X4 Pitched Cut — 8-0-0 max Bottom Chord Square Cut Bottom Chord Stubbed Valley ❑ptional Hip Valley End Detail Joint Detail Valley 4X4 12 /'�or m n T u ss e 12 Max. t 2 ' o, , ,ti111 if t/ fo X3 N� k u s t 1X3 11 6-0-0 ��+ ° • • 4 p°� -(Max Spacing) 2X4 I? 1X3 5X4 SPL 1X3 No. B A 771 e CoFtm, 20-0-0 (++) • ® rw T usses Partial Framing �, Supporting trusses at 24' o,c, maximum spacing, o o c .. Plan �� • STATE OF "WARNDG- READ AND FTHIIV ALL KITES tH THIS BRAVING r KKDWTNTANTww FURNISH THIS DRAWING To ALL CQNTRACTIIRS MCLIBING THE INSTALLERS. Trusses require extreme care In filling ting, and bracing. Refer to shipping,Info Instamatio 0 a , a�� 0 T® o ®w �_ (j��c LL 30 30 40PSF REF VALLEY DETAIL DATE 01/26/2018 nendling, and fallow the latest edition of BCSI (Building Component Safety Information, by TPI and SHCA) for safety , to ("N 9 b g �� I Fr1 Tt; L 20 15 7 PSF practices prior performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord h' P l✓tr y �� s, shall have a properly attached rlgld telling. Locations shorn for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or BIG, as applicable. Apply plates to each Face //ed�"��,,,�� C DL 10 10 10 PSF DRWG VAL180160118 pi of truss end position as shorn above and an the Joint Detnlls, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions LL 0 0 PSF Alpine, a division of ITV Building Components Group Inc shall not be responslble for any deviation from this drawing, any failure to build the truss In con ormonce with ANSI/TPI 1, or for handling, shipping, T T, LD, 60 57PSF 55 AN ITW COMPANY 1 \ 514\Eadh\ Cil \ Expressway Y P y Installation S bracing of trusses. A seal on tills drawing or cover page UstYng #Gs droV. kwDcates acceptance of professional engineering responsibility solely for the design shorn, The suitability and use of this drawing 11 suite\242 For any structure is the responsibility of the BuRding Designer per ANSI/TPI 1 Sec2 UR,FAC, 1.25/1.33 1,15 1.15 1\Eadh\City,\MO\63045 For more Information see this Job's general notes page and these web sltg��/�l�n�t7 ALPINE ww.alpineitw,conl TPI, rwr.tpinst.orgl SBCN www.sbclndustry.or I ICG wwwJccj2WEINTOCi Ynnnhwa�t Kim FT. PF fiA(,�(,7 SPACING 24,0' Valley Detail - ASCE 7-161 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 , Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. " Attach each valley to every supporting truss with: (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on supporting truss material at connection location) 170 mph for SP (G = 0.55, min,), 155 mph for DF-L (G = 0,50, min,), or 120 mph for HF & SPF (G = 0,42, min,), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses, Bottom chord of valley trusses may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max, I- 2X4 X4 I �— 8-0-0 Max 4X4 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length, of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Pitched Cut Bottom Chord Valley 12 10 Max, I-/ 20-0-0 (++) 0.1 Supporting trusses at 24' o,c, maximum spacing, Valle Spacing Square Cut Bottom Chord oe-nailed Valley w "WAFMM— READ AND rn n nv ALL NHS W THIS DRAVM /' I awQV TtTANTa FUMSH THIS DRAWING TD ALL CONTMTCRS INCLUDING TK INSTALLERS, 0 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and, follow the latest edition of SCSI (Building Component Safety Information, by TPI and SECA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sectlons 113, 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. PI Refer to drawings 160A-Z for standard plate positions, Alpine, n divlslon of ITV Building Components Group Inc shall not be responsible for any deviation frc this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation S bracing of trusses. 11 1514\ Earth\ Cil \ Expressway A seal on this drawing % cover page Usti g this drawing, Indicates acceptance of professlornal Y P Y engineumyrg responsibility solely for the design shown. The sWtnblllty and use of this drawing IISuite\242 for any structure is the responsibility of the BudDes Building igner per ANSI/iPI I Sect. \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web �� 1 ALPIND wwwalpineitr.comi TPD www.tpinst,org) SECA, www.sbclndustry,org) ICG ww� L78. Ngl e Q E • No. 86 —*i STATE OF ZORSO�a' S goo* '01 'ONANIo, oonhwak Kim, FL PE 2X4 4X4 I -�I]F Stubbed Valley ❑ptional Hip End Detail Joint Detail nI T A IIIIIII or pl) Trusses ve !cL 24" o,c, Partial Framing Plan �••1 C LL 30 30 40PSF REF VALLEY DETAI DATE 01/26/2018 DL 20 15 7 PSF DRWG VALTN160118 BC DL 10 10 10 PSF ❑TL LD, 60 55 57PSF G 24,0' I/ VALLEY FRAMING & BRACING DETAIL RI Etc '/2 of Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp 13,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. 7yp) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Crionle to nurlin 3 16d the -milt tn6 r nc�uncc0 Ir SLccrcKS n,nc useol 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 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'0.128"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/ "Tor 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 require ff�i Nails are common wire nails unless noted otherwise i f 0 (A) (B) (`*) mAh»mxae� s�PQ2TANT� fli2laSH noEDmFnWuasuaR ThOs nnwr$ • MRAMMING of DWALLB=• Trusses requhe extreme care h fabricatkp, handlky, wppkK4 Instal(kp _ ;�w TC LL 20 30 40 54 REF VALLEY FRAMING and bracing. RtfeR follor the latest aAtlon of SCSI oiuAdhg Cor.ponent Safety Infornntlon.'Yy TPI and Saul faps6fetl• ; 2 TC DL 10 20 7 7 DATE 10/01/14 practices prior to Perfornhg these functlans. Installers shaU provide temporary bracing pen SCSI. i Li -less rated atherelse, top chard shalt have properly attached structural sheathing and bol choM shaltt have a properly attached Had cethg. Locatlons for STATE OF BC DL !7 0 l) D shown pennnent Lateral rcstraltt yf, s• sfahL have bracing hstatted per BCSI sections B3, 37 or 210, as applkroble. Apply plates to moll f, of truss end posltton as shown above and on the Jdnt metals, unless noted otherwise. i j('j/w . Q • f • .� A i •. BC LL 0 0 0 0 DRWG VACNV1801015 Refer to drawkps 1"A-2 far standard plate posltlons, s Alphe, Wsion IN Busding ` f_ • a<e, ,. •••� O R I AN RW U7t�APM('( a of Components Graff me shaU not be responsl" far any drvhtion��j' this lotion any ng of to build the truss h confornonce with ANSI/TPI 1, or for handing, aNpping, Installation at,an dng of trusses. •••• `\ ��` •�»••'' " sS�ONAL TOT. LD.30 50 47 61 is A Baal an this dra.frp so cover hex mho a� drawing, Ywacates acceptance of professlorel solely far the drown The sutto and use of this dry far any ncsur m �r' "`'° of lutdtip Desfpner ,0 ,� + to DUR. FAC. 1.25/1.15 13369 Lakefront Drive Earth Cy, M063046 P"_ Y per AMi/rPI 1 See2. roe ,.ore hmformotlon sew this Job's general notes gpaape and these web sttesi �'o ALP1rFi enralpYlnf.—.ml TPL ee tW Jaborgl SaCM en.sbdndustryary, iC0 eee.lcaaie t o 6<� SPACING SEE ABOVE