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HomeMy WebLinkAboutTruss•`.� B lll� I, lW-T if 21'-' Products PlotID Net City Product Length Plies J1 9 16" BCI@ 4500s-1.8 18' 0" 1 J2 3 16" BCI© 4500s-1.8 16' 0" 1 J3 10 16" BCI@ 4500s-1.8 16' 0" 1 J4 1 16" BCI@ 4500s-1.8 16' 0" 1 J5 1 16" BCI® 4500s-1.8 16' 0" 1 J6 3 16" BCIOa 45DOs-1.8 4' 0" 1 J7 10 16" BCI® 6000s-1.8 21' 0" 1 JB 1 16" BCI® 6000s-1.8 20' 0" 1 J9 4 16" BCI@ 6000s-1.8 20' 0" 1 BM1 2 1-3/4" x 16" VERSA -LAM® 2.0 3100 SP 20' 1 1/8" 2 Bkl 18 16" BCI® 4500s-1.8 2' 0" 1 Bk2 4 16" BCI@ 4500s-1.8 1.0. 1 Connector Summary PloUD Qty Manut Product Skew Slope Hut 24 Simpson ITS1.81/16 - - Hu2 15 Simpson ITS2.37/16 Hu3 16 Simpson IUS1.81/16 - - DIFFERENTIAL (SEE STRDNGEACK LETTER IN EKG PACK) to Y11.nY GiEC111Q6j KnALL 11RCHGS O rra.tt er[errna O APHIm To muss 39•-P• t INNER IN MEN ownsmannallm Niel �;!ppRpJi•��F7u)I� I �A E ED- Ft, Lc C— AV-,D o 1-21-0J- W PP:OVI- To4at Trews Duant Ky - 107. THIS IS A TRUSS PLACEMENT PLAN, ITS INTENDED TD AID IN THE INSTALLATION OF TRUSSES, ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. PLUI TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING DESCRIPTION INIT. DATE hm Mhm hen Beam wen strldArlRSeeh�arto — cn7m im WE Lea ra Menu - wen a rasa an wen wa urz lase rn 00i an aE U30 La emm wu uE laic hen Imt auc UM mS mows ■hen INSCUM Len LOAD% DESCRIPTION INIT. DATE w can 7w. PM .c W Bane a an omen an enw m rev. ua aR ram m MWO oansara DM LN In ss amn u Sa.jr w wen m MM RM MW Oecir6 Ln Bll/b W h hwrau M mroiao Or [Jr/eRS7 Ln Y 'M mr laramummanamon wn I wsa= HANGER CHART AL= HUS 26 (SIMPSON) \. HUS26-2 (SIMPSON) lebdsd End Yak errta as 1rr M .l llllmr 7AREi V invu @Ci41r mr 71ar rRWA ICK N awes Sal rrr re'ReeTrhm Smarr erase Saner wrsmvel m am Dl7�ifl7-D�1H7� At HfBCfrFR C.aRAaIOO 6 RMSa{'A DG harLa TILL ERrmLi Vut a IFF] irl E arSf/ilel PIiSe 70 SfTiDfi 7laRifs General Notes 1) Al pamld chord b..% flat I old flat Irene the top ��qP�r P� 7W N h�mgo m �9 pm M@8 uda� dMnin E) hrobd 8) E chum spachnq be 2V = adma albantm Pr Than, Plat Yoft BL9-81 nwmmndatlm 4) Pm rms A X-UorLq dla ld ba placed at a nmirmrn Up* 15' O.Q aceom the span, to be repeated at a mm k m of 20' bd m each X-tras a.aD0laht tln ebuchrw dP. ehNr to BC51-Bt for any additional bract" ROOF LOADING SCHEDULE TCDL = 7 PSF BCDL = 10 PSF TOTAL = 9.2 PSF DURATION = 1.25 X WIND SPD/TYPE 100 ENCLOSED BLDG EXPOSURE = C USAGE= RESIDENTIAL CAT H WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FHC 2020 TPI 2014 T—a member desiym d cnnnechor plena ure desi�tned for ASCE7-16 and m .,— forces from both components and eladdi.Lm and main wind force reeistmg systems. ' These trusses have been TevinVcd to carry an addidenal 10N paf non-cmtetar"' bosom chord live load. FLOOR LOADING SCHEDULI TCLL = 40 PSF TCDL = 10 PSF BCDL = 5 PSF TOTAL ee 55 PSF ROOF DESIGNED FOR SHINGLE All. RE CI[IONS OVER 5000j AND UPUFIS OVQt 1O ARE SHOWN ON ENGWt1 NG PALL KEY 0 8-8- MEM DESCRIPTION INIT. DATE r.lm NEW Ln amen hen sue w amen AM Un LW In FU LOAD% DESCRIPTION INrr. DATE W wLrnm la 7mrn W UA La Lr/Le/La ew AC'm Wx um mnU wr R TA UUM m Brum 01 CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N, V. WINTER HAVEN FLORIDA 33880 PHLND (800) 959-8806 FAX(863) 294-2488 01 BUILDER DR HORTON-BREVARD PROJECTCRE> KSIDE MODEL 4EHB/ HAYDEN/ H CCA PROJ/MODEL/ALT 7A5/320/4EHBH/OS ALT DESC 10' X 8' COV. LAN. OTC 3318 HOHESTRAD DR LOT 92 BLOCK DESIGNER RAA PAGE 1 1TE 0## 24 17 N362326R 3ALE 16"=l' 4 ENGINEERING PACKAGE Builder: D.R.HORTON / BREVARD ____.._......._..._....___............... ._........�. Project: 1.7..A.'5.'./'.*320ID WW . WW :: W:::W: ::::w W ........ Model/Building: 4EH-TH : Lot Alt: 01 H Lot: �;,,92 Address: JobNumber: Pq3 26W mm � Revision Date: Block: �.__. _..... 3, RECEIVED APR 3 0 202911 _..._...._�_ _._.__..�...-__.w- ST. Lurie County, Permitting Unit: New Load #: 1RL01C1 i v CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER MAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 z 4 Mardi 1`3,:2019 A. rTW Comm Or.. Bob. Michaelis Carpenter Caritrac#oiia of Am6riba,:-ihd. -390P Mer!uo 0,. NbAhWOAf Wit6f .Haven, AFL 33660-6261 'Re: A llations.Jor 6 single 01y carried truss With a width Jess than the -hanger width, gri wbodblotkIn tt n6hit6nt bnina-oh'eply .supporting girder.- (REifef6h66 detail WMM2),I. Pear Bob,.. Fora sifigib ply carried teussVft-b, width 1e'§,q than 'the 'hanger Width -you".aa,n..I,hs!a[!l...a. prefabricated jack., scab .truss (?)-for woodfilk- br.pl�it6( s) . to. r. bl6c; * kihgi.. ha6hprdsites,, -ides, and-Alpim� tbh n*�4 -be the. same a!§the single: 01'y.camedtr..'uss.The prefabricated .jack cab -truss .(-Y.willha.ve.a..mini.mur-n length, of W and will have..,.!p;nJMpq(n The single ply. car�ie `trq�ss . .4 . hall hav6.,a reaction 6. p! 6.h Of 2) foWs�'of D.128"x3ff'*GUn Nails zit-.2' 3,�500# or less. Attach prefabricated. wit .4 two. t 'Fl& 6 ' ' ..fef&'r46--thd--Sihipson-,Strongr-�T-ie-�C:,.a I":(S6e u 6I-bL&l'6W).--Pl6ase p.19p ?1 & Figkjre:. 'for more informa [on: 2Q1.92 t Figurd.."I Fora airIgie- ply.",giffler that requires Wood blocking to,5di lovaIU I.de§igr! load value for facie -mounted 'fiang.qns :attach: one wood: block jqthe back face of th �B single ply -girder with the. same size: and ' " grade as -the' bottom. - Oh, 10 td . Of. the.. single - ply girder_ The Vo 6d: block io lie such that the -'wood bloq��' -ng.extends to each.adjacent: t' points .(-*6bs`-.ah:d b6a6m chord intersections):. Attach wood bib . OR: (2) rows. -of 12�pane 7- XZ.W Gun� N4ils dt-.0- O.C. PPr'r(>W,. staggered 3.0applied to the 6 60'F - orurnbrive Suite.- 505, Odandq; FL 32 .1 8.2 521-97 -wwmalpiheitmoom ti ALPI-NE .A.14 " C.dMPAW. single. ply-giFoor face; with -vjn- adOificqpal ?.P) 0... 1..-'28."x,3'.0"'Gun,"o*atis.4�.-:epcb- panei p.pj'n-f appliedtth ' e, o Wbod.`bloibkh-�Oe (See Fibuee!2** C-G'20.19i' Ple.Os6 tefer'to the -pade 216-,- .*elfor mi-dr- inkitMatio'n. Figure 21:, Theapplicationof-prefabricated jabk"s6;kb.tt*'U"S'Sfbt-wood -filidr' blocking :or wood :blocking -to; achieve f U.-Il. design joad,'vaflue for face -mounted Bangers must be :approved iy the. hardware manufaciUrer.. Afl-6ddie".and end distances, and r%ll 6.bnnedtibn!§, must be suffidient to prevent -splitting of If I can.be. of any further assistance: or if you 'have anylpestionsi please7g*!ye -me a -call.. r. STATE Williat qk-.. A, • 'Ghief Engjnieet- 46'R-1 .Alpip-e-an- ITW Cpffpan. - Engineering .POPqOme0t. Orlando; FL 6750'Fb'F'Ui*rYt- DtW&.-Suite '306",;Ofland6,. R 3282-1 - (PDQ.Y'-5.21--9.790 - (863) 422-.8685 IY ALPINE 0&?"CW_MW A .Onl 26-*.:2019' Jlwr Bob Mi. - chaielis Cgrpehter C. oritraidtort -of -Arh6nda, Inc. -390.0 Avenue �; Northwest Writer HWan, FL 33860-6201': Dear. Bob,. R6- Str6n.obabk britigihg.on fbdftrusi§6s. I understand-theee. is -some. dohd6m over our feb6hit-nendati6ris f6rstr6figbackbridging on. It of tru" sses, 'Sironqbgck- bridging for roof trusses is not.a.peq!j.irempnt 'of:AN.'SVTPI'2014 nor i it a requ'rppqntoflhe. BLJIdirjg Compbrient -Safety* Information (3CSl),But: sirongbackbridging- -b ty roof tjw§get is functions: One, bridging aligns the bottom -chords after -they: pre- set Go.. tbev are uniform along. the wiling .. line and Two; bridging redu..ce.s-relative defection .of adjabdbt.-trUssds:. Strongback I r'rdging. oes: riot: prevent reduce indiVidual defle ction, efipe&iall.jr-My. t66ftus969I 'd4k t"'.n. - M. reffian 1W in inc�. .... .. . . .... . .... ............ . . . .. Sitrongback bridging in roof trusses does 'npt serve as lerh-pbra­ ry.o e permanent : bracihg :and Is not ...p. intended to .distribute. or share design loads. -betW-eeh trusses.Conseiqoprjtj�', no design . lbads''hay. been n accodn, ted for'With this. detail and dphtinUbds §trdhopack -ghdU . I . d'hotbd.aftached beft6en- common and girder '.trusses-.. The. use :of stro bac bridging' sfi�_ljjDesigner. not. -J.ni design K ajere with other' des! cbrisidetati6h's bs'. slJecjf1ed:b-y--j.he-- En' giniebr-bf Record drt''h6. Build . ing: . Th6 outer -ends .oithe 8ir-orig'bac'k- bridgingshall be: -auched.lo awa wall or anotherzecure end..rqsirWn*t, -or as.spL f &.thd BLflIdin­-.D6,§i9h&r... . . �.cified:.Py th6 5righeer o Recotd 9. 8fr669`b6ck- bddging's"hall. be -'a. niinimimof 296 -iiorbihaf Rimb(i.r. otiont6d -MW We d'eOth vertical:. Attach with .16d -common nails (01.162"x15" paj1..s at. each intersecting -rhembet. '.VVhe.n -extending the- .strdhgba& bridging overlap by.-Ata.minimum qftwo trusses. Tha.:locatipp:of. ibe..§frongbacbridging; maybe e: specified:O�`-the.*Tn�i§�s Mahidfactuh�r-,. Engineer or Building De§ign-et.- Y. Please -refer-to- 1§681 "Strongbacking'Provisitons" ortoX detail for more. inf6rmafio . The. gr4pbici p n pdr�dse only. n ii, shown ( -1) is for g.e i6rld J �t 6750 F.bru.m Drive:Sbite 305, Or%ndo, FL.3282T - (800) .521.47K­ (8631.422-8685 -w-w - .--in&itvv.00M., . W.-wP ALPINE. I I✓V..; U L_ VFI _L L_ i.y I . I ... -, j Fig4re-1, 'If I. -can b6 of any furthi§r assistance' or -if you )lave :-.any questions; please, give. me a call. Williahi. P.E. ChiefEngneer Alphe an IT--:C.qmp,!nv En ipeering*Dea tment -Orlando, FL. 3282.1* 7086-1 STATE 0, 664ORM s�ONA.��;,., 81-6.0. - Forum Drive Suite.366. Orti&;FL 328244 (800).521-9.790- - (153)4224685' -S. . TRON . GBACk . R I I.DMN.13 BUTT STRONGBAC�'- :BRIDGING TOGETHER 4- 'ATTACH SCAB WITH' 10d;DOVGUN :4} wo., zk6- NAIL S*;N:;9 ROWS'.-A.T' ;SCAB D.C. 5A. NOTE, :IN LIEU.:13F- SPLICING."AS SHOWN, LAP­STRnMr.RAnV.-'1!R7nf'.1Mn MrMlIrMg- NOTEi BotdAs J. and 2.-;arli? .thy 42) 10d STRDNQAtk ANWWMN 13723PJYiiPbAMk6 Sol@ Ma Ma6161M Hala*, MO 03042. -P 0 .13 or RECOM MENDATION.S i Di�-All scab -.oh blocks ibaLl_be:.-a< minimum.."ifX4'. 'stress @t7A0ed :lambert;' im-Att -s'trpngback bridging ging and bracing s h&L I :be :..a. -t "de AuHbL-ir'.' .0-7be .'p'urppiL- 6f strondb.a.c.zk-:brlol6lh.2.:I�;,: -dev oxf sharing 150tweenlndkilciUb( trusses,: resuAtgIno In -d*n overall *Ihqasg In, the Stlf n.:6P4he.flobrsystevf; -2>e6* strongback. bp-Idglnb'j po'kk-bIbhdcI. A.4'In clietalks, IS recommended 10' =ci' 0.c. KmCoO g -an161 a . 0hQ 1. �are - someilmes 4—Th.k. terms: '�rl' d., .t- mistakenly' usecl: -fntorchanqeab-(y.­ ' "Trae.1hb.Is... 4n imppri'-tom"t :s-tructural requirement' of .qriy. f idar qr roo.f* -system.R.ef el- 'to.- the TD-uss. De510h IlNM,19 (TPD) Tbv,� requlr'erients 'for each In"diViclUM truss component, 'Bridging;' A rec6mm!a.'hdmtJdh'- for 6 tf�Uts- system --bo help conir ".0 '( vt6ra+iok­ rev adac�ioin: - to' .: in +hLe' distil.1bu.tion of point loads b.et*.6e6 adjacent j truss, strongback bridging. serves' -t6 reduce STRON BACK BRIDGING., i bounce. or re.'MWA 1P.r.Q_X1Ph-- resWu.t1nb: frontG'REQUIREMEqTS Mooing. : ,pointa-s footst...eps. Th-e Perf ormance. of '''f-l'oor -s­y are' enhancedbthe. InsllatI�hof :strori&0 ygty PcthLK6for&is. strop recommended . to 77 Nbnel nVauVed i fir U2V I-whi cu&r bf w9l. VV5 ores tdre+s6t17AcpoF�ts1brill by Alpine. FotA additional (nfophat'loh refei4- 'Component Safety" Informailon). ATTACH MONMACK! TO 4 BOTT0CHORD * WI T .. . SCRE41191 giiTAIMI". Hd. 'LU PSF* RE.F -STRONGBACK AA Nb. 70861. T& DL. S. - 5 tPSF PSF. DATE -10�.Oj4,14 bRWG 1IqjDL 13RI R'01* ST9 B 4 .* PVF E. 4 Xfg,'yLA PSF Pi�C Lo Pfi7 .•.SN1r7F7:1,1!lS;• F?fi•.@Ai.F.F::- ` sm Jd4;:. fa .e.e. -41 T OTT. ' VNG-. FOn,'.�.k:�RiSER -PLATOO R AND.: W14.DOA 097. : ' N :.. S J t t mmit., 1L �ti�ip-01 Mt:keM: �i . �q* iL. �tcT A�f�d�i�.''�pN.d:.�, i y 0' N4 Al i*.G,,',. fi . •,e+'�•"�'�',.'�• �,•�....�:cs..� _ ...�.eoe�n?iniil .'seL-,o•::,++_.Rr•.; "e.:..,:f+leq,•D,:�••,T-+ �,-••'_•��:—.I,v.'i+,+Gi=ter" .';.+:•wi;:t�.r-:%J�+••ay..:.e e - .;t.;,,,µ..:.,;;.• .'.M:'.'""`. �.-.,..., ;s AX IN 0- POST-. :.�. �- 'flG�l'''' AL VAT E, dOOLP Cracked or Drokbn This drawing specifies repairs for a truss with broken chord or web Member, 4 This design Is valid only for single ply trusses with 2x4 or 2x6 broken members, No more than one break per chord panel ; and no more than two breaks per truss are allowed, s' 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 nalling distance on each side of damaged area (B) (S)'= Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Applyy one scab per face. Minimum side member length(s) = (2)(L) + (B) Scab member length (S) must be within the broken panel. Nall Into 2x4 members using two (2) rows at 4' o.c., rows stagggered' Nall Into 2x6 members using three (3) rows at 4' o,c., rows s to gger',eol. Nail using 10d box or gun nails (0,12810', min) Into each side member;, The maximum permitted lumber grade for -use with this detail Is limited to Visual grade ill and MSR grade 1650f. This repair detail may be used for broken connector plate at . This repair detail may not be used for damaged chord or web sections occurring within the connector plats; area. Broken chord may not support. any tie -In loads. S. L ---lr L 41 �Typlcal .l. p .I. 0 -I. p +p O + O + O + O + S2' tagger + = Back Face 1MM0d Box (0.128' x 3', min) Nallsi o = Front Face 2x6 Member - Trl I lee Row SS•taag Bred Nall adnQ Detail Member-' Repalr Detail Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force . Member; Size L SPF-C HF DF-L SYP Web Only 2x4 12' 620# 635# 730# 8004 Web Only 2x4 18' 975# _ 1055# 1295# 14150 Web or Cilord 2x4 24 975# 1055# 1495# 1745# Web or ChhOrd 2x6 1465# 1585# 2245# 26200 Web or ClI ord 2x4 30' 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or - Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6. 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835#, Web or Chord 2x6 43954 4500# 52254 57254f Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# L ' Hlnlnun L Dlstoner 8 L s L \� L Nlnlnum L Dictonce L �rvAAR�lppl�lwd■ REro ANB rok V ALL NOTES ON THIS 3RAvwar '. REF MEMBER REPAIR aeI1HPT4MMI' pI FURNISH TRIS BRAVBIG iil ALL CaNTRACTBRS IFCluBING YK INSTALLERS. ?Host: lequ4•r rlltrrnr care In FabrICAtInA, hk"1%, shipj. install and broelna. Rehr to and I DATE 10/Ol/14 /oUoe the latest rdtlan AI SCSI ta.Gdit Canporrnt safety InI/ornotlori, y iPl and SBCA) /or safety fwetkes prier to perfor.JnA ihr/a functions. Installers shall pravkls Gnporary �hrsetnp 0 3C41. 7Mlisa naked othervloe, top chord ahall have properly attached rtruetural shearo,vlp on bolton Oord DRWG REPCHRD1014 �„ tit have a properly at achkd Mold a.,% Locations sheen For permanent lateral restraInt of yr s f1 shall hove brodn9 ►hstalled per SCSI n 33. IJ7 or Ia, os opfuebbin Apply plates to each Face Q �� of truss and posltlan as shorn Above and on ihs Jolni IIMU� uness,not* o"rvlse, Refer to dror�nos JUA-S for standard plate peal}lar.s, Alphe, a dWislon of ITV luAdln Conpanenis Aro tnc, shall of b 'eipenslble for any der a}lot, Iron j AN 17W ODMPARY iNs ��rorinp, yqnv Ialturt�7 io WIN" truss M eon�ornanee lilt ANS /�PF 1, or far hondMA. >�IPPMA, hstallAthn a. •eeulmd. a1 Irussas. < . A seoL• n iNwe dr-Meyq a•'lover poppee deli.p ims dro■hp. LdmUs accepUnee of professlonsl ` snAl,rsri,� rraponslblHy solely for iFNdsslpn shorn. The eadtahoty anii use of tNs drar4+0 i S 1733a Lskabill odw Ior any sirueturr Is the rnparfslORky of '1F+r AIW10 Bergner per ANSYTFI I Sour. Eadh 0430 53045 ror plan Inforpoikan see this .labY psneral not pp►pr aetl •plesr Net+ sit►sl SPACING 24.0' MAX ALP1No ssr�tl neltw,eonl TPh vre.tp1rwtorgl 33CN vereheNdustryarA, ICG vrrJCCsAfe,arr i .2 fq4Q. LurriberS-We and Crade:hAlnum am. Reclu I mmqnfr,. m4Wfio3jd_. �A(Tn ... .... SPF VV#2 - A tZer 4.pf su. , . .:: fill 2- kF10; . . . . i 'Ay 'Kit -§f4ikp4m4 ..a .4wi A fam r.. s a il 15 P. I %'d e b ah YrusiBelhy;.•56ede}14'w'= bulo_qm..Plc amdtorlml I -r VA F i 1=Y M A T-TP rrl�gb Al I =t. -rh P, It i RIaGE BOARD axi) COLVARBEAMAVERY MRA PARW RAFTERS 0 NUPE 11115 R [F.P 01. vjjjQy * v4-.WXsPA'CfMC1 4W.TMPAL 4-0—fYFIbAL bf 7 4 LE) V AL "A0 PV PLA oT -Birrow. eqo��,bft.rl In, u .0fulad po C1.11 I " . . Pp(p,i EffeFfs:o ldajAdby1hb: 'r rk v Ka -Ind' under cj �s- 6p. i;hd,rdii -MaXIMUMMO.Al 'kdbffiejght. 3,0-foet �6 if fro 14 * 0 mpht.En ' F, -Phi ..rA'.Mifxffnuoyof;kk 7-16,p'go indlpkd' p rM - . . . ,I I ! � �ftchmeftfl ortirduolt'd TRU016- T.Mrm R(Jija oVALLEY -FRAMING VACL6 RA M-R-.OR RlDrYE. +Crjpbleb,W-01!'1dr30 ps 'TL"8nd *2� P""TD, • Spate TI�fcaeon Jf.-1ho 41."6100pom idL .h�diM.t.rtppt. lors are .t. b i- m A. p . plfitfflaid;. 416dYoc� nails it oe "1filria 3. Ci$0le.'tdJ.bf&e. l 4 1 Od t0643 Iri 5.-SWPO t6-uai' 4*2:6d tdd-ftlis 6. ::Mdjre:bohrd.-tiz t.oi:)fbldck 4 16d toe-Twus .10. Truvtd;�rlppti. 4-16c ' r4avr0lit Tross,to a*W1 P_ 4--lo.d.toe-h4m oohs :ARE USED) a3. .-CA.Wpbham tbImAdt 4 10165-nalls. NOTE r.164.046:C!' .0.4h)- 40MMbN NAILS J & fq Ub. '1' U 1 d'.30 46 54 12t P NkLgY • 'TC DL IP ZO 7 -e DATE j0/qjjT 1'4 tar V, . * .Rc YL o .0 o o I)RW.G K._CNV.180101.55� _8>TXf t bfi BC. L1, 0 .0 0• 0 'TbT. W !if.5b 47 '�RXC* AB:0VZ X. 0 Face -Mount Hangers - 1-Joists, Glularn and SCL . ............. ....... 0 These products are available %Mth additional corrosion protection. For more information, see p. 15. Codes: See p. 12 for Code Reference Key Chart. I FW, 05 9 Actual j 01St Model-,',L No Carried Dimensions vifij MaxSpecieses.H -Fasteners J de flef. y Web Re d q W, ' S, B Face Header �cies ea Uplift 6 Floor:Snov �16 IF166i,;Sn6i�;[Riof 1,OOY,, ',(!l 25) IUS2.56/1 6 - 2% 16 2 Min. (14)0.148x3 - 70 11,660 1,805; 1,805 1,425 1,555 11,555 1 1 Max. 1 (16) 0.148 x 3 70 1 1,8015 11,805 1,805 1111,555 1,555 1,5515 21/2 x 16 MIU2.56/16 - 29As 106 21h - (24) 0.162 x 31h (2) 0.148 x 1 1h 2�303,455 3,920 4,04512,970 3,370 3,480 U314 V 2-As 101/, 2 - (16) 0.162 x 31h" (6) 0.148 x 11/2" 970 11,945 2,205 2,375 1,675 1,895 2,045 HU316 / HUC316 V 29As 14 . 'A - (20) 0.162 x 31/2 (8) 0.148 x 1 1h 1,515 2,975 10 2,565 2,895 3,110 113C, FL, -2j/zLx MIU2'.56418:: 4; 2tA.� 21/2' " 3iW 14 `O'lh .1 , q Z 7230:,� I :3 745 4 4:;b 5 A,0451,d,,:2� C�,,'8,46dr 3,480: LA 18 HUC316 j 2�6' ... �A 7h: --(2D)W62x 81W, t m)�Q 1 vm 40- .1515 2;�7� .3 OLI '3 6 _ Of �,,61 '89 g;� 1 21h x 20 MIU2.56/20 29As 19346 21h (28) 0.162 x 31h (2) 0.148 x 11/2 230 4,030 4,06014,060 3,465 3,495 3,495 x 26 1.12.56/2T� ✓ 29A6 `1 97Afi'� 2lh- 0.1 62ix 31A M, W 4j6 �3,!49$ 3;495 29A6 x 91/4 to 26 29A6" wide joists use the same hangers as 21h" wide joists and have the same loads. VlU3.i2/9.--.' .7 3 C.�: 2-1h - -:,(l 6) 0.162 x'31h (2);0.148'x-1lk 2,3105;:2,615,j2.820 4,980, 2,245 2,425` .Hugi b -2 [HUC21 072 Max: -_(I 4� 0.16 x 2 0 .1i8x'3" 7 G. 2; 80 02 61 3-", 126 05, 12,300 113C, ,�s MIU3.12/11 31/8 111A 21h (M) 0.162 x 31/2 (2) 0.148 x 11/2 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, Ll :. _. HU212­,2-1*HUC21Z-7; 31/s . __ . - 21h' Max- -(22Y0,.162,-k31&- - - I (10) 0.148 x 3 - 1',795 - 3;273 - 3,693 3;970-2,820-3;180- 3,425 -5 3W, 21h 0162 i3k, .rl 15 0.. 4 OL30: 3 3 t3�q?5,:31A7 Of _aB 3 j7,_aB. HUS.25/16. 311i. -21W Min Pq) Oik,�, (b)' 48 x 3, 5� 2 5 ;W �,k63A16; 560 2;890, 3,105i wc 1'. (26)fi 62,x 31/2,i� .. x 3,. 95� 4�,W5 A�Pq5', 3;755 1,4,240, 3% HUG021072-Sbg: -3 �')(21/ 1 i" SDS. 16)1/4'121/2"JSDS; 0 Z 7. 110 S, 7. 113, FL 3j/ 31h;'. -'(I 6)`,Q.1 Ux, 4,095 blm 9,1DD,j,916b[7j,62E,17,625 7.'B25 IBC, 31V1,,-, %� 110. O 6)_0 -162fx3i�,� .,'�20)dJ6� 040 § 1'.'�db 4 FL �31/ 8 t6:qO,,. 1h, 4 2', �16�1/ x,21/ §DS (12) i 21W"I'MS 5�5HJ 8,7k V .5 .�C 5 5,�65 ,I HHUS46 3% 5 1/a 3 - (14) 0.162 x 31h (6) 0.162 x 31h 1,320 12,785 3,155 13,405 12,395 2,715 2,9301 31/2 X 51/4 HBUS46 3% 4346 4 - (20) 0.162 x 31h (8) 0.162 x 31h 2,155 14,360 4,88515,23013,750 14,200 4,500 2 1,1`,(6) 0.162x 31h (6) bA 62 i 31h' 1,595; 1.815-11 9fi0 1,365 1;$55' 1,680: 3 1h x VA AHUS48z,t ,,`.71/. (22j 0.1 62f x (8),'P.�62)t 31/2: 7 0 8 4s21b,t4;7k,[5,14 4,415, HGUS4812,,_ . 714 :'4,' (36),0.162.i3W 3,235' 7,460,[7j460,7460 6515 6,415"13,415. IUS3.56/9.5 - 36/e 91h 2 (10) 0.148 x 3 - ,0 1,185 11,345 1,455 1,020 11,160 1,250 MIU3.56/9 - 39AG 813AE 21h (16) 0.162 x 31h (2) 0.148 x 1 1h 210 2,305 2,615 2,820 1,980 12,245 2,425 U41 0 ✓ 39AG 83A 2 (14) 0.162 x 31h (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 11,965 2,120 HUS410 39AB 815Afi 2 (8) 0.162 x 3112. (8) 0.162 x 31h 2,990 2,125 12,420 2,615 1,820 12,070 2,240 1/2 HHUS410 3 5/a- 9 3 (30) 0.162 x 31h (10) 0.162 x 31/2 3,565 5,635 16,380 6,445 4,845 5,486 15,5455 31h x 9 HU410/HUG410 PlAs 8% 21h (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 6,415 6,415 1 6,415 HUCQ41 O-SDS 13% 9 3 - (12) 1/4" x 21h" SDS (6) 114' x 21h" SDS 2,265 4,500 4,500 4,500I 3,240 3,240 3,240 HGUS410 35/s 9-A. 4 - (46) 0.162 x 31h (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 7,825 7,825 7,825 113C, FL, LGU3,63-SDS 35/8 8 to 30 41h - (16) 1/4" x 2 W SDS (12) 114" x 2WSDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS 35/a 91/4to3O 41h - (24) 1/4" x 21h" SDS (16) 1/4" x 21/2" SDS 7,260 9,450 9,450 9,450 16,805 6,805 6,805, 7_JUS3.56/ 1' pyo.1.48i 'I ;�45 �,�90 •j A5 MIU3.56/1 3iA,]' 111A 2 .2 'xN'-f , (2) 14 8 X_jf�_ _�Ifl 2 5]2.6" 9�1 2 665: 04i4, 'f` 39A6 <:� 10, - _,(16) 0.152'x 3 1,,� i9701, 2X5 2j615" 2;VOI HHUS410,: 35A,,, §tt. X,��M)DAK'x3l/2,� (10)6.1 -62 x.8 1� '1 6- 5 5,635 6 ' ;3 r 8 0 -13,"4. 4,845 5;466 5,554-3 `_77 2' 0) 0.16 x 31h'; (1 0)�GA2 i 31/2 3 ;660 '2� �u?5 3;�05 -2;278 90L 2',795 31h x 11 7/a HU412 /,PUC412_ A. 2 :(1,6),0.162 x 31/2 (6),0.148 3 IJKT�;380' 2,68� 68 5' 2,490 M ex X _(4�O.i62' 31hj (10) 0.1 48'x , , . . i e '13,275 , 3,695­8,91,641�,KO . 3,1B . - I 3,425 HUGQ412-SDS,:-r.,' 39 _(1 4) 21h"S SDS 4 1,(6)1/a"- Xr �2 1/2" S DS' . -­;7,f 4F_'_ 2;' -()45'1__��b45. ­ - 5 - 3-40 I . Uso� , ;1�1 3 U 0 HGUS412.' -7 SA b7A 6 A -, . - 3 . 0.152x 31A (20) 0.162 x 31h 51 jb4 A46p 6,4 b 5, SA8 1 8,085 LGU3.6�' -SDS - 'to (1 2" SDS S (12) Ile,, i: 2 SD S: 5�555L 6,72& 6,72 '614,s4o MGUj .6 L 3SDS 3sA [91M636 I/ 2 (�4�1��" x 2 1W SDS (16)"A" x'21W.'=, 6, 4 80 9,,450� ��,�50 11`6��,' 05. M HGU8.6 3�-SDS -3S/. 1-,11 to,30 • 41/2 (30) 1�! x 2W SD Sr (�41 j� " x 21h"-SDS 4 "I'D 6 131160 GO 4 75 46 See footnotes on p. 150. THA/THAC Adjustable Truss Hangers 400"a . W_'49�- �j a 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 adjustabifdy 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 ZMAXO coating. CSee Corrosion Information, pp.13-15. U Installation: m CUse all specified fasteners; see General Notes. 0 The following installation methods may be used: C.i N Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. I= Install top and face nails according to the table. Top nails shall 'a not be within 1/4' from the edge of the top -flange members. For - II the THA29; nails-used4ariolst-.atdos hment must be•driven=at an ^ M angle so that they penetrate through the comer of the joist and FL F � into the header..For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. . Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the comer of the joist into the header. • Uplift — Lowest face nails must be filled to achieve upl'dt loads. Options: • THA hangers available with the header flanges turned in for 35/e° (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/4' for THAG422 for 122-2 126.2 TH-AC422 Face nails Top nails pertable per table iy; typical 2ch' for THA422-2 andTHA426-2 THA418 2`I Jrl xt I y�c 21t1 THA29 Double 4x2— 2 face nails Use full table value (total) Sing1le42 See nailertable ° m�- e: 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 maybe installed straight or wrapped over with tabulated face nails installed into top and face of head( a ! : t i Double -Shear Doube r Nailing NaiDome Double -Shear i Shear Side View; ling Side View Nailing H Do not (Available on Top View bend tab some models) i 4 top nails _ (totall 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 rypluac r rim4v Top Flange Installation er to tnote 5 p.187 86- Simpson Strong -Tie® Wood Construction Connectors THA/THAC Adjustable Truss Hangers (cont.) M M These products are available with additional corrosion protection. For more information, see p.15. Dimensions fasteners DF/SP SPF/HF (in) Mn in (n) Allowable Loads Allowable Loads Top Header Cade ,Model No Ga Flange Depth Carrying Member - Carried Upbft Floor Snow :Wind Upldt Floor Snow Wind, Ref. W H C > (m) Un) 'i Member , (16D) (1DD) (115), �160) (100) (115) ;125/160)i a Top Face (25/160} Tap Flange Installatto ,.. .„ 11h - (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 1,750 450 1,330 1,330 1,330 THA29 18 15/a 91A6 51/e 2 - (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 1,9B5 1,985 THA213 18 15/a`135/s 51/z'` 2 - i (4)_O148X3,:{';(2)0148i(3 (4)0148x11h -, ,�» 1 1�5 _, 1 ct ,,1Ui 1, •. THA218 18 1 % 173/s 51h 2 - (4) 0.148 x 3 (2) 0,148 x 3 (4) 0.148 x 11,12 - 1,460 1:460 1,460 1 .10 1 110 1,110 IBC, THA218 2 `16 31/a:171 5' 6 - 2 - _ (4) 0:162x.3"h •{2) 0162 X 3?h (6) 0148 x 3 - 7 oil - �' . 'i 1a y� 151�; 1 1� ' FL, THA222-2 16 31/a 223/ie 8 2 - (4) 0.162 x 31h (2) 0.162 x 31/2 (6) 0.148 x 3 - 1960 1,995 1,995 - 1:490 1,515 1,515 LA THA413 18 36/e 13�ie 411z,,: 2 : - (4)�0:148x3 ?_(2)0148X;3 (4)0.148Y3 i1pt;,•'1,a THA418 16 3% 171h 71/s 2 - (4) 0.162 x 31/2 (2) 0.162 x 31/2 (6) 0.148 x 3 - 1,960 1;995 1,995 - ,:49U 1,515 1,515 .:*422 '46' ' 3% ` "22 Tla. 2 - . (4J 0.162 x 31/i (2) 0162-x;31h (6) 0.748 x 3 - 1 £ ! s :::,1 l t9U 1 015; 1 71 THA426 14 3% 26 77A 2 - (4) 0.162 x 31h (4) 0.162 x 31h (6) 0.162 x 31h - 2,435 2,435 2,435 - 2,095 2,095 2,095 TIjA422 2 14 7Ya 2211/e 9?/a 2 - (4) 0162 X 31h 4) 0162 x31/z (6) 0162 x 31h :, 3,330 3 330 3,330 2 865 2 865: , ; 2 865 _ _FL . THA426-2 14 71/a 261/e 93/a .2 - . (4) 0.162 x 31h (4) 0.162 x 31h (6) 0.162 x 31h -� 3,330 3,330 3,330 - 2,865 2.865 2,865 Face Mdunt(Max) nstallabon t +t 1 THA29 18 1 % 911/s 51/a - 9% - (16)0.148x3 (4)0.148x3 525 2,265 2,265 2,265 450 1950 1950 1950 TNA213 18.�15/a,134e 51/z 13�ie = .,';(14)0148-X3 (4)0,1,48x3 ' t'i�45 ��40 ��4a�1 ` Dui c<i70 THA218 18 1 % 17% 51/2 - 17-% - (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 THA218 2•; •16: '3Ya: 17114s 8 141/e Y, - (22) 01'6 31/2 (6) 0.762 x 31h 1 855 3 w1 1 595 8 .5 IBC, FL THA222-2 16 31/a 223/a 8 - 14% - (22) 0.162 x 31/2 (6) 0.162 x 31h 1,855 3,310 3,310 3,310 1,595 2,845 2,845 2,845 LA THA413, `.1B' 3 /a 13�is 4?h.' 133Je - = . _ (14) 0.148 x 3 ,(4)'0148 x 3 2A45 ' 340 :` 5r ; �n THA418 16 3% 171h 7% - 141/e - (22) 0.162 x 31/2 (6) 0.162 X 31h 1,855 3,310 3,310 3,310 1595 2:845 2,845 2,845 T.HA422 -; ` $ 35/e ' 22 77% ' 141/s - (22) 0162 k 31/Z (6) 0:162 X 31fz 1,855 3 - ! THA426 14 35/e 26 77/a - 161/e - (30) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA422-2''�:14 ' 71/a i%/ 931a`, - 163/e - ., _ (30) 0.162x 31h (6J 0:162 x 31/2 1 855, `5,170 5 52D ' 5,520 - l 595 4.495 4,745 4,745 , FL THA426-2 1 14 1 71/a 261/e 93/a - 1 18 - (38) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 5,520 5,520 5-,520 1,595 4,745 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 downbad rating. 3. Min, top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h° min. top flange are based on a single 2x carrying member, all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord -or nailer applications, refer to the Nailer Table. 4, Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1 W naib 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 Qoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie° Wood Construction Connectors 0 Z z� a¢. Y_ 0 U c5 z 0 z 0 N O O N U 0' Face -Mount Joist Hangers 7> G 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 -sheaf hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater, load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. oitdesigne'd for welded or nailer application's. ""- Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear ' Nailing Top View n Double -Shear Nailing Y Side View Do not bend tab Double -Shear Nailing Side View cDome (Available on some models) 1°for2ks t'/+s for4,Ns o' = poi H LUS28 H HHUS210-2 ...t MUS28 HUS210 (HUS26, HUS28, and HHUS similar) �W`��" HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) LUS/M US/H US/HHUS/H G US Face -Mount Joist Hangers (cont.) Model ' No Min " Heel Height r Ga =I Dlmeiisions (In ): ` ` Fasteners, W H g Carrying Carved M ember Member Single 2x Sizes LUS24;,. LUS26 ' 2sle 4"/a ':` r _ 18 '.- 1 s/is =31/E , 3/a (4}=0148 x 3: ,; (2) 0:1'48 x 3 13/is , , <43/a 1'�a x ,•'-(4}°D 148 x 3 `,� : (4) Or1487c3 µ: MUS26 411%6 18 1946 53A. 1 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 4-5A6 16 15/e 53/s 3 (14) 0.162 x 31h (6) 0.162 x 3% HGUS26 45/is_ 12 ; isle ';53ie"I `5 ' '(20)=0:]62.x81h'"� LUS28'- 4ie:,. 18'�' 19ie. .:6s/e'13'-(6)0148 a x3 '_` . (4} 0:748x 3 MUS28 6-5A6 18 1 % 613fie 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/5 7 3 (22) 0.162 x 31h (8) 0.162 x 31h HGUS28 61Me 12 15/5 71h 5 (36) 0.162 x 31/z (12) 0.162 x 31h LUS210 . �" ; 41/a` ` 18' . 1 �5 ; `_719ie::- 13a •: ;(8) 48x3, (4)..Q:148 x 3':' HUS210. 4`MA, 16 1s/e `;' 9 3 :(30)0.162x3?h (10)4.162x3'h. 1`1GUS210 S9h6 ^. `: 12 '.`15%" .91* 1-,..5 j46):D:162x31h%`(16)'0a62z31h�' 1. See table below for allowable bads. v.Y'✓«a v3�' £ These products are available with additional corrosion protection. For more information, see p.15. M For stainless -steel fasteners, see p. 21. Many of these products are approved for installation R@ with Strong -Drive• SD Connector screws. See pp. 335-337 for more information. Model DF.AllowablelLoads SP Allowable Loads SRFIHF Allo,'wable Loads=` Code No.""- Upliftl (160) Floor. (100)' Snow; (115)': Raof (125);.! Wmd (160)' Upbfti (160) .^Floor .-(100)r ;,Snow (115) .Roof ;(125) Wind (i60) Upliftl {160) Floot (100) Snow• (115)• Roof (1 al- ` Wmd (160)i Ref Single 2x Sizes 3. ., •670 • 765 . . 820 ;: 1 045 oy 725„ , , 825 ; 89Q x, ,1_,c23 , t '3EU 495; LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 113C, FL, M11S26 . 3 � =-1,295:- 1,480 .• 1,560 - i,560 a�, :', .1405 ; .1,560 i;5 3 1'au 8 v 955 1090 1,180" _, 3r LA HUS26 1,320 2,735 31095 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� U„5" ::4 840 4;850:; , 5170 , 5,390 ; 9,690 ~ 5,220 ; 5,390• ';5 390 , £tp .3,225. 3;610 ; 3 870 3,985- IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1 1,165 1,195 1,360 1,465 1,730 865 810 925 1 1,000 1,270 '-MUS28 :, 1 ,2i, -1,730 ,,1;97P' - 2,125'. 2,2� : ��.�.1,32. °= °�1875 ``2,135� � :`,2,255 „_�:Z to . a150 : �-1,270 ..1;455�i 1;575' ,, ,g55�: IBC FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,095 1480 3,520 3,520 3,520 3,520 HGUS28• • - 1:,36. 5 _ 7,275;', ,`7,275 - .7,275 - 1•os - �.�. Z2,s �;'7,275.. _7,275 ; ,1;32 . ; ,:.:v - 3;820~ .'3;915•;%: 4250 IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 1 985 1,120 1,215 1,500 113C, FL, HUS210 '.E._ 4n0 - , 5 a,830 83C o io 3 J 0 J:B 0 ' , .2;220 / 3' 2 �55 z $25' LA HGUS210 2,090 9100 9,100 9,100 9,100 2,090 9,100 9,100 9,100 9,100 1,545 6,340 6,730 6,730 6,730 IBC, FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load " • Uprift loads for sloped/skewed conditions are 0.72 of the table load,. not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45". Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute side bpemy angle Top View HHUS Hanger Skewed Right 661st must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 • 0 11 aoaCD 3 C o wo Boa t a Z 'wJ' x 7 7 O Cwp- (Ii S �. 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O C,,;,. C11 Cn Cn (n Cn O O (n Ul Cn- Cn Cn .(D Cn < C] w' n,. •N V.. CO -t :V VL 'cl+� Nr A CD Ul N O V W Cn A� mil;- 1 W' CD V 1 �V CO' Cn A VF O� ,.O V.. V CO U1 [A .A V U. Cn Cn' -? 1, O o o -P J1 O' G" _..i = N fD �-N CAo �Ai A' :A (VD (OJl :N �' p : COlt. .. .. CNrIrli:, Gn' Cn fVJt CAlI -(wit COJI .:.: O (VIl Cn COn- �VJ ( '. Cn (VJ1 CT1"'[On'. CNn N Cn: C11 Cn' (n C.n O:. O d• ` nc� �' nc� rn �� r o' T nc� rn O Q. a 3 �m m w � O CC1 a O O O N 0 ZI (D ?v o w m 1 (D [D O m a CD 'O w aw 0 W S' s9 K !, O [0 W �•'O V 00 o CL 3 0^ El)m -, w (D CDD) O-0 O 7 N O W 0 n Plated Truss Connectors HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/e". 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 1h" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 'A" per ASTM D1761 and D7147). See technical bulletin T C-HANGERGAP at strongtie.com for more information. Material: 16 gauge y Finish: Galvanized L Installation: U as • Use all specified fasteners; see General Notes c co • Can be installed filling round holes only, or filling U round and triangle holes for maximum values N • See alternate installation for applications using the HTU26 on a 2x4 carrying member or F= HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity IL HTU may be skewed up to 67112. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com h for installation with Strong -Drives SD fasteners. Codes: See p.12 for Code Reference Key Chart Typical HTU26 Minimum Nailing Installation HTU26 Min. heel 1 PEr table £ �'1la mait'gap'lietNieeil erid-of truss arid carrying member � Many of these products are approved for installation with Strong-DriveO 4.-'.. SD Connector screws. See pp. 335-337 for more information. HTU Installation for Standard Allowable Loads (for 112" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Alternate Installation - HTU28 Installed on . 2x6 Carrying Member (HTU210 similar) - Model Mn", Dimensions (In) ^;c fasteners (in) - DF/SP.AIIowable Loads _ SPF/HFAllowableioads Code' No Heel Height W H g ° Carrying Carried Member Member,u Uplift •i Flaor. (160)`I (10D) ;Snow (115) Roof I .(125) Wird,. (160) Uplift (160) Floor ' (100) ` Sngw (115) `hoof . {.25) `"Wind (160) Ref. Single 2x Sizes HTU26 31h' 15/a' -5% 3'Fz;` (20) 0.162x 31h :,(11) 0.148'x 1"h 0`•' j '; .', t, 3 �.:,2;c+ z:i a 6 o = ` r riB . i:;6aU 680 HTU26 (Min.) 3?!e`> `15/s ; '57As 31/z- '_(20) 0.18Zx 31h ' (14p 3.148 x I1/ 1',250; 2;940 3,2o0 , ,3,200 '3 200 , 1 075 1,852 °; 2,015 2 015 "2;015; .HTU26 (Max.). 51h': 15/a : "'57/1i 31h "'(20);0:162 X 3'h; �`(2Q),0148.ic 1?fz ,.1,556% T 2,94D : ;1tI . ,. 5 4,0101 1;335; F2,530 i' 218,55 .`3,.j5:?' '3;450= IBC, HTU28 (Min.) 37/s 1 % 71/16 31h (26) 0.162 x 31h (14)(3.14801h 1,235 3,820.1 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 1 % 71fi6 31h (26) 0.162 x 31h (26) 0.148 x 11h 2,020 3,820 4,315 4,655 5,435 1735 3,285 710 4,005 4,675 LA HTU210 (Min:) ,, 3 /s 5 "1 /e 91Y,s 1 3 h - 1 `(32)'0.162'.x'3 h; , ,.(14)•0148,x.1 h 1;33CN 43:00 , - _r.�. 2 ;: 00 - r . �;6u� 1,145;, , 3, 'S . ,2G? 3:225' HTU210 (Mai.) 91/4 •" i s/a : 9v` '31h' '(32)'0.162'x 3'/i '(32) 0.148x i'h 3;315 ,.� 4,705,' :. , i 1. - - C ' '5,995 2,850 ..4,045°" 5c5'; '.93? `5,155 : Double 2x Sizes HTU26 2 (Min:) 37/a-''-- Vi 57fis ' 31h ';(20) 0.162:x 31h (14) 0.148 x:3 1,515; 2,540 d,240, , �r30, '3,910 ' '1,3D5 :1,850 2,090 : 2,255= 2,465 HTU26-2(Max)- `-51/z,• 3SA 57tis, '31h (20)'0.162x31h. zpj0.148'x3 .: 2,175, 2;940' "'a3 '.I, 86 <d' n" "1;870 2,530' 8 a ``3,63u'.:3;855' HTU28-2 (Min.) 37A 35AS 71tis 31h (26) 0.162 x 31h (14) 0.148 x 3 1,530 31820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-2 (Max.) 71/4 35As 71/is 31h (26) 0.162 x 31h (26) 0.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 3;71i 5 ` ^11i, LA HTU21U-2{Min) "'37%?`:'35ris 9?fis' '31h ;(32)0.162•x31h ' (14)0:148`x•3 .1,755° 4,705 i.4,815 . ;4615 '4;815, :1;510`..3,530' 3;610. ,3;610 3;61D' 'HTU210-2:(MzX) _ . 9 /a":,; s 3 /,e'; , 9 fis' , 3 h`', 1 >(32) 0:162:x 3 /z ' .,. ,2.0.148 x 3 . "(^, ) d',11V1, 4,705 ! -6310 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%" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUIPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. toads 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 fisted diameter by length. See pp. 21-22 for fastener information. 96 Simpson Strong -Tie' Wood Construction Connectors c r t`N 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 Mm 1 Fasteners pn) DF/SP Allowable Loads SPF/HF Allowable Loads `. Model Na :Heel Height Minimum Carrymg 4 .Carrymg; Camed Uplift ,Floorr 5oow ,Roof Wind( Uplift `Floor'- Snow Roof ;Wmd t ode Ref- (4)Member" Member.`, Member (160) p00) (115) (125) (160) (16Q) (10D),", +(115) (125) ,(160) HTU26 (Min.) 3% (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 11h 1.240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,640 1,910 IBC HTU28 (Max) (2) 2x6 (20) 0162 x 31h {26) 0148 x i 1/z 1970 2 94D t �0 3;9D5 1695 2 530 9,F� 3,360 FL, LA 7?/a� , t+�•� ., HTU210 (Max) 91/4 (2) 2x6 (20) 0162 x 3?h, (32) 9148 x 11h, "" 2 760 12 940 1 3zsD 3 905 2 375 2 530 Gf ' D5�1 `' 3 360,' 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h°. 3. Wind (160) is a downbad 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) Drmensions (In) Fasteners (in) DF/5P Allowable Loads SPF/HF Allowable Loads Model No Heel He+ ht g W H B Carrymg Member : Canned Member Uplift (160) Floor (10D) Snow j115) Roofry (125) j Wmd ' Uplift ;(160) Floor Snow (100} Roof , Wmd (160) Code Ref z. , ; Single 2x Sizes HTU26' 31/z is/a 5�ti6' 31h' •(20) 0162 z 31/2 (11) O'.148 x 11h G°f 2- e 5 2'39 2 a coo �� iG 1 all 1 {1u: HTU26 (Min) , • # 3�/e 15/a 5'l+e` 31/s (20)r0162 x-31h (14) 0.148 x 11%h-, 1175 2,940 3,7;00 3100' 31DD 1010 1`955 1 956 1955', 1,955:: HTU26.(Max) 5Yz >:•1;$/e 5�I1a 31/2 (20) 0162 x 3�/: (20) 0,148 x 11h' `1215 2;940 s? C ' �F+i h�� '';1 D45 1;850 1 n� �,_25 2 � 5'. IBC, HTU28 (Min.) 37/a 15/a 711A6 31/z (26) 0.162 x 31h (14) 0.148 x 11h 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 71/a 15/9 7% 31/z (26) 0.162 x 31/2 (26) 0.148 x 11h 1,920 3,820 4,315 4,655 1 5;015 1,695 2,865 3,235 3,490 3,765 LA MT,U210 (Mm) : - 3'/e. , 1'h 9Yc 31h= {32) 0162 x311z (14) 0.148 x 11fz 1 250 3;600 3 600 3 G00 3 600 1,075 ; `2,700 , 2 700 2 700 2,700,' HT.U210 (Max) 91/4 i sh 91/s 31h; (32) 0162 x 31/z (32) 0.148 x 11h 3 255 4,705 5 020 5 020 5 020- -2 800 3;536 3,Z65 3 7C,5 3,765 Double 2x Sizes HTU26 2 (Mm.)' 3'/a 35ii6 5>!!+s' 31h (20) 0162 z;31h '(14) 0.148 x3a -' 1 515 2'940 I �%' •,3,500 3 500' ,`1,305 `2;205 12 205 2205' 2 205 HTU26 2 (Max) 51h ` 341e 5 Js ` 3?h ,(20) 0162 x�3?h,' ' (20) 0.148 x 3 "1 _10 2;940 I `' % e3;500. 3 500 ,1 645 : " 2,205 � 2 205 2;205 ; 2,205` HTU28-2 (Min.) 3% 35AB 7111s 31h (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 35A6 711A6 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 3,490 4,140 FL, LA HTU210 3?/a `:J 346 6kc., 31h. 0) 0162 x 31/z : (14)-0.148 x 3 e 1755 ,4;256 i 4,2t5 4 255 4 255 ' _1 ,510 ' 3;190 319.0 3,190, HTU210 2 (Max j`, 91/a 36 '`935s 31h :. r(32) 0162'x:3?lz _ {32) 0.148 x 3 ' .,3 855 ;4,705 I 0 G 6 47D - ''3 315 3;530 ,.3,980 4 300 ; 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 loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a downbad rating. 5. For hanger gaps between 'A" and 1h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong -Tree Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h° nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong-Tie®Wood Construction Connectors - Medium —Duty. • 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 HUG products are heavy-duty face -mount joist hangers. made from 14-gauge galvanized steel. • The HUG is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 26/1G or greater, at 100% of the table load. Specify HUG. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an `X' version and specify flange to conceal. • For any HU or HUG shown in this catalog, the user may substitute all face nails with 1/4" x 13/4' Titen® 2 screws (Model TTN2-25134H) for concrete and 1/4" x 2Y4 Titen 2 screws (10,el T TN2-25234H) for GFCMU. Follow all installation instructions and use the loads from jhe sawn lumber or BVP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-252344 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 specked embedment depth plus 1/2". • Alternatively, drill the 3/%'-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material z will reduce or eliminate the mechanical interlock of the > threads with the base material and will reduce the anchor's z d load capacity. 0 o • Titen Installation Tool Kits are available. They include a 3/1e" drill bit and hex -head driver bit (Model TTNT01-RC); Z a 3/16" x 41/2" drill bit is also available (Model MDB18412). 0 cc • A minimum edge distance of 11/2" and minimum end distance CD 0 of 37/e" is required as shown in Figure 1 for fell uplift load. U � i Where no uplft load is required, a minimum end distance Of 11/2" is P8rmitted. 0 Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. x Model n Fasteners ,AllowableLoads{DFISP) .r, ,� FGMU � Concrete,; •;Code Standard Concealed GFGMU Tden®2 ConcreteJoist Titen®2 i Uplrft (16D) Down (100/125) Uplift (T60) gown (70D/125) Ref " HU26 HU26X (4)1/4 x 23/a (4)'/a x 13/a (2) 0148 x 1'/z 335 1,000 335 1,545 HU28" " HU28X (6)1%a x 23'a (6j'/a x 1?la (4) 0148 x 1'h a 545 1 500 : '7 2 400 HU24-2 HU024-2 (4)1/4 x 23/a (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU2672 (Mm) ^. HUG26=2 .;; (8)1/a;X23la- r (8)1/a a 13/a " (4) 0148 HU26.2 (Max) HUC26 2 {12) Ya x 23/a ; (12)1/a x 13/a (6) 0148 x 3 T 135 3 000 T 135 3 950 ' HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/a (8) Ya x 13/a (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 23/4 (12)114 x 13/a (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28' (Mlnj •• HUC28=2 (Mm) " {10) Yaxx 23h '. (10)?/aexcl3/a " (4) 0148 x"3 76D 2 500 760 3 725 HU28-2 (Max) "°' HUC284 (Max) "' {14)'Idx 231a I (14)1/4 x i 3/a (6) 0148 3 1,135 3 500 " T 735 44920 HU210 HU21 OX (8)1/4 x 23/a (8)1/a x 13/a (4) 0.148 x 11/z 545 2,000 760 2,415 HU210 2 (Min) _` HUC210`2 (h4m) - (14)'/ax 231a T (14)1/ax41?/a " (6) 0148 x 3 1;135 i 3 500 1135 4920 F; - HU210 N2 (Max) HU0210 2 (Max) " {18) (18)'/a x 13/a (10) 0149 x 3 -1 800 4 500 5 1 800 5. 085 HU210-3 (Min.) HU0210-3 (Min.) (14)1/4 x 23/a (14)1/4 x 13/a (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/a (18)1/1 x 13/a (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212> HU212X: x {10 V4X 23/a - 10 1/ax,l3la 6 0148 X 7'h T135 2 5DD r ,.. _ . - .: ",. ,. 1135 2 665 HU212-2 (Min.) HUC212• 2 (Min.) (16)1/4 x 23/4 (16)1/a x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HU0212-2 (Max.) (22)1/4 x 23/a (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU2i2-3 (Mm) HUC2]2 3 (Mln) (T6)1/d x 2314 (16)1/a x l3/a " " (6) 0148 x 3 w 1135 4 fl00 1135 HU212 3 {Max) - HUC212 3 (Max) " ` I (22)'/a°x 23/4 °- (22) �/4 x`13/a (10) 0148 x`3 - "- 1rv800 '` -. 5 085 1 800 5085 `l - HU214 HU214X (12)1/4 x 23/a (12)1!a x 13/a (6) 0.148 x 11/z 1,135 2,665 1,135 2,665 HU214-2 (Min.)" " HUG2T4-2 (Mln) `:- {TB).'L< x 23/a (18)1/a x13/a (8j 0148ax 3 ,1;515 4 500 1 515 5;085 :.' HU27;42(Max)``°! HUC214.2(Max) """' (24)Yax23/a I:' {24)Yax7a/a (12)0148x3 2;015 50852,075 5,085 HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/a x 13/a (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)114 x 23/4 (24)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU2Tfi HU2 (18) I, a 01z x/Yax 1 51a 2 920 5 92016X , 2,8}/a/ HU216-2 (Min.) HUG216-2 (Min.) (20)1/4 x 23/a (20)1/a x 13/a (8) 0.148 x 3 1,515 4,920 1,515 4,92.0 HU216-2 (Max.) HUG216-2 (Max.) (26)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 HU216-3 (Mln) ". HUC216r3 (Mm) .+: (20)'/<x 23/a I.. {20)1/4 x 13/a ;(8} 014892D '', 1 515 4,920 HU216, 3 (Max:) ' ? HUC216 3 (Max:) ".'; (26)1/ax{26)1/a x-13/a (12) 0148 x 3 2 015 5 085 HU7 (Min.) (Not available) (12)114 x 23/a (12)1!a x 13/a (4) 0.148 x 11h 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)114 x 23/4 (16)'/a x 13/4 (8) 0.148 x 11/z 1,085 3,485 1,085 3,485 HU9 {Min) {Not available) (18)1/<'x 23/a 14 (18)1/a x1 �'a (6) 0148 x 1'h § c 1' 135 3 23D ' p 1135 3230 HU9 {Max) {Not available) (24)'/a x 23/a (24)1!<x 13/a (10) P. 148 x-71� 1;445 3 735 1 445 3;735 ' HU11 (Min.) (Not available) (22)1/4 x 23/a (22)1/4 x 13/4 (6) 0.148 x 11/z 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/a (30)1!a x 13/4 (10) 0.148 x 11h 1,445 3,735 1,445 3,735 HU'l (Min j (Not available) (28)1Ia:x 23/a (28j 1/atX 7 3/a (8) 0148 x 1 ?!z 1 515 3 485 1 513 3;485 HUi 4 (Max ), (Not available) (36)'%4 x23 )a a z2 2,0151a 4,245 • :, " 38- 5TAGGER JOINTS - e�Yr-TT�I aTT-� ll ■ �a-III■ UPLIFT/SHEAR ANCHOR-1—V��I EACH TRUSS - SEE B/SKI PLAN NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY I •. RAISED HEEL TRUSS BEARING QAEGALE:I NTB ii 3ED HEEL ROOF TRU55ES PLAN i 1, i' RIBBON BOARD- SEE SCHEDULE FOR SPA'GING t FASTENING TO TRUSSES _\_MA5ONRY WALL - SEE PLAN s' I f ROOF SHEATHING- SEE I SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN w RIBBON BOARD- SEE SCHEDULE FOR SPACING 1 FASTENING TO w N TRUSSES WALL SHEATHING -SEE PLAN - MIN. 15/32' CDX PLYWOOD OR 1/I6' 055 WITH 8d GUN NAILS (0.131' X 2 1/29 0 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN 1 TRUSS -SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTOWALL- INTO END GRAIN OF ROOF TRUSS BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING B SCALE. NTs SKI RIBBON SCHEDULE` DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT VUIL=165 MPH lVaed= V • (2)12d GUN (0.131' X 3') EXP.B, 2X4 SPF02 24' TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS vult3180 MPH (2) 12d GUN (0.131' X 31) EXP. lVasMPH) EXP. C, 2X4 SPF12 16, TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS M�wMtir �Eri r9� Cwe59.B �_ 2 yp SHEET TITLE: PIBBgN OEYABidi BAgFq HEFT eOailxUgEi SHEET INFORMATION: iwllgSUEQ Il.enli vcvawm er: w SK.1 ALPINE' .,,w,wc0,VMN,f januaiT 10,,2.020 .C.a,rp,,Orite;r*jco,n"tractoirs of America, Inc.. Avenue is, NW Winter ;Haveti, FL-.33880-6201 Dear'Maft: S". raised '�, diameter ltlils come. to my attention, that some questions were sed concerning .5l./. " hales. drilled thru the chords fvvide facf,.). of sy.s42 gable ep.d. trusses tp..,allow for ihneaded rods used flir "lie downs. " If these gable ends are over continuous rapport Fully' 4eath-;M.-armd- thelfcks he.-drillj &Ab face noclose; than '4*,"*.O'.*C'.Wi't4o.tit`da.maiging.any c onnettorWates or vertim(I-webs then no repair -is required. The truss bnjsu.ppbrts: 2 feet -of floor l6ads-and nd Additiono If you have Anyquestibns,'please give me%acaffl' S er I Y, ; hib el' a l4w o 0 .6 86$67 Z,O T.E­ OF Yoon 6750 Forum .Drive; Suite 366, Orlando, FL 3.2821 -- (40Q) 521-9790­ t863).422-8.685 www_alp!npltw.cQm Alpine, an ITW Company III tffI?ffftlp •� Zr1` I'e.• +ems No. 86367 • STATE ,+t,,< <0M A - ss>� 6750 Forum Drive; Suite 305 Orlando, FL 32821 Phone: (800)755-6001 ALPINE AN 17W COMPANY www.a 1p ineitw. co m FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 docwrmt tw been *Wckw kiatPj+ aWnad 14 wkhod an odginaa jd mft ft odgkW *Wdmr is vsation. Customer: Carpenter Contractors of America IJobNumber N362326 Job Description: 7A5/320 ,4EHJH ,01 H ,RL01 14EHB _/ 2601 ]HAYDEN EXPRESS Address: 1Eri 1 a� Ja e 4 4 m$ " .k . Design Code: FBC 7th Ed. 2020 Res IntetGVIEW Version., 20.02.00A JRef#. lX3U89750138 Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso: 37.00 Building Type: Closed This package contains general notes pages, 34 truss drawing(s) and 5 detail(s). 1 078.21.1706.35410 Al 3 078.21,1706.35457 A3 5 078.21.1706.35316 A5 7 078.21.1706.35878 A7 9 078.21.1706.36504 A9G 11 078.21.1706.35659 62G 13 078.21.1706.36332 L1 15 078,21.1706.35582 EGE 17 078.21.1706.36301 EJ3. 19 078,21.1706.35520 CJ3E 21 078.2 1. 1706.36456 CJ 1 L 23 078,21.1706.35676 EJ7 25 078.21.1706.35426 CJ5A 27 078.21.17W36270 CJ52 29 078.21.1706.36113 CJ3A 31 078.21.1706.36051 CJ1 33 078.21,1706.36378 HJ3 35 A16015ENC101014 37 A16030ENC101014 39 GBLLETIN0118 2 078.21.1706.36081 A2 4 078.21,1706.36222 A4 6 078.21.1706.35816 A6 8 078.21.1706.36003 A8G 10 07811.1706.35909 B1 12 078.21.1706.35613 MEG 14 078.21.1706.36409 L2G 16 078.21.1706.35395 EJ6E 18 078.21.1706.35784 CJ5E 20 078,21 .1 706:35753 CJ1E 22 078.21.1706.36457 MG1 24 07821.1706.36050 EJ72 26 07U1.1706.35409 CJ5 28 078.21.,1706.35472 CJ3 30 078,21.1706.36176' CJ32 32 078,21.1706.36207 HAE 34 078.21,1706.35941 HJ7 36 A16015ENC160118 38 A16030ENC160118 Fiprida Certificate of Product Approval #FL1999 Printed 3/22/2021 7:49:47 AM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.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 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top_ Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in- pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.oro. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 67490 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T6 FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNc: 078.21.1706.35410 Truss Label: Al / YK 03/19/2021 rn co 6'3 TCLL: TCDL: BCLL: BCDL: 6'1"4 1229 18'3"4 2l'4"1�4 27'5"7 33'6"12 39.8" 6'1"48� 6'0"11 "J." I 6'1"4 =5X5 =5X5 E F � 39'8" 1' 9'10" 10' 10, -� 9'10" + 19,10" 29'10" Criteria (psf) 20.00 7.00 0.00 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: 22.84 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,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. 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): 0.259 L 999 360 VERT(CL): 0.481 L 983 240 HORZ(LL): 0.097 K - - HORZ(TL): 0.179 K - Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.863 Max Web CSI: 0.392 VIEW Ver: 20.02.00A.1020.20 i t1 W A� �- ��� 4q � ®a�•®8 A. No 186367 rr as 4- STATE OF or 0 ae R N V m 18'8"12 9'10" 1' 39'8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /861 /785 /303 N 1546 /- /- /861 /785 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp, Chords Tens. Comp. B - C 1981 - 3037 F - G 1518 - 2011 C - D 1835 - 2773 G - H 1835 - 2773 D - E 1518 - 2011 H - 1 1982 - 3037 E - F 1625 -1892 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2726 -1720 L - K 2369 -1414 M - L 2369 -1433 K - 1 2726 -1702 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 453 - 75 L - F 521 - 323 D - L 555 -703 L - G 556 -703 E - L 521 - 323 G - K 453 - 76 sue® a • O R 1g Sw P v /9 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 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 propey attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingA 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 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the RN—COMPAW truss in conformance with ANSI/) P1 1, or for handling, shipping,, Installation and bracingp of trusses. A seal on this drawing or cover papa 675o Forum Drive listing this drawing indicates acceptance of professional entpeenng responsibilityy solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67491 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T12 / FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 078.21.1706.36081 Truss Label: A2 / YK 03119/2021 6'1"4 12'2"9 17' 22'8" 27'57 33'6"12 39'8" 6'1"4 6'1"5 4'9"7 5'8" 4'9"7 6'1"5 6'1"4 9'10" 9'10,. Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.58 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) Bid 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. =5X5 =5X5 E F 39'8" 10, 19 19,10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.264 L 999 360 VERT(CL): 0.466 L 999 240 HORZ(LL): 0.091 K - - HORZ(TL): 0.160 K Creep Factor: 2.0 Max TC CSI: 0.680 Max BC CSI: 0.542 Max Web CSI: 0.323 Ver: 20.02.00A.1020.20 ����iav�rrirrr� O�AH -Alf #04109 _, CE e No.86367 w s �yo STATE OEV =+ k� j 9.10" 1' 39'8"�� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1645 /- /- /867 /786 /284 N 1645 /- /- /867 /786 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2105 - 3292 F - G 1649 - 2207 C - D 1949 - 3025 G - H 1950 - 3025 D - E 1649 - 2207 H - 1 2105 - 3292 E - F 1674 - 2198 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2958 -1835 L - K 2568 -1513 M - L 2568 -1532 K - I 2958 -1817 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 456 - 81 L - F 590 - 280 D - L 494 - 708 L - G 494 - 708 E - L 590 - 280 G - K 456 - 81 o,'4ds;QN Ae 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) r 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 properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310. as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to A LPI N E drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN mums= truss in conformance with ANSI/TPI Pl 1, or for handling, shipping,: installation and bracincL of trusses. A seal on this drawing or cover page 675o Forum Drive PAW listing this drawing indicates acceptance of professional enciineering responsibilit�yr solely -for the design shown. The suitability and use of This drawing for any structure 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: 67492 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T11 I FROM: RAA Qty: 2 , A51320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35457 Truss Label: A3 / YK 03/19/2021 T8"6 7'8"6 �T 9'10" 9'10" 15' 19'10" 24'8" T3"10 T 410 410„ Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: it EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.16 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T3 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; B2,B3 2x6 SP #2 N; Webs: 2x4 SP #2 N; W1,W4,W7 2x4 SP #3; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 31'11"10 39'8" T3"10 =5DX5 1112X4 T3 =5F5 39'8" 10, 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 10, 29'10" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.278 E 999 360 VERT(CL): 0.480 E 985 240 HORZ(LL): 0.092 J - - HORZ(TL): 0.159 J Creep Factor: 2.0 Max TC CSI: 0.757 Max BC CSI: 0.840 Max Web CSI: 0.385 VIEW Ver: 20.02.00A.1020.20 1141 M IIf to HWA/f No. 86367 m o +s ®� STATE OF r � o fi "r•� -T4 40 9'10" 1'� 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1692 /- /- /874 /789 /255 M 1692 A A /874 /789 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2277 - 3391 E - F 2062 - 2703 C - D 2224 - 3172 F - G 2225 - 3172 D - E 2062 - 2703 G - H 2277 - 3391 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 3045 -1981 K - J 2456 -1533 L - K 2456 -1552 J - H 3045 -1963 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - L 447 - 349 K - F 411 - 252 L - D 639 - 300 F - J 639 - 300 D - K 411 - 252 J - G 447 - 349 E - K 389 - 207 4,Iwo f' ll �•prs4e° efefd dig NMiiiallik(� 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 Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building — Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI._Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for (permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10. as applicabgle. 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 BuildinccL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOAWA. truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracinccl1of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional_engeering responsibilitty� solely-forthedesign 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: alpineitw.com; TPI: tpinst.or SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67493! HIPS Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X3U89750138 T10 / FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 ! 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36222 Truss Label: A4 ! YK 03119/2021 7'4"5 13' 19'10" 26'8" 32'3"11 39'81, 7'4"5 5'7"10 6'10" 6'10" 5'711 7'4"6 1 TCLL: TCDL: SCLL: BCDL: Criteria (psf) 20.00 7.00 0.00 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: 21.75 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; 132,133 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42%high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. - Wind loading based on both gable and hip roof types. .5X5 1112X4 =5X5 D E T2 F 39'8" 10, i 10, 19,10" r 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.292 E 999 360 VERT(CL): 0.512 E 925 240 HORZ(LL): 0.089 J - - HORZ(TL): 0.156 J Creep Factor: 2.0 Max TC CSI: 0.689 Max BC CSI: 0.778 Max Web CSI: 0.748 Ver: 20.02.00A.1020.20 WA��''P��, P No. 86367 ° 0 STATE ®F T 1 *18'8"12 "8 91101. ' 39 39 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1651 /- /- /875 f790 /225 M 1657 /- 1- /875 /790 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2451 - 3301 E - F 2514 - 2994 C - D 2372 - 3073 F - G 2372 - 3073 D - E 2514 - 2994 G - H 2451 - 3301 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2960 - 2140 K - J 2537 -1811 L - K 2537 -1830 J - H 2960 - 2122 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 504 -171 K - F 590 - 511 D - K 590 - 511 F - J 504 -171 E - K 645 - 388 or, ce t�NAL �eaiaueau'� 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 propery attached structural sheathing and bottom chord shall have a properly attache. ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the 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 BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANrt CGMPA truss in conformance with ANSI/1 PI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pate 6750 Forum Drive listing this drawing indicates acceptance of professional enccLLmeering 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: aloineilw.com: -TPI: toinst.ora: SBCA: sbcinduslrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 67494 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JR&AX31-189750138 T9 / FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNc: 078.21.1706.35316 Truss Label: A5 / YK 03/19/2021 7'4"4 11' 16'11"4 22'8"12 28'8" 323"12 39'8" 7'44 3'7"12 5'11"4 5'9"8 5'11"4 3'7"12 7'4"4 .5X5 -5X5 --4X4 5X5 D E F G 12 5 2C4 ar2H4 T (a) ' W (a) o W6 in B 1 A J �18'812 -4X6(B2) =8X10 B2 =8X8 B3 =8X10 — N 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.33 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; 132,133 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint.to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 10, 10 19,10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.307 L 999 360 VERT(CL): 0.569 L 831 240 HORZ(LL): 0.094 K - - HORZ(TL): 0.173 K Creep Factor: 2.0 Max TC CSI: 0.890 Max BC CSI: 0.825 Max Web CSI: 0.314 Ver: 20.02.00A.1020.20 ,11tti11ltf1110ftiO�A�A WAD \ of ;� � 0 �, o 0 M p� No .86367 Q ® A ©� STATE QE ®cv�� a =4X6(82) 9'10" 1' 39-15" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /872 /791 /196 N 1546 /- /- /872 /791 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2614 - 3016 F - G 2270 - 2353 C - D 2542 - 2800 G - H 2542 - 2800 D - E 2271 - 2354 H - 1 2615 - 3016 E - F 2947 - 3107 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2698 - 2287 L - K 3032 - 2643 M - L 3030 - 2659 K - I 2698 - 2268 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 823 - 601 F - K 956 - 817 M - E 951 - 814 G - K 825 - 604 op+ia® 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 an r7 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 rig4id ceiling Locations shown for permanent lateral restraint of webs shall have.bracin installed per BCSI sections B3, B7 or 1310, as.applicab�le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPA. truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use ofo is drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org: SBCA: sbcindustry.com; ICC: iccsafe.orq; AWC: awc.org - Orlando FL, 32821 SEQN: 67495 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T20 / FROM: RAA Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078,21.1706.35816 Truss Label: A6 / YK 03/19/2021 T 0 rn 1 F3 - 39'8" 9'10" ` 10, 9'10" 19,10" 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 Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 - - Pg: NA - Ct: NA CAT: NA Speed: 160 mph Pf: NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Kzt: NA Mean Height: 21.30 ft Building Code: TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. MWFRS Parallel Dist: h/2 to h TPI Std: 2014 C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAN/P Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W4 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. ��� 1'10' 7'1"1 10,10" 19110" 38"15 r 77' =5X5 1112X4 19 D =6X6 _,. -5X5 .5X5 24'830'8" + 32'�"5 39'8" 4'10" " 6' 17' T4"11 TT M (V V � �1 —,$,18'8"12 9'10" 10 1 29'8" 39,8" Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.384 F 999 360 Loc R+ ! R- / Rh / Rw / U / RL VERT(CL): 0.712 F 664 240 B 1546 /- /- /855 1788 /193 HORZ(LL): 0.104 L - - O 1546 /- /- /859 /791 /- HORZ(TL): 0.193 L Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Max TC CSI: 0.896 O Brg Width = 8.0 Min Req = 1.8 Max BC CSI: 0.836 Bearings B & J are a rigid surface. Max Web CSI: 0.917 Bearings B & J 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. VIEW Ver: 20.02.00A.1020.20 B - C 2618 - 3005 F - G 3611 - 3760 C - D 2523 - 2780 G - H 2615 - 2776 D - E 2200 - 2352 H - 1 2614 - 2789 E - F 3612 - 3761 I - J 2684 - 2992 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 2688 - 2277 M - L 3452 - 3105 N - M 3197 - 2820 L - J 2675 - 2328 lo�� � e�v{a L9 A� fr o^r i,►r�r ry Maximum P (IbsTens. �t�i�� ��Webs Tens.Comp.es bls ®` Q pl 0.0 Comp. N- D 1865 -1705 M- G 400 - 308 s N - E 1923 -1815 G - L 1049 - 864 d�' 86367 561 45 L - H 867 679 F - M - 352 o- e ei m, STATE OF ®441�4 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 shipping, Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI SBCA) fo'r to these functions. Installers and sa practices prior performing shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y Oates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE_ Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa4e RNRWCOMPgNY listing this drawingq indicates acceptance of professional enpsneering responsibilityy solely -for the design shown. The suitability and use of this drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. 6750 Forum Drive Suite 305 For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.or • AWC: awc.org Orlando FL, 32821 SEQN: 67496 / HIPS Ply: 1 FROM: RAA Qty: 1 Job Number: N362326 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS Truss Label: A7 Cusl:R8975 JROAX31_189750138 T8 / D rwNo: 078.21.1706.35878 / YK 03/19/2021 T T� 2 1711 i 14 .5X5 12 ��� 2X4 D 9'10" 9'10" 16'8" 2" 30'8" 32'614 7'8" 6'4" 7'8" 1'10' 14 —4E4 T2 —5F5 T3 =5X5 ri 10, 19,10" 39'8" 10, 29'10" 9'10" 39'8" 39'8" T in T_o,18'812 =Y/�Ot6LJ 1� 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): 0.367 L 999 360 Loc R+ ! R- / Rh / Rw / U / RL B 1546 /- /- /864 /827 /166 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.681 L 694 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.110 K - - N 1546 /- /- /864 /827 /- Des Ld: 37.00 EXP:C Kzt: NA HORZ(TL): 0.203 K Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 20.91 ft TCDL: psf 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: 0.898 N Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.869 Bearings B & I are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.320 Bearings B & I require a seat plate.Members Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) 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 Lumoer C - D 2709 - 2811 Top chord: 2x4 SP #2 N; T2,T3 2x4 SP #1; D - E 2685 -2757 G - H 2710 - 2812 H - 1 2762 -2998 Bot chord: 2X4 SP #1; E - F 3607 -3700 Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - M 2681 -2420 nails(0.113"x2.5",min.). Restraint material to be supplied L - K 3612 -3366 and attached at both ends to a suitable support by M - L 3615 -3388 erection contractor. K - I 2681 -2402 ,,ilt) t (a) or scab reinforcement may be used in lieu of CLR 60 ► A ///® Maximum Web Forces Per Ply (Ibs) * er/ Webs restraint. substitute (1) scab for (1) CLR and (2) scabs `Or ®a a e o ®+i"� Tens.Comp. Webs Tens. Comp. for (2) CLR'S where shown. Scab reinforcement to be g� '�, • ���' YS i► i� same size, species, grade, and 80% length of web ae ®� +L .cam i� D - M 776 - 568 F - K 1200 - 989 member. Attach with 0.128x3" gun nails @ 6" oc. * A� C4,-p of 10 M - E 1205 -992 No, 8636J! 0 K - G 773 -564 Wind r Wind loads based on MWFRS with additional C&C e .� e member design. i Wind loading based on both gable and hip roof types. STATE OF e I VO, a a R N At 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 BCSI. Unless per noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attache. rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply to face Oates each of -truss and position -as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE • Alpine, a division of ITW Bui ldinQQ 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, for handling; AN RW COMPANY or shipping,. installation and bracinqq� of trusses. A seal on this drawin or cover page - listing this drawing indicates acceptance of professional encLsneering responsibili solely for the design shown. The suitabilii9y and use ofQ is drawing for any sQructure is the responsibility the Building -Designer 67- Forum Drive of per ANSI/T�l 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ;_ SBCA: sbcindust .com,. ICC: iccsafe.or ; AWC: awc.org Suite 305 Orlando FL, 32821 SEQN: 67499 / HIPS Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T14 / FROM: RAA Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RLOI / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36003 Truss Label: A8G / YK 03/19/2021 2 Complete Trusses Required 7' 13'5"14 19'l0" 267T 7' r 6,5,14 T 6,4"2 6,4"2 12 =-6X6 =4X4 =8X8 =-4X4 5 U__1 C D T2 E F T3 T P rn (h 1 F3 1 39'8" 6'10"4 '1' 6'5"14 6'10"4 13'4"2 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" O.C. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Loading #1 hip supports 7-0-0 jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 6'5"14 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): N" I 39'8" 6514 T =6X6 G T M_ n 1 *18'8"12 1112X4 =8X8 =3X8 =8X8 1112X4 v 6'5"14 26'3"14 6'5"14 32'9"12 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.434 E 999 360 VERT(CL): 0.813 E 581 240 HORZ(LL): 0.071 C - - HORZ(TL): 0.133 C Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.411 Max Web CSI: 0.743 VIEW Ver: 20.02.00A.1020.20 `�e1Sd®tf Iif ft�r�rPr. Wak , 1 ea•gel� � A STATE OF 4r� 6'10"4 1' 39'8" �r ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- !Rh /Rw /U /RL B 3115 /- /- /- /1614 /- 0 3115 A A A /1614 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 O Brg Width = 8.0 Min Req = 1.8 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1762 - 3442 E - F 2781 - 5458 C - D 2492 - 4892 F - G 2493 - 4893 D - E 2781 - 5458 G - H 1763 - 3443 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 3147 -1600 L - K 4957 - 2539 N - M 3136 -1600 K - J 3137 -1601 M - L 4956 - 2539 J - H 3148 -1601 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 1951 - 991 L - F 553 - 267 M - D 488 - 672 F - K 488 - 672 D - L 554 - 267 K - G 1951 - 991 R1G 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, installing and bracing. Refer to and follow the latest edition of BCSI (Building -- Component Safety Information, by TPI andSBCA) for safPety practices prior to performing these functions. Installers shall provide temporary bracing per BC—SL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face otruss 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 respponsible for any deviation from this drawing, any, failure to build the ANMCCMPANV truss in conformance with ANSI/) PI 1, or for handling, shipping,. installatlon and bracingpof trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawingq indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.orq: AWC: awc.oro Orlando FL, 32821 SEQN: 67500 / SPEC Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T38 / FROM: HMT Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 078.21.1706.36504 Truss Label: A9G AK / YK 03/19/2021 2 Complete Trusses Required 7'1"4 10'10" 14'8" 19'10"4 24'8" 32'6" 39'8" 7'1"4 3'8"12 310" 5'2"4 4'9"12 8' 7' =5X5 12 D C E F T3 T 5 k2X4 =8X8 1112X4 -8G8 T4 =6X6 T H `° ED -4X6 A1) (a) W T V =4X8(B1) �1 A II J 1 �18'8"12 N M B3 L K = 8X10 =- H 1014 =10X10 1112X4 O 39'8" 10' 10, 7'8" 5'1"12 6'10"4 1 10' 20' 27'8" 32'9"12 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.426 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.789 F 598 240 B 2756 /- A A /1633 A BCDL: 10.00 Risk Category: II _ Snow Duration: NA HORZ(LL): 0.092 D - - O 3785 /- /- _ /_ /2265 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.30 ft HORZ(TL): 0.170 D - - Wind reactions based on MWFRS NCBCLL: 0.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 TCDL: psf Min Req = 1.6 0 Br Width = 8.0 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.730 9 5.0 BCDL: 5.0 psf Min Re q = 2.2 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.479 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.791 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 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 HS 1VIEW Ver: 20.02.00A.1020.20 Lumber Wind B - C 1792 -2983 F - G 3944 -6563 C - D 1688 - 2876 Top chord: 2x4 SP #2 N; T3,T4 2x6 SP SS; Wind loads and reactions based on MWFRS. D - E 1476 -2504 G - H 3368 - 5683 H -1 2532 -4224 Bot chord: 2x6 SP SS; B3 2x8 SP 2400f-2.OE; Wind loadingbased on both able and hi roof Webs: 2x4 SP #3; W8 2x4 SP #2 N; 9 p types. E - F 3951 -6570 Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to • Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - N 2713 -1619 L - K 3865 -2314 nails(0.113"x2.5",min.). Restraint material to be supplied N - M 5151 - 3100 5151 and attached at both ends to a suitable support by K - I 3869 - 2310 erection contractor. M - L - 3109 ��9yy4�lAl��r Nailnote 1 rYAk �t�� Maximum Web Forces Per Ply (Ibs) ®�®�N` �� Nail Top Chord: U1e:0.128"x3" nailsRow •�cE + SO Webs eD T1975C WebsTens. Co @12.00" o.c. 4� ®� Bot Chord: 1 Row @12.00" o.c. �. N 1 24 •er �+ G 797 897 Webs : 1 Row @ 4" o.c. Z+~ ® p N - E 2091 -3404 L - H 2117 -1255 Use equal spacing between rows and stagger nails ,� r No. 8636 7 a 4 E - M 1625 -973 ° in each row to avoid splitting. • ° Special Loads • (Lumber Dur.Fac.=1.25 /Plate Dur.Fac.=1.25) ®� ® STATE OF • TC: From 55 plf at -1.00 to 55 plf at 22.60 .r -0 �ft TC: From 28 plf at 22.60 to 28 plf at 32.67 �I �° • /� TC: From 55 at 32.67 to 55 at 40.67 ���'• ORM� e_ plf plf - ',b 0 BC: From 20 plf at 0.00 to 20 plf at 22.60lf BC: From 10 lf 22.60 ''s410 at at 32.64 to 10 plf N A � j4 BC: From 20 plf at 32.64 to 20 39.67 at �!! 4 TC: 177 lb Conc. Load at 22.60,24.60,26.60 TC: 169 ib Conc. Load at 28.60,30.60 TC: 380 lb Conc. Load at 32.60 BC: 1445 lb Conc. Load at 21.14 BC: 129 lb Conc. Load at 22.60,24.60,26.60 BC: 127 lb Conc. Load at 32.6o,3o.so BC: 491 FL REG# 278, Yoonhwak Kim, FL PE 486367 491 Ib Conc. Load at 32.64 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 properir 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 applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ` ALPINE Alpine, a division of ITW Buildin/$Components Group_Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 4PI 1, or for handling, shipping,. installation and bracingq� of trusses. A seal on this drawing or cover page listing this drawing indicates Nis *N� COW�- 675o Forum Drive acceptance of professional en sneering responsibility solely for the design shown. The suitability and use drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 See .2. Suite 305 For more information see these web sites: Alpine: al ineitw.com;. TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67475 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T2 / FROM: RAA Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35909 Truss Label: B1 / YK 03/19/2021 9'1"12 9'1"12 12'8" 3-8„ =5X8 zE�5X5 C T2 D 21' 3'4"8 12VA 21' 8,4„ 8'2"4 20'8"8 � 3,"8 '29' 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): 0.036 G 999 360 Loc R+ / R- / Rh / Rw / U / RL B 850 /- /- /475 /536 /137 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.066 G 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.015 H - - F 778 /- /- /396 /486 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.026 E Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 20.91 ft TCDL: 4.0 psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.822 F Br Width = - Min Re g q = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.757 Bearing B is a rigid surface. Bearing B requires a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Yes Max Web CSI: 0.949 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. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE o r Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. `olIIofIloryfrt'o \ e O ® e0 NO. 006367 90 • a 40 0 Q. P .a o. ®® STATE OF p 41 C - D 1178 -1073 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1088 - 958 H - G 1093 - 956 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - E 825 -717 E - F 708 -706 lop ®X�®COR1D�— ®��BaSeaNAit till 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 anSBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have proper)vv 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. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the MrrWCOWP truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing -this drawing indicates acceptance of professional en ineenng responsibili�y solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the BuildingVesigner 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.oro Orlando FL, 32821 SEQN: 67478 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T5 ! FROM: RAA Qty: 1 ' A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35659 Truss Label: B2G / YK 03/19/2021 7' 14'8" 7' 7'8" 1, + 6'10"4 6' 10"4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x6 SP SS; Bot chord: 2x4 SP 2400f-2.OE; B2 2x4 SP #1; Webs: 2x4 SP #3; W2,W4 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading #1 hip supports 7-0-0 jacks with no webs. Left side jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. Right side jacks have 6-4-0 setback with 0-0-0 cant and 0-0-0 overhang. 6X6 _ 6X6 C T2 D 21' Tl 1 "8 14'9"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): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.136 H 999 360 VERT(CL): 0.253 H 989 240 HORZ(LL): 0.043 E - - HORZ(TL): 0.081 E Creep Factor: 2.0 Max TC CSI: 0.786 Max BC CSI: 0.945 Max Web CSI: 0.696 VIEW Ver: 20.02.00A.1020.20 glg`t111@IPlfIf)®` N�A WAS ray �y1 P1Q 0e4110 a CENS No 47 STATE OF ®Lu� 21' 6'4" 5'10"12 20'8"8 � 3''8 '2'1' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1605 /- /- !- /997 /- F 1559 /- !- /- /953 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1967 - 3258 D - E 1904 - 3157 C - D 1711 - 2847 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 2932 -1748 H - G 2901 -1743 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - C 650 -106 G - E 2741 -1621 D - G 518 - 37 E - F 968 -1535 Wind s®®� P® ` 0RIVrV .1% Wind loads and reactions based on MWFRS. d Right end vertical not exposed to wind pressure. iWe��S 0ON A 1 Wind loading based on both gable and hip roof types. 41 1161 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 sses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary ing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly ched rNd.ceilin Locationsshownfor permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10. applicable. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to Nings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ne, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the sin conformance with ANSIrTPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawinqq or cover page ig this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this Ning for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. more information see these web sites: Aloine: aloineitw.com: TPI' toinst.oro: SBCA• shcindustrv.com• ICC icosafe orn" AWC, awc nrn P ALPINE --COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67479 / HIPM Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T39 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35613 Truss Label: MEG / WHK 03/19/2021 5'9"8 11'8"15 5'9"8 5'11 "7 5'11"4 5' 11 "4 =5X8 C 1112X4 D 17'8"6 17'111"14 5'11"7 3'8 =4X12 E 1112X4 = 5X14 = 3X6 1113X6 17'11"14 5'9"11 11'8"15 5'11 "7 17'8"6 TT F 1 (o T 8„8' Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Lldefl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.142 D 999 360 Loc R+ / R- / Rh / Rw / U / RL J 1P48 /_ /_ /_ /541 /- BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.262 D 813 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.024 C - - F 1537 /- /- 1- /686 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.044 C Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 It TCDL: psf Creep Factor: 2.0 J Brg Width = 8.0 Min Req = 1.7 Soffit: 0.00 5.2 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.877 F Br Width = 1.6 Min Re 9 q = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h!2 TPI Std: 2014 Max BC CSI: 0.796 Bearings J & F are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Varies by Ld Case Max Web CSI: 0.824 Bearing J requires a seat plate. Loc. from endwall: not in 4.50 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 Lullluer Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Rt Bearing Leg: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 5.79 TC: From 27 plf at 5.79 to 27 plf at 17.99 C - D 1282 - 2958 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -1 2687 -1092 I- H 2711 -1083 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. BC: From 20 plf at 0.00 to 20 plf at 5.82 wiM� 1111f ilff D - H 551 -622 E - F 1458 -2167 TC: F1411Ib Conc. Load 1Load atf at 55.85 .82 �7.851 9 815,11.85f at 7 70 ��,0`�ow1 j t WI•y f'j�3p H -E 2848 -1195 13.85,15.85 `q • ♦ • • • • ,°� A1 6 A' TC: 247 lb Conc. Load at 17.71 �°+ ': E ��` E • ®s, BC: 221 lb Conc. Load at 5.82 q® •® �° • ®� BC: 106 lb Conc. Load at 7.85, 9.85,11.85,13.85 • •e i 15.85 „ No.86367 R m Wind � � © • Wind loads and reactions based on MWFRS. e Right end vertical not exposed to wind pressure. a STATE OF • Wind loading based on both gable and hip roof types. r 0 • t�' °•�``' •• Z0R1p� ep� FL REG# 278, Yoonhwak Kim, FL PE 486367 63/22/2021 **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 sha4[ have proper)Y attached structural sheathing and bottom chord shall have a properly_-. attache J rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. AppTy plates to each face otruss and position as shown above and on the Join- Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. • Alpine, a division of ITW BuildingComponents Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the AN T, COMPANY truss in conformance with ANSIrI PI 1, or for handling, shipping,. installation and bracing of,trusses. A seal on this drawing, or cover page 675o Forum Drive listing this drawing indicates acceptance ;of professional engineering responsibilityV 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: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 674761 COMN Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T24 ! FROM: MRS city: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36332 Truss Label: L1 AK / YK 03/19/2021 5 10, 5' 5' 12 = 4X4 4 T B D ih E T--T$,$„ 2X4(A1) 1112X4-2X4(A1) 10, 1 + i` 5' , Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.016 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.028 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.009 F Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.396 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.306 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.079 Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): 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 429 /- /- /273 /206 179 D 429 J- /- /187 /206 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1066 - 641 C - D 1066 - 641 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 578 - 825 F - D 578 - 825 N WA ° +1 **see �l''r. ® No.86367 m amp ® 8 ® ST ATE OF Ilk 0 If NAI 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 an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise; top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _ as applicable. App�y plates to each face otruss and position as shown above and on.the Join Details, unless noted otherwise. Refer to ALPINE� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCO... truss in conformance with ANSI 1, or for handling, shipping,. mstalla ion and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance ;of professional en rneering responsibilit� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see _these web sites; Alpine: alpineilw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.ora Orlando FL, 32821 SEQN: 67480! HIPS Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X3U89750138 T36 / FROM: MRS Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36409 Truss Label: L2G �AK / WHK 03/19/2021 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 " 3' 7' + 10, 3' 4' 3' = 4X4 4XX4 T B E q F 8'8N H G 1112X4 1112X4 2X4(A1) = 2X4(A1) 1 3'1"12 3'1"12 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 3.00 TC: From 27 plf at 3.00 to 27 plf at 7.00 TC: From 55 plf at 7.00 to 55 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 98 lb Conc. Load at 3.03, 6.97 TC: 63 lb Conc. Load at 5.00 BC: 119 lb Conc. Load at 3.03, 6.97 BC: 50 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 10, 8 6' 10"4 310,12 1 Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct:,NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.037 G 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.074 G 999 240 B 628 /_ /_ /_ /276 A Snow Duration: NA HORZ(LL): 0.011 G - - E 628 /- /- /- /276 /- HORZ(TL): 0.020 G Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 FBC 7th Ed. 2020 Res. Max TC CSI: 0.337 E Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.502 Bearings B & E are a rigid surface. Rep Fac: Varies by Ld Case Max Web CSI: 0.070 Bearings B & E require a seat plate.Members FT/RT:20(0)/10(0) not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE VIEW Ver: 20.02.00A.1020.20 B - C 506 -1313 D - E 506 -1313 C - D 461 -1249 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1226 - 466 G - E 1226 - 466 H - G 1249 -461 1,,JjjlIIIIIpi� o ,'wa°`p AH WAk `'�• No.86367 Q STATE 4F ®rr� NaAIL- 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 an fabricating, for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly - ,iid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 e. Apply plates to each face, oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to rvmgs r dun-c for standard prate positions. nerer to too s general notes page ror aaanionai information. ne, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the s in conformance with-ANSI/1 PI 1, or -for handling, shipping,, installation and bracing of trusses. A seal on this drawingor cover page ig this drawing indicates -acceptance of professional emmneering responsibilityy solely -for the design shown. The suitabilify and use of this amg for any sgr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. more information see these web sites: Alpine: alpineitw.com: TPI: tvinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora AL NE AN RW COWANY 6750 Forum Drive Suite 305 Orlando FL, 32821_ .. SEQN: 67477 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T17 FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35582 Truss Label: EGE / YK 03/19/2021 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 6"l 1'8"12 1'1 "8 1'8"12 "12 1112X4CD F 3 8 12 i 1212 �1 + 1812 ?112 1'812 1" 11 "8 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 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. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): TT w CO Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 F HORZ(TL): 0.000 F Creep Factor: 2.0 Max TC CSI: 0.177 Max BC CSI: 0.014 Max Web CSI: 0.061 Ve r: 20.02.00A.1020.20 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 131 /- /- /113 /86 /49 B 42 /- /- /24 /4 A G 49 /- /- /30 /33 A Wind reactions based on MWFRS B Brg Width = 1.5 Min Req = 1.5 B Brg Width = 14.5 Min Req = 1.5 G Brg Width = 7.5 Min Req = 1.5 Bearings B, B, & F are a rigid surface. Bearings B, B, & F require a seat plate. Members not listed have forces less than 375# IMIIIYff?0 HWAA- No. 86367 � i p i s ® ® E w P STATE OF 'i S ��sg'*V` es FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per-BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. F�efer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracingq of trusses. A seal on this drawln or cover paqe listing this drawing indicates acceptance of professional encqlineenng responsibilittyy solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer perANSI/T I 1 Sec.2. For more information see these.web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.or • AWC: awc.oro ALPINE M"WCCWP 6750 Forum Drive - Suile 305 Orlando FL, 32821 SEQN: 67459 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X3U89750138 T7 ! FROM: RAA Qty: 7 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35395 Truss Label: EJ6E / YK 03/19/2021 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 1 Z 1019"11 4 co d LO `— N CO B N A 8,$„ D 4X4(B1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 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. a y • : 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): 0.007 D HORZ(TL): 0.012 D Creep Factor: 2.0 Max TC CSI: 0.805 Max BC CSI: 0.356 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 283 /- /- /210 /119 /117 D 106 /- /- /58 /- /- C 141 /- /- /85 /126 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,e��t�ttrrnrhrrp No 86367 a � Q ® o s a, STATE OF sp,� �di flR1a� p r t • � P, IV �e I— s®,NS0ONAI_ °0lliiw1kt1%%`ii 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 B10, iless noted otherwise. Refer to Nang Tor any structure IS the re more information see these web not be responsible for any deviation from this drawing, any, failure to build the i g,• nstallation and bracingctof trusses. A seal on this drawing or cover page enng responsibilit�yy solely -for the design shown. The suitability and use Nis ugnerper ANSI/TPI1 Sec.2. ALPINE AN —COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67460 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef., 1 X3U89750138 T42 / FROM: MRS Qty: 3 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36301 Truss Label: EJ3 AK / YK 03/19/2021 12 4 C T 9r$7 B M r— ti q $r$n D �— 1, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord r� Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D - Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.135 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /149 185 /67 D 50 /- /- /27 /- /- C 63 /- /- /36 /54 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# • rl �d No. 86367 b q °o STATE OF ivj 0'�� �: �fl�ia 41i S�NA� � �j�/elliliII10%b 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 ITW BuildinWgrn truss in conformance with ANSIITPI 1, listing this drawing indicates.acceptan drawing for any structure is the respon: For more information see these web sites: not be responsible for any deviation from this drawing, any failure to build the A La I N E t AN OW COMGANY g,. not. ion and b of in0.0. ofthe design A seal on this drawing or cover of a 6750 Forum Drive Bring responsibilitt��rr solely -for the design shown. The suitability and use of This - ;igner per ANSI/TPI 1 Sec.2. Suite 305 I: tpinst.oM; SBCA: sbcindustry.com; ICC: iccsafe.org• AWC: awc.org Orlando FL, 32821 SEQN: 67461 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T37 / FROM: RAA City 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 f HAYDEN EXPRESS DrwNo: 078.21.1706.35784 Truss Label: CJ5E / YK 03/19/2021 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 Soacina: 24.0 " 17 C 4 10'6"5 co B N N A 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: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4'11"4 4' 11 "4 Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D HORZ(TL): 0.007 D Creep Factor: 2.0 Max TC CSI: 0.560 Max BC CSI: 0.250 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 `0111t�rrerv►r �A�A WA if ;0,+i C E NS'�,' No.86367 a y p�gvao STATE OF��cc,�� ,� a ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /191 /108 /102 D 90 /- /- /49 /- /- C 119 A 1- 171 /107 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ORIV o' ,0NA L. ,�, 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 satPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properi attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs.shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face -of truss and position as shown above and on the Join Details, unless noted otherwise. FZefer 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 truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a s75o Forum Drive listing this drawing indicates acceptance of professional encLmeenng responsibilittyy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIrr 11 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcinduit .com; ICC: iccsafe.org_AWC_: awc.org Orlando FL, 32821 SEQN: 67462 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T32 / FROM: RAA Qty: 2 .7A5/320 ,4EHJH 101 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35520 Truss Label: CJ3E / YK 03/19/2021 T Tl 12 4 F77- C 1, 2'11"4 2' 11 "4 T cM r- 9' 10"5 Loading Criteria (psf) TCLL: 20.00- TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA -Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 183 /- /- /147 /82 /66 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.001 D D 52 !- /- /27 /- /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.001 D - C 64 /- /- !35 /61 /- 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: 0.290 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.078 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 IVIEW 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. ,Wq rr,r ���r .�a�' k ,' AA cEN 4 o No. 86367 • o ° STATE 4F a �ORI��; s/0 �IJOO ile8i11111 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 haveproper)v 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 applicabgle. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingTComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page _ listing this drawing indicates acceptance of professional enc�rneering responsibility solely -for, the design shown. The suitability and use ofO is drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. -- For more information see these web sites: --Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: icCsafe.ora: AWC: awC.ora ALPINE ANrrWCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 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,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 (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 139 /- /- /129 /95 /32 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 D D 14 /- /- /11 /3 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.000 C - - C - /-11 /- /28 /30 /- 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: 0.186 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.025 D Brg Width = 1.5 Min Req = - 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 = - Bearing B is a rigid surface. Loc. from endwall: Any FT/RT:20(0)/10(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 r-umner 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. CE No.86 7 STATE OF 11iONYA r°4+a114111eI,111% 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 of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be res onsible for any deviation from this drawing, any failure to build the ANMCOMVANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installarion and bracingg. of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit�yy 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: tpinst.org; SBCA: sbcindustrv.com; ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN:67464/ JACK I Ply: 1 Job Number: N362326 Cust:R8975 JRef:1X3U89750138 T40 / FROM: MRS Qty: 4 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 078.21.1706.36456 Truss Label: CAL AK / YK 03119/2021 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 4 C B 31 A D 2X4(A1) 1 � Bye 11 "4 a Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T Tr T' 11 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.198 Max BC CSI: 0.025 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 9'0"3 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 141 /- /- /134 /102 131 D 10 /-1 A /16 /11 /- C - /-15 /- /29 /27 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�,g11111f11tftt,�I cENS e. C � N • �Sd4 No, 86367 s y G (a N W r 0' ; STATE OF �,� w foe �o P���Ss�ONAL �s �ealt'�ie�etfle FL REG# 278, Yoonliwak 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 ancc77 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appli-above. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the M1111 Co,,,,,AW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawingor cover page 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitabiliy 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: alpineitw.com; TPI: tpinsl.orq; SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.ora Orlando FL, 32821 SEQN: 67482 / MONO Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T23 FROM: RAA Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36457 Truss Label: MG1 �AK / WHK 03/19/2021 2 Complete Trusses Required M11 3'2"8 3'2"8 7' 3'9"8 1112X4 12 5I% g 4BX4 m X4A(A1) Lj 18'8"12 E D 1114X6 1114X8 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.70 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at 0.00 to 55 plf at 7.00 BC: From 10 plf at 0.00 to 10 plf at 7.00 BC: 161 lb Conc. Load at 1.09 BC: 1559 lb Conc. Load at 3.00 BC: 778 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 3'0"12 3'0"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): 3'11"4 7' Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.021 E 999 360 VERT(CL): 0.038 E 999 240 HORZ(LL): 0.005 D - - HORZ(TL): 0.009 D Creep Factor: 2.0 Max TC CSI: 0.244 Max BC CSI: 0.667 Max Web CSI: 0.439 VIEW Ver: 20.02.00A.1020.20 � y�t�,dnrrrrr No- 86367 9 Rya fat r Jcs b + ' �� STATE OF'�—er®7k,� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 1508 /- /- /- /956 /- D 1445 /- /- /- /945 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 931 -1442 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 1311 - 843 E - D 1252 - 808 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. E - B 948 - 568 B - D 858 -1330 od 4ieeo��®® ,®1 ONdAL 0�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 Component Safety Informatior bracing per BCSI. Unless note attached ri id ceiling -Location as appllcabe. Apply plates to drawings 160A-Z for standard Alpine, a division of ITW Buildina Components Group Inc. sh any all not be responsible for any deviation from this drawing, any failure to build the ping,. installation and bracing of trusses. A seal on this drawin or cover page neering responsibilityv solely -for the design shown. The suitability and use of this )esignerper ANSINI 1 Sec.2. TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.om, AWC: awc.oro ALPINE AN M COAWANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67434 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U8975D138 T18 / FROM: RAA Qty: 22 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 078.21.1706.35676 Truss Label: EJ7 / YK 03/19/2021 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 21"0"3 12 5 M Cl) M f� Cl) B A 18'8"12 D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.50 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7 7' Snow Criteria (Pg,PfinPSF) 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): -0.016 D HORZ(TL): 0.021 D Creep Factor: 2.0 Max TC CSI: 0.794 Max BC CSI: 0.537 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 Q�A�i WA,-fago. 000. moo` LAC E N,9 , 'p. d No.86367 0 `. u � m + v-)b srArE OFft ®�g. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 327 /- /- /224 /164 /210 D 129 /- /- /70 A P C 177 P A /99 /208 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. Bearing B requires a seat plate. Members not listed have forces less than 375# ire, r 0N R 11��, !! 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 the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10, '11ess noted otherwise. Refer to ne, a division of ITW Buildingq�Components Group Inc. shall not. be respponsible for any deviation from this drawing, any failure to build the s in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingp of trusses. A seal on this drawing or cover page rig this drawing, indicates acceptance of professional en sneering responsibilittyy solely -for the design shown. The -suitability and use of this nnng for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. more information see these web sites: Alpine: alpineitw.com• TPI: tpinst.or • SBCA: sbcindustry.com; ICC: iccsafe orq• AWC• awc orq ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67443 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef: 1X3U89750138 T22 / FROM: RAA Qty: 3 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36050 Truss Label: EJ72 / YK 03/19/2021 6"3 t 2' --rn-rkw I/ 7' 7' C 21-1T3 M � M M � O V 18'8"12 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,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA ' Ce: NA Lu: NA Cs: NA Deft/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 395 /- /- /297 /219 /231 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.012 D D 127 !- /- /67 /- /- Des Ld: 37.00 E XP: C Kzt: NA Mean Height: 20.29 ft HORZ(TL): 0.016 D - - C 169 /- /- /90 /199 !- NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.738 B Br Width = 8.0 Min Re 9 q = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.527 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearing B is a rigid surface. Bearing B requires a seat plate. GCpi: o.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. �C E NsAC+ No. 86367 STATE OF�ccs S N A 1 tW 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 properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI/1 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 enQrneenng 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; sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Odando_FL, 32821 SEQN: 67444 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRet: 1 X3U89750138 T4 / FROM: HMT Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35426 Truss Label: CJ5A / YK 03/19/2021 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 III3X8(E3) D 4X4(E3) 5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.41 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 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Lt Slider: 2x4 SP #3; block length = 2.000' Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 3' 10"4 4'3"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 21'0"2 v N 18'8"12 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.033 B HORZ(TL): 0.038 B Creep Factor: 2.0 Max TC CSI: 0.598 Max BC CSI: 0.195 Max Web CSI: 0.176 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 161 /- /- /95 /60 /114 D 80 /- /- /44 /- /- C 113 !- /- /65 /138 A Wind reactions based on MWFRS A Brg Width = - Min Req = - D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Members not listed have forces less than 375# ot�torr�r No, 86367 ar ® e a.0a .(�• STATE OF��® cc,� 'fi®�a`S+404NA: l� FL REG# 278, YoonhAvak 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)v attached structural sheathing and bottom chord shall have a properly attached ri4id ceilin Locations shown for permanent lateral restralot of webs shall have bracing installed per BCSI sections B3, 87 or B10, as applicable. App y 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 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 ANMCO SAW truss in conformance with ANSV PI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawing or cover page listing this drawin indicates acceptance of professional enq neering responsibility solely -for the design shown. The suitability and use of This Forum Drive 675o Suite os 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821 SEQN: 67445 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T26 FROM: RAA Qty: 8 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35409 Truss Label: CJ5 KID / YK 03/19/2021 T 6"3 C 12 2011"14 5 �r 00 N N B i 18'8"12 D 4X4(B1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.07 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Sot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4' 11 "4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria. PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.006 D HORZ(TL): 0.007 D Creep Factor: 2.0 Max TC CSI: 0.624 Max BC CSI: 0.258 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /180 /128 /152 C 121 /- /- /67 /143 /- D 91 /- /- /49/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# a`�d�1 t� If 11 PNr���i Q Na, 86 � R + i +ems STATE OF, • j0RID� J�NAa 441111600 1C a;b 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 properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN" COMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawingor cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engiineenng responsibility solely -for the design shown. The suitabiliy and use of This drawing for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org: AWC: awc.ora Orlando FL, 32821 SEQN: 674461 JACK Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X3U89750138 T30 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36270 Truss Label: CJ52 / YK 03/19/2021 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 20'11"14 12 5 00 N (V B M 18'8"12 A D 4X4(B1) I_ 2' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: If EXP: C Kzt: NA Mean Height: 19.86 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 end Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4' 11 "4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D HORZ(TL): 0.005 D Creep Factor: 2.0 Max TC CSI: 0.572 Max BC CSI: 0.248 Max Web CSI: 0.000 V e r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 325 1- /- /259 /186 /173 C 109 /- /- /53 /131 /- D 90 /- /- /47/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# o No, 86367 w ° w ® ! w STATE OF , —,`� w 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 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 propeHy 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. 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 BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMC(1N8pNY truss in conformance with ANSIII PI 1, or for handling,- shipping,. installation and bracin4 of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityV solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIMI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com;. TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.or • AWC: awc ora Orlando FL, 32821 SEQN:67447/ JACK Ply: 1 Job Number: N362326 Cust:R8975 JRef:lX3U89750138 T27 / FROM: RAA Qty: 8 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 ]HAYDEN EXPRESS DrwNo: 078.21.1706.35472 Truss Label: CJ3 KID / YK 03/19/2021 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 2' 11 "4 1 ale 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.65 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 _ Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0,001 D Creep Factor: 2.0 Max TC CSI: 0.291 Max BC CSI: 0.080 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 182 /- /- /139 /96 /98 C 66 /- /- /34 /81 /- D 53 /- /- /28/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ' WAA, r�`', e�cE�sr,f�`�'� OIL o No, 86367 m e s +� STATE 4F QN OR 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) r safPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have �roper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face otruss and position as shown above and on the Joint9Details, 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 AN RW CONWANV truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinn of. trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing-indicatesacceptance;of-professional engineering responsibilityy solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For.more information see these web sites: -Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67448 / JACK Ply: 1 Job Number: N362326 Cust: R a975 JRef:1X3U89750138 T13 / FROM: RAA City: 1 , A5/320 ,4EHJH ,01 H ,RL01 14EHB / 2601 1 HAYDEN EXPRESS DrwNo: 078,21.1706.36113 Truss Label: CJ3A / YK 03/19/2021 T 6"3 i 4X4(B1) 12 5 [::�7- B 2' 11 "4 211 "4 20'1'14 a0 (s,18'8"12 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 115 /- /- /69 /44 /76 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.002 C B 74 /- /- /42 /88 /- Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 19.86 ft HORZ(TL): 0.002 C - - C 54 /- /- /30 NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.343 A Br Width = 8.0 Min Re 9 q = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.112 B 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 A is a rigid surface. Bearing A requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. No. �fi3�� +- ® STATE OF o. psf OpN+Ae 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 Trusses require extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached riV ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10, as applicable. AppTgy plates to each face oTtruss 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 Building Components Group Inc. shall not. be res onsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,. installapion and bracincl of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enc�meering 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/TXI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: tpinst.org; SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.ora Orlando FL, 32821 SEQN: 67449 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3lJ89750138 T31 / FROM: RAA Qty: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36176 Truss Label: CJ32 / YK 03/19/2021 T 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 " L Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.44 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. --r/.-rku 11 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA PE NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): C Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(TL): 0.003 D Creep Factor: 2.0 Max TC CSI: 0.781 Max BC CSI: 0.129 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 T20' 1 "14 BID 00 N 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 268 /- !- l233 /165 /118 C 44 A /- /27 /61 P D 51 /- /- /27/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ``jIIIRY4►IIf1t p ,b,``QNAH AA- /l AY a 4r G4 m No. 85367 +�STATE OF ®4r� J NAL rafa�aat<��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 quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary r BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have -a properly aid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 fle.- Apply plates to each face of truss and position as shown above and on the Join Details. unless noted otherwise. Refer to Is l MA-L Tor stanoara plate positions. KeTef to )OD-s General Notes page Tor acaitional information. a division -of ITW Buildin$Components Group. Inc. shall not be responsible for any deviation from this drawing, any, failure to build the conformance with ANSI/1 PI 1, or for handling, shipping,. installation and bracing of trusses.- A seal on this draw(np or cover page ils drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this I for any shcture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE AN COWANV 6750 Forum Drive Suite 305 -" Orlando FL, 32821 AWC: SEQN: 67450/ JACK Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X3U89750138 T28 / FROM: RAA City: 10 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 078.21.1706.36051 Truss Label: CA / YK 03/1912021 T 6"3 12 5 C �- 11 "4 1, { 11 "4 I 11 "4 19'3"14 0 � 18'8"12 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 135 /- /- /123 /90 /44 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 D C - /-11 /- /29 /31 /- Des Ld: 37.00 EXP: C Kzt: NA 0.000 C D 14 /- /- /10 /3 Building Code: NCBCLL: 10.00 Mean Height: 19.23 ItHORZ(TL): 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: 0.168 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: 0.022 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 D Brg Width = 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 -Jiuvi 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. ���'ti111111/lO�p�B No 86367 4V 4 � � w STATE OF oddollidNAL 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 rior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have- proper PY 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. AppTgy Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise-_ f�efer to ' _ drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa e listing this drawing indicates acceptance of professional engineenng.responsibilitV solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer perANSIMI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: 1 inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or _ ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN:67467! HIP_ Ply: 1 Job Number: N362326 Cust:R8s75 JRef:1X3U89750138 T1 ! FROM: RAA Qty: 1 7A51320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 078.21.1706,36207 Truss Label: HJ6E / YK 03/19/2021 12 C 2.83 10'97 1 T-41 •— N fr) Y_ N � B N s-�114 A 148'8" D 2X4(A1) 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: 0.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL:5.0psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 5-9-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (3) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 8'2"5 8'2"5 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.594 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 250 /- A /- /127 /- D 115 A /- /32 /- /- C 273 A A A /211 A Wind reactions based on MWFRS B Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �`I`it111�1Rpirrr� W�4k r. ei too* l� _=A AA Na, 8 367 4 d P 0 A STATE OF 4, 4m OR I NAI � � 4Idi1111a14t 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 saTPety practices prior to performing these functions. Installers -shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl ripid-ceilin 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 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/1 PI 1, or for handling, shipping,, installation and bracin44of trusses. A seal on this drawin or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.org; AWC: a rg Orlando FL, 32821 SEQN: 67468 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T43 / FROM: MRS Qty: 2 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36378 Truss Label: HJ3 AK / YK 03/19/2021 -V5 1Y 2.83 o C Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II 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; Special Loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.41 to 54 plf at 0.00 TC: From 2 plf at 0.00 to 2 pif at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: -2 lb Conc. Load at 1.37 BC: 19 lb Conc. Load at 1.37 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4'2113 4r2"3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.144 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 T918114 N co 81811 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw . / U / RL E 142 /- /- /- /86 /- D 69 /- /- /- /6 /- C 36 /- /- A /8 A Wind reactions based on MWFRS E Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Members not listed have forces less than 375# i CEN N0, 86367 - • STATE 4Fdr WO h h -ZORO ®� S' ° •po Ate ° 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)Y attached structural sheathing and bottom chord shall have a properly attach etl 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, o 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 Buildingq�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityry 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- alpineitw.com; -TPI: tpinsl.orq; SBCA: sbcindustry.com; ICC: iccsafe.orq; AWC: awc.orq Orlando FL, 32821 SEQN:67452! SPEC Ply: 1 Job Number: N362326 Cust:R8975 JRef1X3U89750138 T19 / FROM: RAA Qty. 5 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35941 Truss Label: HJ7 / WHK 03/19/2021 Loading Criteria (psq 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 " 5'7"8 57'8 9'10"1 4'2"9 0 21'10"2 12 3.54 ;4X4 C in 50 ih r` ih B A Li 18'8"12 G F E �— 1'5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.50 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: NA GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Refer to General Notes for additional information Provide (3) 16d common 0.162"x3.5", toe -nails at TC. Provide (3) 16d common 0.162"x3.5", toe -nails at BC. 5'5"12 5'5"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): 3'6"3 1 C 8'11"15 91 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.044 G 999 360 VERT(CL): 0.082 G 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.014 C Creep Factor: 2.0 Max TC CSI: 0.512 Max BC CSI: 0.699 Max Web CSI: 0.268 VIEW Ver: 20.02.00A.1020.20 ,1�I jI II I II rrif,tf,* opNHW Ak ''%p 000 oil �' a a N0.86367 .s STATE OF b ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 324 /- /- /- /205 /- E 363 /- A /- /142 /- D 211 /- /- /- /206 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 439 - 713 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 664 - 404 G - F 654 - 406 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 458 - 737 s. 0 1tJ�1D� • ,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 Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow theaatest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly — attacheo rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, 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 Buildin$gComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyv 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 insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 P Gable Stud Reinforcement Detail AS.CE 7-10i 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or1 i?n mnin Winri Cn-rl_ ii, Munn w- ink+ Pnn+Inii,, Cn,-Ir. A G'.,..-- n v-.+ - tnn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) ix4 'L' Brace * (1) 2x4 'L' Brace x (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, 8' 14' 0' 14' 0' - S P P #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' F Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' Q Standard 3' 8' 4' 11' S' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14, 0' 14' 0' OJ #1 4' 0' 6' B' 6' 11' 1 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 1 121-9' 14' 0' 14' 0' J S P , #2 3' 10, 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' i' 10' 5' 10' 10, 13' 9' 14' 0' 14' 0' 14' 0' U LIP Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' 6 Q 1-I 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' B' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' ill 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' 01 D F- 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' 0 #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' V 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U LIC Stud 4' 7' 8' 2' ,8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 0 f� I Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 1 8' 7' 9' 9' 1 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 140' �-I #3 4' 9' 7' 4' 7' 10' 1 9' 8' 10, 1' 11' 1 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' -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' Standnrd 4' 7' 6' 6' 6' 11' 1 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 14'. Vertical length shown In table above. Connect diagonal at midooint of vertical AN ITW CO 11 514% Earth l City\ Expressway \ \ Suite\ 242 \ \ Eanh\ City,\ MO\ 63045 2x6 DF-L #2 or better diagonal bracer single or double cut (as shown) at upper end. AboutIL T 18' )K ^, L l nrP I r L 1 Wl V\ Refer to chart abdrie w.VARNDxilww READ AND FII1.12V ALL NOTES ON TNIS DRAVM • .wmPaRTAMIw. FURraSH THIS DRAWDM TU ALL CONTRACTORS D+CI.uDING THE INSTALLERS e Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and illow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for safety actices prior to performing these functions. Installers shall provide temporary bracing per BCSL iless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor Intl have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs call have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face truss and position as shown above and on the Joint Details, unless noted otherwise. �Fer to drawings 16CA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc ds drawing, any follure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, -tallotion & bracing of trusses. A seal on this drawing or cover page llsUV this drawing, Indicates acceptance of professional oneering responsl ity solely for the design shown. The sWtabAlty and use of this drawing r any structure is the responsbRity of the Building Designer per ANSI/TPI 1 Sec2. LL For more Information see this Job's general notes page and these web s4cta�'L%f ALPINE www.alpineitw,coml TPD www.tpinst.orgi SBCA, wvw.sbcindustry.orgi I00 wwwi ItIIIy IW Ak rorPi� r Bracing Group Species and Gradesi Group At S ruce-Plne-Fir Hen -Fir #1 / #2 Standard1 #2 iStud #3 1 Stud 1 #3 Standard Dou Las Flr-Larch Southern Plnewww #3 #3 Stud Stud Standnrd Stnndard Group Bi Hem -Fir #I & Btr #1 Dou Ins Fir -Larch Southern Pinewww #11 #1 #2 #2 ix4 Braces shall be SRB (Stress -Rated Board). sumwFor 1x4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values moLy be used with these grades. Gable Truss Detail Notesi Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Goble end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0,128'x3.0' min) naps. )K For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o,c, between zones. )K)KFor (2) 'L' braces- space nails at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of SOX of web member length. II Gable Vertical Plate Sizes II 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 + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 AX. TOT, LD, 60 PSF MAX, SPACING 24,0' Gable Stud Reinf orcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enc(osed, Exposure C, Kzt = 1.00 ❑r, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) lx4 'L' Brace w Q) 2x4 'L' Brace w (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace w (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B [- S P #1 / #2 3' 10, 6' 7' 6' 10' 7' 9' B' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' 0) U r #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 611, 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' o Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' (3' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d cu D F Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13, 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9: 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P F #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U IJ P Stud 4' 2' 7' V 7' 6' 8' 9' 9' 1' 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' Q1 o f� Standard 4' 2' 6' 1' 6' 5' 8' 8' 8' 10' 5' 10' 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 0 9' 0' 9' 4' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' I1' 0' 13, 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 1 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' 0) ° D L Stud 4' 4' 6' 5' 6' 10' B' 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' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P F #3 4' 7' B' 2' 8' S' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 1 14' 0' 14' 0' 14' 0' Li U I I [ Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O III Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 1 9' 11' 10' 3' 1 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7 9' 9' 10' 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' .--I D F L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 1 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 diagonal at midpoint of vertical web. AN ITW COMPANY \ \ 514\ Eanh\ City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 L 'L' Brace End Zones, typ. 2x6 DF-L #2 or better diagonal "r- bracet single 8, or double cut (as shown) at . I L upper end. IPI vl� `ut `Ut Refer to chart abo'PE wwVARNINGIww READ AND FOLLOV ALL NOTES ON THIS DRAVINGI d, wwIi FURNISH THIS DRAVDIG TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and allow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety •actices prior to performing these functions. Installers shall provide temporary bracing per SCSI. ,less noted otherwise, top chord shall hove properly attached structural sheathing and bottom cho ,all have a properly attached rigid telling. Locations shown for permanent lateral restraint of web! ,all have bracing Installed per BCSI sections 313, B7 or 1110, as applicable. Apply plates to each face truss and position as shown above and on the Joint Details, unless noted otherwise. Fer to drawings 160A-Z for standard plate positions, Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, ;tallation B bracing of trusses. A seal on this drowing or cover page listing this drawing, Indicates acceptance of professional gineering responsbRIty solely for the design shown. The sultabittty and use of this drawing r any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecZ For more Information_ see this Job's general notes page and these web s14jiJ2X?,021.,. 1111►P11/1 A WA A- 11110��ix l � 1 • 6 14 , ma$Tg&OTEE VQFIca 4 sP any: Z OR C1 # 04�+D® %.r ONA�. ,� Adlill16,I1 Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hen -Fir, #1 / #2 Standard #2 Stud #3 1 Stud 1 #3 Standnrd Dou Las Fir -Larch Southern Plnewww #3 #3 Stud I Stud Standard I Standard Group B: Hem -Fir #1 & Btr #1 Dou las Flr-Larch Southern Plnewww #1 #1 #2 #2 El lx4 Braces shall be SRB (Stress -Rated Board). wwFor 1x4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rades• Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with IOd (0.128'x3,0' min) nails. )K For (1) 'L' brace, space nails at 2' o•c. In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' braces, space nails at 3' o,c, In 18' end zones and 6' o,c• between zones. 'L' bracing must be a minimum of 807 of web member length. ii Gable Vertical Plate Sizes ii 1 Vertical Len th No S flee Less than 4' 0' 2X3 Greater than 4' 01, but Less than ll' 6' 3X4 Greater than 11' 6' 4X4 II+ Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-16—CAB16015 DATE 01/26/2018 DRWG A16015ENC160118 X, TOT, LD, 60 PSF Yoonhwak Kim, FL PE #86367 IMAX, SPACING 24,0' Gable Stud Reinforcement Detail ASCE 7 =10i 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or i 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 ❑ri 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 120 mnh Wind snpad. qn, Mann Hainh+. Pnr+Inlly Fnrinaorl Fvnn—„ n vim+ = i nn S 12x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace x (2) 2x6 'L' Brace *10 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' - S P P #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' V HF Stud 3' 6' 5' 4' 5' 8' 1 7' 2' 7' 7' 1 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' Q Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' #1 3' 10' 6' 4' 6' 7' 7' 6' 719. 8' 11' 9' 3' 11' 9' 12' 2' 13' 11' 14' 0' S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12'10' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' F Stud 3' 7' 4' 10' S' 2' 6' S' 6' 11' 8' 9' 9' 1' 10' 1' 10' 10' 13' B' 14' 0' d Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12' 2' 13' 0' U #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' _ S P P #3 1 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 1 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' U l� P stud Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' 0) O I� 4' 0' 5' 6' 6' 0' 7' 6' 8' 0' 9' 11' 10' 4' 11' 10, 12' 8' 14' 0' 14' 0' #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10' 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13, 3' 13' 9' 14' 0' 1 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' 0) D P L Stud 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10' 0' 1W 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10, 2' 11' 0' 11' 9' 14' 0' 14' 0' #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' U I I [ Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O I II Standard 4' S' 6' 6' 6' 11' 8' 8' 9' 3' 10, 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 7' 11' 8' 2' 1 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' .--I D rC L Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 1 11' G' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 1' 6' 5' 8' 1' 8' 7' 10' 11' 1 11' 5' 12' 8' 13' 7' 14' 0' 14' 0' Bracing Group Species and Gradest Group At S ruce-Pine-Fir Hem -Fir #1 / #2 Standard #2 Stud #3 Stud #3 IStandord Dou ins Fir -Larch Southern Plnexxx #3 #3 Stud Stud Standnrd Standnrd Group Bi Hem -Fir #1 & Btr #I Dou las Flr-Larch Southern Plnexxx #1 1 #1 #21 #2 lx4 Braces shall be SRB (Stress -Rated Board). xxFor lx4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these cLrades. Gable Truss Detail Notesi Wind Load deflection criterion Is L/240, Provide uplift connections for 135 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Aboutk Attach 'L' braces with 10d <0.128'x3,0' min) nalls. able Truss )K For (1) 'L' brace, space nalls at 2' o.c. In 18' end zones and 4' o,c. between zones. Diagonal brace optloni )K)KFor (2) 'L' braces- space nails at 3' o.c. vertical length may be T In 18' end zones and 6' o.c. between zones. doubled when diagonal 18' )K 'L' bracing must be n minimum of 80% of web brace Is used, Connect diagonal brace for 690# L I "„r! r'�fPfP' member length. at each end. Max web Bruce I W /l Goble Vertical Plate Sizes total length Is 14', 2x6 DF-L I e1 r r p1 O a • �`/ O�O� • # IP, Vertical Len nth No Splice Less than 4' 0' 2X4 #2 or �� tl �,p Greater than 4' 0', but better diagonal q QO ) 4X4 Verticali length shown labove. braces single or double 18 b # less than 12' 0' In table 45' cut (as shown) at L X 1PI + Refer to common truss design for upper end. P. peak, splice, and heel plates. Connect diagonal at ® ae an �p�ls®Bearing /y d'-lit +m Refer to the Building Designer for conditions by this detall. midpoint of vertical web. Refer to chart abo o ma vbif(t lca not addressed ■xWARKNG!" READ AND tuioW ALL NOTES ON THIS DRAWING! Ir� ■*INPMTAHTww fl1R1IISH nOS DRAWING TD ALL CWTRACTORS IHCLODIING THE INSTALLERS. or op a I h���Iy J� C® r`e� I� REF ASCE7-10-GAB16030 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and 4 follow the latest edition of BCSI (BURding Component Safety Information, by TPI and SBCA) for safety . 1 d U [[11 ♦ 0 m DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless top have � L7 / jl 1/'t P noted otherwise, chord shall properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs r ti/1j`ij , i+ //%r,, DRWG A16030ENC101014 shall have bracing Installed per BCSI sectlons B3, B7 or HIO, as applicable. Apply plates to each face truss PI of and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for my deviation from )AX. this drawing, any failure to build the truss In conformance with ANSVTPI 1, or for handling, shipping, TOT, LD, 60 PSF AN ITW COMPANY Installation s bracing of trusses. A seal on this drawing or cover page listing this drawing' Indicates acceptance of professional \ 1514\Earth\ Cil 1 Expressway Y P y englner responsmlllty solely for the design shown. The sultab4lty and use of this drawing 11 Suite\ 242 For ony structure Is the responslAlty of the "ding Designer per ANSI/TPI 1 Sec8 \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sl /J.W178 YOODhWBk Kim, FL PE #86367 MAX, SPACING 24,0" ALPIND www.alpineltw.comi TPh www.tpinst.orgi SBCAi www.sbcindustry.orgi ICC, wwwlc Cl ' Gable Stud Reinf orcement Detail ASCE 7-161 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or: 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure D Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace XX (1) 2x6 'L' Brace x / (2) 2x6 'L' Brace Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 8' 6' 3' 6' 6' 7' S' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' U S P F #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' HF Stud 3' 6' 5' 4' 5' 8' 1 7' 2' 7' 7' 1 8' 8' 9' 1' 11' 2' 11' ill 13' 7' 14' 0' o Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' 11' 9' 12' 2' 13' 11' 14' 0' S P #2 3' 8' 6' 1' 6' 6' 75' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10, 13' 8' 14' 0' d F Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10, 13, 8' 14' 0' Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12' 2' 13' 0' # 1 / # 2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13, 3' 13' 9' 14' V 14' 0' _ S P F #3 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 9' li' 10' 4' 13, 1' 13' 7' 14' 0' 14' 0' U Li 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13' l' 13' 7' 14' 0' 14' 0' Q1 O I� Standard 4' 0' 5' 8' 6' 0' 7' 6' B' 0' 9' 11' 10' 4' 11' 10, 12, 8' 14' 0' 14' 0' \ #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10' 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' / S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10, S' 12' 5' 13, 3' 14' 0' 14' 0' QJ D F L Stud 4' 1' 5' ill 6' 4' 7' 11' 8' 5' 10' 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10, 2' 11' 0' ill 9' 14' 0' 14' 0' #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P F #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10' 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Lf U H F Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10' 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' 0 I� Standard 4' 5' 6' 6' 6' 11' 8' 8' 9' 3' 101 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 1 14' 0' 14' 0' 1 14, 0' 1 14' 0' d S P #2 4' 8' 1 7' 11' 8' 2' 9' 4' 9' 8' ill 1' 11, 6' 14' 0' 1 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 1 14' 0' 14' V 14' 0' .--t D F L Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' il' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 1' 6' 5' 8' 1' 8' 7' 10' 11' 11' 5' 12' 8' 1 13' 7' 1 14' 0' 14' 0' Xb a L able Truss Diagonal brace options vertical length may be doubled when diagonal 18• brace Is used, Connect L atr�r�rrrrr diagonal brace for 690# at each end. Max web 'L' Brace End \\ wq, total length Is 141. Zones, typ, a 0 f'! _ A 2x6 DF-L #2 or at► , better diagonal T_ ®® , Vertical length shown bracer single q0 In table above. or double cut 63 7 45' (as shown) at upper end. Connect diagonal onPVVseBearing at w ' midpoint of vertical web. Refer to Chart 0.bo �. lv'jtIC0. O N`14 uVARNDG— READ AND FTB10V ALL ROTES IiH THIS DRAvDm a "DFMTANT FURNISH THUS DRAVDIG TO ALL cC1K RACTORs DIcwnm THE INSTALLERS. Wd0 /C` s A, p Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety 'p 4_ (� 0 # + ®® d IS, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI, Unless noted otherwise, top chard shall have properly attached structural bottom , V/(p�/A' p sheathing and chord shall have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs +' j iJ H shall have bracing installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to each face of truss and position as shown above and an the Joint Details, unless noted otherwise. I �' Refer to drawings 160A-Z for standard plate positions, ! Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation 6 bracing of trusses. A seal on this drawing or cover page Listing this drawing, Indcates acceptance of professional \\514\Earth\Cil\Ex Expressway i Y P Y e � TFw! sWtabuty and use of this dnarGg dsponslb0.lty y for the of 118uite1242 four ony�strv,ct�wena reibility the BuAsign ding Designer per ANSI/TPI 1 Sec2 j \ \ Earth\ Cily,\ MO\ 63045 For more Information see this Job's general notes page and these web s ALPINEi ow,nlpineitr.coml TPD ow.tptnst.orgl SHCM vwsbclndustryargi ICC. vrl e_ Bracing Group Species and Grades) Group At S ruce-Plne-Flr Hem -Fir Stnndnrd #2 Stud #3 Stud #3 1StandQrd1 Dou las Fir -Larch Southern Plnexxx #3 #3 Stud Stud Standard Standard Group B: Hem -Fir #1 & Btr #1 Dou ins Flr-Larch Southern Plnewwx #I #1 #2 #2 El Ix4 Braces shall be SRB (Stress -Rated Board), xxFor 1x4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 135 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3,0' min) moils. )K For (1) 'L' brace- space molls at 2' o.c. In 18' end zones and 4' o.c. between zones. )KXFor (2) 'L' braces: space nails at 3' o.c. In 18' end zones and 6' o,c. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical Len th No Spike + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer, for conditions not addressed by this detail. Less than 4' 0' 2X4 Greater than 4' 0', but I— than 12' 0' 4X4 TOT. LD, 60 PSF SPACING 24,0' REF ASCE7-16-GAB16030 DATE 01/26/2018 DRWG A16030ENC160118 'T Relnfoi Memk Go Tr Gable Detai� Fir I int-in \/Prtir-n I c: Gable Truss Platp CI7ps pproprlate Alpine gable detail for e sizes for vertical studs, Engineered truss design for peak, b, and heel plates. vertical plates overtop, use a to that covers the total area of lapped plates to span the web. 2*2X4 2X8 Nrovide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven NQllsi 10d Common (0.148'x 3,',min) Nails at 4' o,c. plus (4) naps In the top and bottom chords, Toenalled Nallsr 10d Common (0,148'x3',min) Toenails at 4' o.c, plus <4) toenails in the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, 1 A18015ENC100118, A20015ENC100118, A20015END1001 'P>r A11530ENC100118, A12030ENC100118, A14030ENC1 WMC200Y �`/ A18030ENC100118, A20030ENC100118, A20030EN)OIi� A®0 3 �bQ1,p�✓r S11515ENC100118, S12015ENC100118, S14015EN 0118,A6 L'fp6gQ S18015ENC100118, S20015ENC100118, S20015Eft10011� S 0 15P 1 8 e S11530ENC100118, S12030ENC100118, S140306'tC10011�, S 7 p S18030ENC100118, S20030ENC100118, S2003fND9d1l8, S2003OPED100118 P slliiit® See appropriate Alpine gable detail for maxlmu& unr�lnforced'6d* vertical to MVARNDIGI" READ AND FTJIDV ALL MITES UN THIS DRAVWf3 "DFMTANT■e FURNISH THIS DRAVING Ta ALL CORRACTERS DICLUDING THE INSTALLERS. Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refer to and Follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for so et practices prior to performing these functions. Installers shalt provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom ch0 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrnlnt of we �shall have bracing Installed per SCSI sections B3, B7 or BID, as applicable. Apply plates to each fac of truss and position as shown above and on the Joint Details, unless noted otherwise. P' Refer to drawings 16GA-Z for standard plate positions,. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation & bracing of trusses. \\514\Earth\Cil \Ex Expressway A sent on this drawing ar cover page t6-ting this drawing, Indicates acceptance of professional Y P y engineering responsibility solely for the design shorn The sultabilty alxl use of this drawing \ \ Suite\ 242 far my structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. \ \ Earth% City,\ MO\ 63045 For more Information see this Job's general notes page and these web ALPINEi www.alpineltw.coml TPI, www.tpinstorgi SBCAi www.sbcindustry.orgi ICC, vw STATE OF p''`'� Z OR1D • rd e 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Jeb Length Increase w/ 'T' Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 X 2x6 20 X Example, ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30X = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1,30 x 8' 7' = 11' 2' AX, TOT, LD, 60 PSF UR, FAC, ANY AX, SPACING 24,0' F LET -IN VERT TE 01/02/2018 WG GBLLETIN0118 0 R aC VALLEY FRAMING & BRACING DETAIL Lumber Size and Grade-Minumum Requirements GENERAL NOTES Purlins required T-O" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05,140 mph, Enclosed, Cat 11, Exp B, 1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gered between rows. ;TYp) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails . Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 3 16d toe -nails r'w "�`"'r J"`�"`� ""! 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long nailed wl 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d 10.128"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 wi "T' or scab. Use stress graded lumber $ box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed Into ridge board -install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS requirement Ay Nails are common wire nails unless noted otherwise. OVA 0 N, 3 (A) I (B) �" ) —vUFWSH •READ VD FOLLw All WTESTRACT DR nos UNG THE ws0P02TAHTa frnrDSH T)aS >pwrmG m ALL rnxlPwcioRs B'ICL.UDD(G T)E 3NSTALLERS e ; LL 20 30 40 54 REF VALLEY FRAMING Trusses rcyrry extreme core InfabrlcatkV, handling, shippkp, lnstal0ng and broclnp Refer to fallow tha latest e,Man of BCSI (B Adhp Corparwnt Safety Lrforwtfon, by TPI SBCA) for DL 10 20 7 7 DATE and softly proctices pMor to perforntrq these functions. Installers shall provide tenparory bratlnp per B STATE •" Unless rated otlr!rwke, top chord shall Mve properly atta h d struclh—t sheathing and bottom • _ SC DL 0 0 0 10./O1/14 ,w r7 r� r1� shalt have a properly attached rtpld cetft. Locations shorn fa no pernent lateral restraint of • . (� shall have brnckq hstalled per BCSI sections • (1 chi D3, 7 — B7 or a plates to each fnC4 • /� Pat • 0 DRWG VACNV1801015 a �� I l�\�VI I� LIP � lJ of truss and po3j shorn above m the Da , unLessbno dot Decals, wd(k. noted otherwise. 'S Refry to drawkpw 160A-Z far standard platy pashtlons, �j �. ••.` ®R Be LL 0 0 0 0 L�-,l� V �► �pP•..• , Alpk,e, a ohtslon of ITV "ding Components Group Inc, shad not be rwsponsble for any drvlatbn iron Fn •••••y„•••••• AN irWCOMPANY this drowFq, any falure to buad the tress In conformance with MSL/Ml L or for hand*V, shpptnp, �i V G' A Instatlatlon L brodnp of trusses. TOT. LD.30 50 47 61 y 1 A seat on this drawkV ar cover pope Bstft this dmwkrp, IrxSeates acceptance of professlorlal ' `A 11� t�� �re�orrmalsy solely for ihr lesion sham The s,lItobrltY aM use of this d- ft tit for any k tlr thr But3ip Dvslprrr irrl DUR. FAC. 1.25 1.15 / 13399 Lakefront Drive Earth Cily. MO 63045 resyor�lhty of pry AtISI/TP[ 1 Sec2, Far Wore Information see thrk Job's general notes page and these web sltm ALPM wwvatpineltw.cono TFI, www.tpinskrgl oSBM www..bcWW,stryarg, Im www.kcsnfeerg (� 217(!;— SPACING SEE ABOVE