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�I .M.-W I. ta'-o' zP�" Products PlotID Net Qty Product Length Plies J1 9 16" BCIO4500s-1.8 18, 0" 1 J2 3 16" BCI® 450os-1.8 16' 0" 1 J3 10 16. BCI0 45005-1.8 16, 0" 1 J4 1 16" BCIO 4500s-1.8 16' 0" 1 J5 1 16" BCI® 450os-1.8 16' 0" 1 J6 3 16" BCIO 4500s-1.8 4' 0" 1 J7 10 16" BCI® 6000s-1.8 21' 0" 1 J8 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' 1 118" 2 Bk1 18 16" BCI® 4500s-1.8 2' 0" 1 Bk2 4 16" BCI® 4500s-1.8 1' 0" 1 Connector Summary PlotID City Manuf Product Skew Slope Hut 24 Simpson ITS1.81/16 - - Hu2 15 Simpson ITS2.37116 Hu3 16 Simpson IUS1.81/16 - - rMA1aA. 6rECn� WITALL l71071mAOa Q7alC'Elle/O a AR71ID TO Ilse S DONOR MEMIM II==;i1 ■E���■ 11 I ----------------- O■■■�■��■�1���1�1�1�11 e� e� e� e� few e� 0000� e� 0000� e� e� e� 00� 000� 00� ee�le�ie� OEM I®II�I�!�IIl� �I■I■I■I�il■I�I�I�I MUM e 1f1 �1 11 �f1'f111 \ REVIEWED �1 i &.&-ei Aodwevr I A, Total Truss DumtRy - 107. THIS IS A TRUSS PLACEMENT PLAN, ITS INTENDED TO AID IN THE INSTALLATION [IF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. PLU J 1 W U U 2'-0' TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING DESCRIP110N INIT. DATE Im etr. lerr vane m Or &wlkV ve fir ere MM fiffi r loge u Nw cem i ra. .eel vane as r laee ra anrne WX r UW La anva nm r lase La clam m eA= lace w evtvea Ref{ a LWo la LOAD% DESCRIPTION INIT. DATE OV Im m Rw = IlM [/rent .4 a. vest = tnant ® =V. tes Jel tint ® t mealW mm LVL la re/➢Jrt w O®O ti W/1� La amm ® REM rA= Mw OeCIN LU slam eer eevm leflm w evevm 6 run®e7 la VD/. der rrxleeao_/ I HANGER CHART AN= HUS 26 (SIMPSaN) ►v HUS26-2 (SIMPSON) Lcbeled End Mark mI.r our m ALm TIOA=S wnw Ia uff ar TIOS rn m Star SERYNX vat TI = AfWrm vnrcur rtml VO rAP ARI M mail Sprlrl93 4PARIICIr AT r/iWEx1ER RrtAAcratS Q AlfJrd'A. OG PM Au. icy vM,. l® ra E D6TAliFD rtml m g'TfOG ta15T6 General Notes 1) ANpor" dnld bm. flat huge ad gat d to be Fh- D tV eide p u7 pd^od 9� AI be I to be 9npemr&M, Ideee aU�.. 2) naked 3) � eparhp 1e 24' O.C. whse athme tetta recarmwdatim 4) pwmmenl X bmdnp ehabe lOnced at a rlmodman epmkg IF QC. aao. the epm, In I �repeatsd0 bedew aTrL PYaea rdar to BL9-81 for any odatlad ho*N de�Ss ROOF LOADING SCHEDULE BPSF CDL = 00 PSF BCDL = 10 PSF TOTAL = 9.2 PSF DURATION = 1.25 WIND SPD/TYPE= 180 ENCLOSED SLOG EXPOSURE = C USAGE —RESIDENTIAL CAT 11 WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Truss member desib &connector plates are dcsiLmed for ASCE7 16 nad maximmn L'orccs from both compon,, and claddings and main wind force resmsMg systa • These misses have bem reviaaed to carry an additional 109 psfnan-concurrrnm bovom chord livc load. FFOR LOADING SCHEDUL = 40 PSF = 10 PSF = 5 PSF = 55 PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS OVER 50DOO AND UPUFiS OVER 10 ARE SHOWN ON ENGIN NG. PALL KEY 8-8gigm - ®18'-1 LOADIII DESCRIPTION INrr. DATE M eil. La 7A = etl. UM .n ae= rme la IrA4M LOAD/ DESCRIPTION INrr. DATE eI laATam la 7/Wm em ra u Mom . r[VS9 WS Lu la/N/® ea R Ti UUM rim r I I � CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE D N. W. WINTER HAVEN FLORIDA 33880 PHOND (800) 959-BBCG FAIN (863) 294-2488 BUILDER DR HORTON—HIWARD PROJECTCREEKSIDE MODEL 4EHB/ HAYDEN/ H CCA PROJ/MODEL/ALT 7A5/s2o/4EHBH/01 ALT DESC 10' X 8' COV. LAN. OTC 9601 POTOMAC DR LOT 17 BLOCK DESIGNER PAGE RAA 1 TE 10##24 17 N362326R 3A ENGINEERING PACKAGE Builder: ID.R.HORTON / BREVA�-)ID Project: 7A5/320 CREEKSIDP., Model/Building: 4EH,-rH Lot Alt: 01H Lot: 17 Address: J o b N u m b e r: N@ 6 2 3 2 6 Revision Date: 1 Block: E:= Unit: New Load#: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINEMarch 13,:2p19 M, ITW ccupmft Mir.. Bob: Michaelis, C Carpenter ` p 7 dntrabtbt�'cf Am&ribi,Ahd. Avenue Uoifh -390P Avenue . . WW. Wintery Hafvon,,--`FL 33.880-620i 'Re: Alte�rnati'v"e'l'n''stdllafion§:'for 6 single 01y carved truss with a width less than the -hanger width, •and. Wood blI0!*i.*_ 9 to- 4-chievf§ fijl dO 911. loadval'uo�.*fcir foc&- L;ht6d:'hgnger'-atta6hni Eint b" I , , P - . I. . .1 W . . . . . ma-onepy .supporting girder-JR6fef6h66 d6t6ll WA37-02)... Dear Bob.,. .F& a sifigid ply dafffed truss With a width le'.§s than'the'h a'hgee. width youcan instali a. prefabricated jack st;abtruss: (?").for wood.fillarbl6ckih vThe,chord: sizes; -chord grades, aridl-ftiiV6.-"c 9 dhh6ctbrplake(s) to - be the". same as t46 single: ply -carried tr.*U§s. Thib prefabricated j k-:§&Ab- trO;§- r. Y.Will have a. minimum length of W it�h-:of5f-1-2�. The single ply-carn.b.0"'�--,ps shall ha e.,a reaction of and Wit[ have -a. minimum have:.. 3,�500# or less. MAO pret�b6c�f�d,jEf6k�'scab:tr.-uss. with.'two. 0 tows of 0.428"X3.01"GiCin Nails isit.2' u r rnprq informption-6. Figiff&I Fora slrjql6-ply-',,glfder'ftit req- U"Ife-S W.-OD-Oidblooking to,ad hlyefUll desigrf load value for flac.e7mounte.d hang.qrsi.-Atta.cb: one Wood. block heback dace of ihe!ilnglwith . t . ht . h6 and 'e:ply -girder same size dr-ade..dt-thd bottom. 6.h'bfd'. Oftho. sing 16. -ply girder. The.-Wodd: block length to, be such that -.the wood blocking: -extends lockjhg:.-eytep0q.to e6qladjac&ntpahel points ;(webs-.Md 6ott, o'm-.Qh6r-d intersections):: Attach wood Ir .3. u. Nails df.07- O.d".. per staggpfed. 3.0" applied W. the bloc-k: rows_ of x n P 67b0*Forum Drive 8'uite 305, Odan.dpi; rL (8Q0) 621-9700* . 85 ..WWWApiheitwoom ALPI-NE AN OwCbRF�*. single .p .jy-girderface; with- jan-ad0ft.iona-1420.) *zach- .1 p.pjrit app�odlolhe, pane Wdod'blo'dk.fa4e (See ROLWW7 Welb. ..Pleas6 fef6r'to the Simpson Strong-T-ie.._Ci6tilbg. C-C-10.19i pade 216-,.,Fio4r'.O-..I'for Mdrie: irffidt-inati6n. The -application of- prd.fabhd*atedjabk"sc;i4b.truss fb'r-wood filidi"blocking :6'twood blocking .tp;achieve U. I. design load value for face -Mounted h0gprs, must be..apprqveO by the. hardwaremanufacturer: All edge -and bind: distances, a.hd. toodihoj6rall nail donnedfibrig'mUtt be sufficient to'oreVebtsplilffhg, of wood.: If I can.be. of any .further .assistance ,.o.r if- you 'have anyquestio.risi please -give -rrfo acali call.. Wifi4tp 'Chief Engjheret* .."ITW Company Engineering P6pai merit. odando, FL 6750'Fb'r'um- DftV&.- SO it6'306";O'rland6,. R .3282.1 - (000)'.-5.21 -9790 - (863) Q2-8685 ALPINE MMCOWAW A.Onl 26`2019' Mk. Bob miciiefells Carpenter Gotitradtort -of-Atne"ridef, Inc. goo Avenue nNorue �G, .thwolst Writet H.v6m FL 33880-6201: Dear. Bob,. R6.- Str6nobkk brlidgihg. on fbbftrussb$. I understandAhete. is -soi-66 concern over our feddr-Miendati6ris f6r'strdfidback- bridging on. ro* oftrus"ses., '8frpngback- bridging for rp.qf- trusses is not-a:.reqqjreMpnt: of-ANS 1-:.TPI 2014 nor is it a rqqufrprppnfof.the Building Component -Safety, Inf6ftabon. But strongback. bridging- -bh; roof Arw§geg is M, - One, bridging aligns the- bottom -chords --after Ihpy are- set so -they r uniform .pyq.p 4 Worm. along 1. pg the, cqilihg Wh" 11i line�aindh 'Ps.m - ng-s0rvi00alJi4 Twoj bridging reduces: fdiativ6 d6flecti6ni .6f. adjabdhtlfUss6s:. Strongback bridging'.do6s: not: prevent pr reduce overall indivAdual deflection, especially.any roof Vijs969, - aeflo than 1/49 inch. Sirongback. bridging in roof. trusses doe's not serve .. - as Ierhobra-ry. .or permanent'. bracing i and Is not. ]hterid6d to .distribute: or share design loads. beOveeh trusses. Consequently, -no deiigh load 'have' been accounted for -'With thig. detWl and 6ohtiihUbds- ttrdhgba:ck'bMdgihg thbilid " hot W.-attaicilled betWeien- cottilon and girder 'trusses-.- The. use :of des stro back bridging-- shall A�Ifh other T, !gn, considafati6h,s as spiec7iflOd:'b"y.ffie-En'g'i'n'okr".'Of Rbcd'rd or the. BLjildind,DesJgn'6r. Th& outer ends pifh6.qtroogbac,'kbridging shall ba-'attoc.11ed.-Io a(wall .;or anpthertsecure end.rgstrain t- -of as-spL 1heef'of Record Buildin-.D6§j . . zified:.bytII656g' g. Sfr6n"g'b'ack--bridging* 's'hal[be'a.minimum :of 24.norbihal' IUm-.b6.r-oHehtdd-vAh the depth v.eft"i-ca-l"Attach with f0d -pqrprpon nails 0.1*92"xI.57) nalls 4t:. each intersecting ip"embe-ir' 'Men - extending the: bridoin two.(rus9p.s, The cation: .Strong g overlap by at. a.miniMpm -of 0 fiop:q.0ho.qtrong.back-bridging: maybe specifie&�'Y-the-Tru§�s Wht6tcturierr, Engineer of Record,. or Building Designer: .. P . 16;�s -tefe�-qo �ty BCSI "Strob9backing 'Provrsions" or, to Alpin6.� detail for more info . I . . . . ... .. . I.- . . .. information. The. graphic shown -1) is f6r -ge generic Oiu i * .6- iho '(FigUte, 6 1 Wa .....6purposeonly. FL 32821- (800) -521479G (863).* 422"8685 67.5p F.brup 'Drive:Suite 305, OrlAndo, 'VVww4p - ir)eitw. ;om. ALPINE . I --, -- V..o Lf " I:.' %.J. " 1.1 i . I AG� M . prel If I: can. bb of ahjY fudhbr assistance' or'. if ypu have°'.any questions; please; give. me a call. Willia'ifi,H—Knck- F.E. PhiefEngi.4pig Alpine anl - .:Company Engir��dn."Department -OAhh.do:- FL. 328Zl' 8A0 Forum Drive gulte.366, OH66d6 , -'FL 328ZI'�- (800�. 521"-9.790'- (153)422-=8685' www: -S.TRON63AtK' -`�'kIDGING REC04ENDATIIIN.S is 4 ATTACH SCAB WXTH-I0d;BDVG1 T' W "W 2�6. ROWS' . 4CAf , .6'� NOTE, -.'IN LIEU.17- SPLICING AT'SI411WN, LAWITRONGBACK-1RIDOING 14EMPERS- F131t'.-AT'LEAST ONE .TRUSS` APACING STRUNGBACK, 'BRIDGING: SPLICE DETAIL. T. :v STR0NG-'BAPk BRIDGING"�7-'AbHmtNT AL E�-W�TIYU AN nWCWFY Siubq 288 Maryland WatpAta, MO 83843 - I. I web lsAIL scab -.on bl'oclks Shall, .13.ey.-(x minimum-`t'X4� stress graded M-All strongback bridging and bracing shdt( mIn1hum 2x6 grq -61 1Z..-61* kAbe;t�--,! . 0:--The -'ip'yrp.oSer of sirond'b.cL.q--'k -.to. 'IndM . UbA -E st-es,: -devel-op 'ID'o:d sh*d'r'l*ng between' -qt tt'".-ngback brldglng' posltlohdd- 65- i-51hibwih In djeta'Its, 'Is recommended a -.t. 101 =()J;, D.C. '.(mct-><;) terms: 'bri ' 6(b1hQ` -and ."bracihg �qre- Some -times _ mistal Important S-bluctural. rOOUVOM'eh-t- bf :any. fl-0-bir or roof, �Sys.tem. R.efer to.- the: Truss. -De!Eflgh (TDD) Td.w -the;'.brkutInd t,,La.qu1r'&Men'ts -for edch Ih.dIVIdU*.pk truss component. ';Erldbl6g,! particUtarly`strongb-adk".--bridging' AS :6. rec6mmLndQtldhfor atruss- cyst m to. help con-tr,W4 .o( 1*06r,O."Hot). In: addition: tb,:a-Id1h@.Jn the: -dlstr4jbU..ttlan bf point' ads etOeh *� adjacent. truss, -!��_ongback• erves• -t6 reduce MG., ITS d i--I— ,a wits) 14 M6w boUnc.L.. or M.'sIqUal vlar.aix.1.66 r0skVWnb: Front MPyllg porn :50tli OSfoots taps: Th-e Perfot-hance- of oJL -systems -are enhanced 'by. the. int;�t.o'LLIatlo.h of, --stro:ihi&jadk brIqlglnand therefore :Is. strongly recommended by Alpine. For ja8fckional JnfdP-Matloh i;;ebqtL�dIhg -strongbqp4 refeii- . -t' UILC16 tj a Component Safety' Informa'I'lonl. V— Y4F 'U.4 St -LC PW REF T IIS DIL. ,PSF DATEN6. 708.61. C VIDL PSF-- IJRW( A: ALL.. 'S T-A FIB.:LDI PSF • s. r s . � t✓�, tad . r , r� : a r " AL UPrO A; 3 R. �' t�xtac� �+��� F�J4t+t' goo BEi�tri��Evt�., :� pt} •: (I �>.::.y.•....:�;«....::....kTT6;': `fti'.TC'1iE?`F:. G�C1i .''C1liliC�CJT ll f _ ni�f fx'f ..i�,l':?}�NA:�::i,El<�t.A.J_Ts AND.: ,rOAT �, , : .. .. •wrW..... , T .. ,•9, .• w.�+..�. I iFc#.i QI�J..t tt " [�+ • . .. l iT :.° Cl. �ti,L�' ..� .. t:upw C ` ! .. J• 1:iI , J4��+'L.g RctJ p M �l• ..::.� fr . �,, .Jrn si t'�1!'!: 7"PY , . .......:.. -:__.�.e......:..::. . ODD WO ERL . � r.1:n."y.•�,•.r.•+;..w,.. ••u _. ,a rw.,...w�..+.,,•umm,ni �=,., ''rIH T i4+-€,:�•",.,_A.. .,�:.i ..•+-:%,a:i+••�%,..:� _ •tit',, �....._«—_, .... , �•, ' ;� '•µ tea.: �,�. �•`. ... ;�:� ,j; ._ ,. •-� ��: •' �,+'" . {y��..y •.c.�:;ii"'i �y ,j': � �•t::yy,,��.���eeRrsj•;� ; ' 4ryry1�� ���,tt , :t`;,t.�1�'.tJ;L'•.. !"• �' -RU POST :�,x i '►'`v' a in • , JrF • , .• •.' •«• 4W • AN n•?.w-tee •+e�b•wrnlq+v..s.•NWwugYuwY• 1_ •• P IMR ••. LP exy rr rx..�t •�+ z P.- v ci ,�j�`�;:�r ' 6 nrs •5:.�. "Y'.'• Cracked cr Broken This drawing specifies repairs for a truss with broken chord c or, web. member. iF This design Is valid onlyy for single ply trusses with 2x4 or 2xfi broken members, No more than one break per chord panel p and no; more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detail, (B) = Damaged area, 12' max length of damaged section (L) z Minimum malting distance on each side of damaged area (B) (S)'= Two 2x4 or, two 2x6 side members, same size, grade, and t; species as damaged member, Apply one scab per face, Minimum side member lengths) = (2)(L) + (3) Scab member length (S) must be within the broken panel, t; Nall Into Zx4 members using two (2) rows at 4' o.c., rows staggere Nall Into 2x6 members using three (3) rows at 4' oz., rows s tagget col, Nall using 10d box or gun nails (0,1281x3', min) Into each side member 1:• The maximum permitted lumber gradR for -use with this detail Is limited to Visual grade 01 and MSR grade 1650f, This repair detail may be used for broken connector plate at mid -panel splices, This repair detail may not be used for damaged chord or web sections occurring within the connector plats? area. s! Broken chord may not support any tle-In loads, r. s• . L be. L 41 �Typlcal ♦ O ♦ O ♦ O + O 0 ♦ 0 + 0 + 0 + x Stagger Back Face 10d Box (0.128' x 31, min) Nailsl = Front Face 2x4 Member - Dou�le Row Staggere Ex6 MMei -Trio a Row Staggerec Nail Spatting Detail rat WORM", R£AD AND T0.LOv ALL NOTES ON T lasiSPOKANTsw FURNISH Tel nlAvnla Tt] ALL OONTR DPW I'. musts evIrt matron care h fabrleailna, hn.Mlt+e, skipp'u Ins/ follow the Gtest rdNMan at 7C3I Q%Adtt Canpon safety Infor•at pr C28111 prkr to p•rfarninO ihsj•' funetlans. Irotalleri shall proY asa noted oiMrsps ++op char shalt have properly attacMd strl ti ssh�aall have a property nt{tachird ryyld criyy��,�,, Lomtlons +hhewn Poi- pet slpll have bruM9 hsiaUad par 7CSI soaifans lO. 77 or ]1D, a< 10p" ALP of truss and position as shown above and an the Jolnl Dttau, ogle, Refer to drawlnos t{OA-Z for standard plats positlo' Alphe, a dhilalon of ITV UA Components Oro Ina shalt at bt AN YfW COMPANY ihl drovb+p• any I Runt io W21i the hose M Can DerAnct all ANSI, installatlan L •ts•a9 N irusas. A ssal4'm iks drif�ty or cove r po ltstkq '%his drown D Mdmias TM fw. luty v sirkNihssmy far 1■of ^.tshoaY,D•� n 17a80 Lakef 0630vt ►or nore Info Alp see thlr,Joh1w poneral notes Pe t par 8adh 011y, MO A304S .. n mum. ,. Member-i Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force Member! Size L SPF-C HF DF-L SYP Web Only I 2x4 12' 620# 635# 730# 800# Web Only 2x4 18' 975# 1055# 1295# 14150 Web or Chord 2x4 $ 24 975# 1 1055# 1495# 1745# Web or.C'ord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30r 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 2975# 3045# 3505# 3835# Web or Chord -2x6 43954 4500# 5225# 5725# Web or Chord 1 2x4 = .4eo . 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# s L L INlnlmun >, L Distance ,v1Nal G THE IHSTALLEK nd broelnp Refer to and TPI amd S7CAr far safely peroryy bracNp per 7C31, f sMatlwnp aqtl bottom s�hhard i laternl rertroht of webs Fp�ty plates to end, Paco � of oihervlse. vlble fore devlatlon from r for haormol g, s IPAW, i L 1 SriC,Nli drorl�q . lose Wall: slt►s, i wwvjccsafs,arR Hlnh+un L Dktanct a L L 13 L REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 NG 24,0' MAX a r i . &.R-1 Ov G- I... . . . - ;ld PLAIng JZ,"Df.' .i4orml U VFAJr-Wtkt MdUrIal I BOARD COLLAR EAM,4VERY 7WRA (2Xi) IS PAWOF RAFURS -QRiP.Pp. . . . . . . . . . . . . . t".[ VIC" V.4-.WLXSPACF.NI3 PICAL .0figm of s",Arja nq wim a .0.4 m nail - law malrdy.-PA 4y. Ttlls: . nsXqtstAqr&*6 iwqen . .o W"Na6y'Qghtt 41�6' maxItnum rri'q'r.d'bf height; 30-foat ASS�:7 Sri 1,40 Mphl.gArJosed, Cat 1,14.0,.RXImi 0 mph; dWaj'-ix X.-So P. E, .o A. frnum 6.7 baWNHU-0-W 'RE qr ,rqr-najis are or Por••tw TRUS-$- TOU�§,% U N DER VALLEY -FRAMIN G 5%XLLK� RAFTEPWR R(DaE 1poleb'-4'-0t`ldr-,30 psf (:rL)kAd-26 plf (,TDj Max. 'qh owlsfthto§ from tho vWleysbr-filooPom id*46&41;ria§'a'hb4&d.iwoi6aterip6te(ocitloqlz are geratl'b({tween rows,, Ty A 7AETI � 3. 0o0lB.tdJ.Uf&i. '4'16duwtsTlt (14) a l6d.faw-nalls 4. Rafter sleepers. 4 1 Sd W643M S. -sleiupdt Witniti' 4'2:6d tdd-rmlli sla4per.Nruts .6. ::Fjdga:bobrd.,ja roof bldCk 415cltoe•nHs nrci .7. -Ridge-be(Sed to-tr.WfS.- 4 j6d.t0C.-Axlls 4164:tovrqlli .ARE USED)Ilan:kream'tcTaftdl4 16dIdi!-nalls. OMMbff NAII-§ anindal Ate, 4 -TC DL. JIU o 6T. LD. Q .8b 46 54 ZO 7 '? .0 0 0 .0 0 0 L5b 4-7 6 DAT9 MRI -kB.Ov 9 1'4 Face -Mount Hangers -.I-Joists, Glulam and SCL A L5 0 These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. Actual JmSt. ' Slze (in i r Model No Caned Dimensions, Mln l Max Fasteners �0n )V. Allowable Loads Code Ref.; y web :o Stiff - Regtl ' W H ' B Face Jolst DF/SP ( Specles Header„� SPF/HF Species Header Uplift Floor Snow Roofs Floor Soow� Roof IUS2.56/16 • - 25/6 16 2f Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 11,5355 ' Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 11,555 1,555I 1,555 21h x 16 MIU2-56/16 • - 29ti6 15% 21h - (24) 0.162 x 31h (2) 0.148 x 11h 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 0 ✓ 29ti6 101h 2 - (16) 0.162 x 31/z" (6) 0.148 x 11h" 970 11,945 2,205 2,375 11,675 1,895 2,045 HU316 / HUC316 MIU2.56/18 • ✓ T = 29ti6 29/16 141A 171tis. 21h 21h - - (20) 0.162 x 31h " (26) 0162 z 31h (8) 0.148 x 11h (2) D 148 x 11h < 1,515 ` 23D 2,975 3,745 3,360 4,045 3,610 4 D45 12,565 3'220 2,895 3 480 3,110 3,48 0`' IBC, LA 21h x 18, HU316I NUC316 =` ; ✓` � A' 141/a;' 21h = '(20) 0.162 x31h" _ , (8 '0.148 x 11/z' : ) ' 1515' 2 975. 3,360 3,610, 2 565' 2;695` .3,110' [ 21h x 20. MIU2.56/20 - 2% 19346 21h - (28) 0.162 x 31h (2) 0.148 x 11h 230 4,030 4,060 4,060 13,465 13,495 13,495 2Y:x22- to 26 MIU2 56/20 ✓ Z9ti6 i 19'tic 21h '_ (28) 0162 x 31h` (2) 0148 x 11h 230 4 030 4 O6D 4 O60,) 3,465 ' , 3 495' 3 495 2% x 91/a to 26 29ti6' wide joists use the same hangers as 21h" wide joists and have the same bads. 1 MIU3.1219 ! 3'% 9'ti6 21h '- (16) 0.162 x 31/z ' (2) 0.146 x 11h 230 2 305 2,615 2 820 198D j 2,245 2,425 3: x 9 h HU210-2'/ HUC210 2 ✓ • :31/e f 8134a:: 21h Max ;(18) 0.162 X.31h • , (10) 0148 x 3 : ` 5 2;660 3;020 3,250 2,305.�.2,605' 2,8D0'' IBC, MIU3.12/11 - 31/e 11'A 21h - (20) 0.162 x 31h (2) 0.148 x 11h 230 2,880 3,135 3,135 2,475 2,695 (2,695 FL, _,'HU212-27'HUC21fi2'~ '_ • .<y 31/s "10�is' 21h' Max '(22j 0:162'X3'1h' ^ (10) 0.148 x 3- - 1,795 3;273 3,696 "3;97 -2;820 -3;180 3;425 -- % HU3 25/12°/HUC325(12, • -, 3?/a, 113/ar„ 21fz .- .. (24) O'.162 x 3?h: (12) 0148 x 3 ;,.. , r ` . 3;570 4 030;' 4 335 3075) 3,47Q; j 3,735 HU3 25/16 / HUC3 25/16 31/a 131�s 21h Min .(20) D 162 x 31h (8) 0,148 x 3 11,515 2,975 3 360 "3 610 2;560 ! 2 890;� 3;105', 0162 x 31A , - (12) 0.148.x 3 : , r,:5; '3;870 4,365 4,695 3,330,� 3;755 I4,040 - ;31/s glulam, HUCQ210'-2 SDS ::';; • 3?/a 9 : 3 - (12),1/a',x2Yz,' SDS (6)'/a";z21/z" SDS. 2 q1� ' a 1� efC i ^ ,1 i<, r10 FL HGUS3�5/10 85/6 -"; 4 = ;.(46)`0162 x 31h' ": (16) 0".162 z 31/z", :4 095, 9;100 9,100''91D0,' 7;825.� 7,825 7;825 IBC, } HGUS3.25/12 'f 31/a . 10SA 4 , -, •- (5.6)`0162 x31 ' (20) 0:162 x 31/2, `5,040: 8,400' 9,400' 9 400"8,085s� 8,DB5 8;085, FL `LGU3:25 SDS 3'/a 8 to 3D '41/z .= (16)?/a" x2�lz';' SDS (12)1/a'-x 21/z" SDS b,555' 1,720 r '1^ r 10 ` 4,840 � 0,^_65;� ;265 HHUS46 - 35/a 51A 3 - (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,785 3,155 3,405 2,395 2,715 2,930 31h x 51/a HGUS46 • - 35/a 0. 4 - (20) 0.162 x 31/z (8) 0.162 x 31h 2,155 4,360 4,885 5,230 3,750 14,200 4,500 HUS48 '; , �^+ - '39ti6 ' 615fi6 .2''-' ;•{6)0.162x31fi_ ' (6)'0:162x31h'; :132c' 1,595..1,815:'1960 1;365 1`555 1'680= 31/zx71/a•, HHUS48". 33% :.71/e" 3 •= '; (22)0162x3'/z, : {8):0.162x3'h''(' tG.: 4;210. 4,7ZD` 514013;6151,4,095: 4;415 HGUS48:' • '�,; ,`' � r351a .:7.'ti6% , , 4 • `- - (36}D 162 z 31h' (12) 0:162 x 31h' 3 235. 7;460' 7;460 7,460; 6,415, 6.415" 6,415' IUS3.56/9.5 - 35/a 91h 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 11,160 1,250 MIU3.56/9 • • - 36/i6 8t3A6 21h - • (16) 0.162 x 31h (2) 0.148 x 11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • • • ✓ 39ti6 83/a 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 11,965 2,120 HUS410 • 0 - 39/,6 815A6 2 - (8) 0.162 x 31h (8) 0.162 x 31h 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 • 0 - 35/8 9 3 - (30) 0.162 x 31h (10) 0.162 x 31h 3,565 5,635 6,380 6,445 4,845 5,486 5,545 31h x 91/z HU410/HUC410 • • • ✓ 3% 8% 21h - (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 6,415 j 6,415 6,415 HUCQ410-SDS - 39A6 9 3 - (12)1/4" x 21h" SDS (6)1/4" x 21h" SDS 2,265 4,500 41500 4,500 3,24013,240 3,240 HGUS410 - 35/a 91ti6 4 - (46) 0.162 x 31h (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7.82517,825 7,825 IBC, LGU3.63-SDS - 35/a 8 to 30 41h - (16)1/a" x 21/z" SDS (12)1/4" x 21h" SDS 5,555 6,720 6,720 6,720 4,84014,840 4,840 LA MGU3.63-SDS • • - 3% 91/4to 30 41h - (24)1/a" x 21h" SDS (116)1/a" x 2IN' SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 :IUS3.56%11 88 35h , -117/s 2 i , = . _: -;(12) 0148 x 3 ` • - �1, 1,420 1 615' :1745: 1 220 1,390 �.1,485 MIU3i56/11 ;; " • 39/16 ..111%`'. °21%z ` ' (20);D 162 x 3'h,, (2) 0.148 x 11h.. 210 2,880 3 jK,' .3135` 2,475 (2,695 2,695' U414 ' ✓' ` 139ti6 -10 ` 2, ; = ' (16)0:162 x 31/z' , '(6) D.148 x 3'.. i ; 9 2,'305 2,615.. 2 820 1,980 i 2 245 2,425 HHUS410 , •.! .w 35/a, 9 3- ;'- "'. (30).0.162 x 3'/z. (10)'0162 x.31h '1 5,635, 6 380' u 44 4 845I 5,4 .86.15,545 HUS412 -, •; �`, ,; , , ',: 39/16 _„> 10'h,, 2 -- I;(10) 0.162`x3'h " (10)i0.162 X311 : a 4 2,660 3,025" 3 265 2;275. -2,590 2;795 31h x 117/a HU412 %:HUC412 39/16 105's. 21h Min ,'(16)-0.162.x 31h. ; , (6) 0.1,46 x 3.--,, _ 1135 2;380 2;685 2 890, 2,050 2 315; 2,490 Max (22j D.162 x 31/2 -:.(10) 0.148 x 3„ . 72,5 3;275 3,665. 3,970 j 2,820 3,1BO 3,425 'H1CQ412 SD5 11 14)/a/SDS. (6) l2h"SDS2c 530 3039AG , 35/ 4 (56) .162.x31h(20) P.162x3h 5,00 49400 '9,40:8;0$5'.8'hHGUS912 ,5'8,0$5 LGU3:63:SDS •. 35h ' 8;to3D 41h'?"- (16)?/a"x2Yi'SDS (12)1%a"X'21h":SDS .5;555..6,720 B,72D 6,720 4,64014,8'40 4;840 DS a / -24)�'/a9 x21" SS (16) M4" x,.1hSDS 7, I9, 6605'MGU3.63 I+6,,805I6,805 SDS '% /z-a (3 6) c1'SDS a21h"SDS (24)Y" -1 " �366HGU3fi c'./sI1t ., � � a,y' 46 See footnotes on p.150. THA/THAC Adjustable Truss Hangers This product is preferable to similar connectors because '�+ m of (a) easier installation, (b) higher loads, (c) lower installed o� cost or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustabifity and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. CSee Corrosion Information, pp.13-15. v Installation: tv Use all specified fasteners; see General Notes. 0 The following installation methods may be used: U y Top -Flange Installation — The straps must be field formed over the header —see table for minimum top -flange requirements. 1= Install top and face nails according to the table. Top nails shall not be wtthin 114' from the edge of the top -flange members. For - i)i� e} fA29; "nails used fo joist a#d€iE4iment must be driven at an d angle so.that they penetrate through the comer of the joist and r into the header..For all other top -flange installations, straighten the double shear nailing tabs and install the nails straight into the joist. -CIA 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, THA21 S and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header.. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the comer of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3s/e° (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart THAC422 Face nails Top nails pertable per table THA418 Double 4x2 - 2 face nails Usefulliablevalue (total) Single 42-�. See s nailer table zr Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of head( e Double -Shear DoubleNailing i Dome Double Shear Shear Side View; Nailing Side View i Nailing Do not j (Available on I Top View i bend tab j some models) i 4 top nails (total) ✓ Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation .Ypll a. Top Flange Installation :er to tnote 5 p.187 C6 THA/THAC Adjustable Truss Hangers (cont.) 10 These products are available with additional corrosion protection. For more information, see p.15. 9-1 Model No Ga a Dimensions (in) W H C .; Mm Top Flange (n) Mm Header ;Depth fin) Fasteners (m) Carrying Member Carved Top :' Face Member DF/SP Allowable Loads Roof / Uplift Floor Snow Wind (160) {10D) {115)k {125/160) SPF/HF ° Allowable Laads ' Roof / , lJphft Floor Snow, , Wind - .{160) (100) (115) (125/16D) Code Ref.+ , m� Flange lust Hatton �, � _ r:„ � THA29 18 15/a 911/s 51/a 1 M? — (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 27/a — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2,610 2,610 2,610 450 1,985 1,985 1,985 THA213 16 =15/el3�is 51/z;' 2 4 i0:148 x 3 2 0146:ic'3 4 0148 X 11h = 14s THA218 . 18 15A 17346 51/2 2 — (4) 0148 x 3 (2) 0.148 x 3 (4) 0.148 x 11h — i,46U i 460 1,460 1,110 1,110 110 IBC, THA218 2' 16 31/a 1711tis 8 • ; 2 — (4) 0.162 x 31/ {2) 0162 X 31/z (6) 0.148 x 3 — i .. ": 1 1t o 1 180 1 h l5; 1 1 �.' FL, THA222-2 16 31A 223A,i 8 2 — (4) 0.162 x 31/2 (2) 0.162 x 31/2 (6) 0.148 x 3 — 1,960 1:995 1,995 — 1:490 1,515 1,515 LA THA413 .: 18' 3s/a„ 1355s 41h 2 — (4);0.148 x 3 ,;(2} 0148 x 3 (4) 0.148 Y 3 — 1 z i 1 �3 1; z0 165. THA418 16 3% 171h 77/a 2 — (4) 0.162 x 31h (2) 0.162 x 31/2 (6) 0.148 x 3 — 1960 1:995 1,995 — 1;49U 1,515 1,515 THA422 16 ,35/a : 22 " T/s, 2 — (4)`0.162 X 31/z (2) 0.162X31h (6) 0:148 x 3 — 1, iu �a: • ;1 t� , t,49t 1 �1 I ' 1 �1 ``; THA426 14 3% 26 77A 2 — (4) 0.162 x 31/2 (4) 0.162 x 31h (6) 0.162 x 31/2 — 2,435 2,435 2,435 — 2,095 2,095 12,095 THA42? 2 14 71/a 211/s 93/4 2 — = 4) O'.162 x 3'h 4) 0162. X 31h ~> (6)_01:62 X 31h _; , 3,330 3,330. ; 3 930 2 865 2 865; ; 2 865 -. -_FI — THA426-2 14 71A 261/s 9a/4 2 — (4) 0.162 x 31h (4) 0.162 x 3%. (6) 0.162 x 31/2 — 3,330 3,330 3,330 — 2,865 2,865 2,865 a 3 j THA29 18 15/s 911/s 51/a —. 9% — (16)0.1480 (4) 0.148 x 3 525 2,265 2,265 2,265 450 1950 1950 1950 TNA213 18. 1, 5/s ;1.35/s 5Y2° :,135/s , (14} 0148 z 3 (4) 0.148 x 3 3a5 U 15 3trl. , :..� �00 '� -U% 4010.- 2' Uo; THA218 18 15/s 173A6 51/2 — 175i'is — (18) 0.1 48x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 TTHA218-2 16. a 3la 1711tis 8 .: 141/s , _ ;.— :: (22) 0162 x 31/z (5) 0 62 x 3M2 1 855 _ 3 1: d11 t .tl '1 FL, THA222-2 16 31/s 22-A6 8 — 14% — (22) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 3,310 3,310 3,310 1,595 2,845 2.845 2,845 LA THA413;:.'` 18; 3/e'l35/s 4h - i;133/a ..- "';(14)0148x3} {4)0;148x3 ,»x ru5 '34n' z�ct 3�, 1 fiC �u:!0. 1ti;i ' THA418 16 35/e 171h 77A — 141/s — (22) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 3:310 3,310 3,310 1595 2.845 2,845 2,845 ,16 :3/. 22,7?/s' 141/s ,1 (22) 0162z , 1,,855i"1 13/ 8 �' aTA22a THA426 14 35/a 26 7% — 161/s — (30) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 4,415 4,480 4,480 1,695 3,795 3,855 3,855 THA422 2' .14 •7^la 11/s 93%a -16�5s — (30),0162:x 31/z (6j0:162 x 31h 1;855" 5,170 5,520{ ,.5 520 _ ::1,595 4',445. 4,745' 4;745 ' FL THA426-2 14 71/a 26% 9% — 18 — (38) 0.162 x 3% (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 download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member, all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x I W nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge.. 5. For the THA 2x models, one strap -may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried 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 Face -Mount Joist Hangers This product is preferable to similar connectors because �+ of a) easier installation, b) higher loads, c) lower installed cost or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature i lnnova'tva double -shear nailing that distributes the bad through two points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS'. ; Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in,stainless steel. or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. Not designed for welded or nailer applications. I i Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1' for us 114fi foraxs� D2 p . IYk! Da �' c ,Gtw� B LUS28 HHUS210-2 gip' I- � Cx a �w� MUS28 160 nuac I v (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 6hs' L O V d C C O ci N N O 1= a - a) a x- 19 . LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) SS'- W Model No Heel,-' Height Ga _, Fasteners W = H B Carrying .. , Member , , Carr}ed Member Single 2x Sizes. LUS24",: LUS26°;13Sa"", 25/a-, 18 ., 1 4 , 3�/s "1.,3/a (4) 0148 x 3 . (2) 0,148 x 3 --- ;43/4 1'a/a "(4);' 148x'3' ` ."(4):6.148x"3:'r°, MUS26 411/1G 18 1 pia 52i6 2 (6) 0.148x3 (6) 0.148 x 3 HUS26 45A,. 16 1 % 5-'A 3 (14) W 62 x 31/2 (6) 0.162 x 31/2 HGUS26 4B/e,' =12 .,< 15/a - 538.'I ° 5 (20)'0.162;z3'h.") ;{8)0:162`z"31h `t 18 "' 1 sti6 =65/e ;' " �`1.3a "; (6)10148'x 3."' 1(4).6A48 x MUS28 65/6 18 19A6 6.13iia 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/a 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31h HGUS28 69A6 • 12 15/a 71/a 5 (36) 0.162 x 31h (12) 0.162 x 31h LUS210 . (' , 41/4"- :18 ' , .i tM/ .71�,6: ; "13a „ ' (8) 0.148 x 3•-'.. (4)'0:148 is 3 •` HUS210:"." j B�%a'16. 9 ," "�'3" '(30)'0.162X31h' (10)0.162x31/z HGUS210' 89fs,` " 12'"'',15/a 9'A �';.-5 ;(46)0.162x31h (16)"0.162X31x= 1. See table below for allowable loads. These products are available with additional corrosion protection. For more information, see p.15. 0 For stainless -steel fasteners, see p. 21. mBMany of these products are approved for installation with Strong -Drive" SD Connector screws. See pp. 335-337 for more information. -- Model. No "- = DF'Al1: ble'Loids Uplift Floor Snow: Raof ; Wmd (169, (100): (115) , (125) 4" (160) SP Allowable Laads . Uphfti `Floor Snow ;Roof Wind (160) ;:(100) (115) (125} (160) SPF/HF Allowable Loads Upllftl Floor 5noud Roof = Wmd` (160} (100) (f15); (125) ' (1do);' Cade Ref "LU924 765' ...820' ` ,1,045 ?�i-e, 725' `825, 890 ; 3 0. .,_:`495„ 565. 605:f`' 770;` LUS26 .1,165 865 990 1;070 1,355 1,165 _ 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26: l 1,295 1480''. 1560, i o0. a °�0, ; 1405= `:1'S60 r5 0 1�1u HO e'955 : 1;090' 118Q4 35. _ LA HUS26 1,320 2,735 3,095 3,235 3,235 1,320 2,960 ` 3,280 3,280 3,280 1,150 2,350 2,660 2,780 2,780 HGM6 ..S 5' .;4,s40` 4;850. 5170;;;•"5,390': •,87,: '4690,; 5,220. ,5,39D5,390 7£i0' .3,225 3,610; 3,870`i. ,3,965,.' IBC, FL LUS28 1165 .1,100 1 1260 1,350 1725 1165 1195 1360 1,465 1,730 865 810 925 1000 1270 MU528. 1.u2L' 1,730 , 1,975�' 2.125'*::2,255 ,1 3 . ''1875,s ` 135 � :,2,255 2255,- ',75n ,.1,270 1.455' as5` �� , IBC, FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,Oe5 1,480 3,520 3,520 3,520 3,520 HGUS28 - ` .1;650 _,5 . 7275., ,7,275 - 7,275.: 1, 00 -12!,5 ;..? ,7;275. 7275 "Ia2. .._, • O ::3,820 3915 , 4,25bi, IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 113C, FL, HUS210 2;i3^ 5,458' o.: ..,8sr€ r 83C o °s..3 d0 5;E3 o,830'.. 2:2261 2; 30 2.L55 35` ,2;82F LA HGUS210 1 '2,090 9100 9,100 9100 9,100 2,090 9100 9,100 9,100 9,100 1,545- 6,340 6,730 6,730 6,730 8C; FL 1. For dimensions and fastener information, see table above. See table footnotes on p.195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45" and/or sloped to a maximum of 45" • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load,. not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45". Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square out 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load • 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load 94 Acute -side bpecny angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). sioloemoo ssnal pd Old � jC D 2 TD i V+ ltlil Cl) 5D O .9i C O m O N Cc O N O ca a) o c c .O� G N y ci E 20 a� o a co L(J -C yC: (h T VJ a m IN L� LL LL lL lL LL J Q J J lL 4 Q J J lL Q J S Q J ,C j 2 U Cj �j;J Cj V U m Cj _1 m_ m m m m m m v o o h= n In n m M o n ':u� -r- Ln f� n l ) flTj. o, 'm ij LM Ln 'u� 'N (a 'o o l/7 Ln Ln n M Im n n o o Ln�n 'momr` [m:nLn � V' [L6 v,v m N 00 m' r< v_: 4J N mr r m. r' Q) r-':m w V ti 1` Cf7r... 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'd'.: Ln Ln .. �, 1� ao m ��n t+ m m I� r� ,ui r- w .m-,� "v •v-.fin' c0 r` r� m en'I r co, .� 'T. o M (? M CO M m .m .m M co v v v v �t v w- i0 w fin c0 cp M ,cq cn m M co CO M -M ,CO CO CO n n ti y .:,� �.•• 00 C6 T 4- N co t N N `T ;1 N L'�1 .N: .T N 'T T 'm +T V' m V T N 'm T �' N N T (V •CVO rV-• .00 N ate; - Lr� -. ^`mC ate' mom' n rri+ ei '^� `C- .�•� .L%�` '^C - M =� \ L `.0 ^� .� tiC �"" ;•'2 S N N ._ V V' m*, c0 w to 00 w co m CI L('Y rr m m V', V' V' V' w (Dw 'D Co m O m O X .cf' c0 N cqcq m tiD N O O Lj O N d- O N ;d' - ca, w• m co O O N <t :� (,h`j M O O Z 'N y . N N N N N N. N N N N: N N N, N N' N- , w -r m m V C O •�t C v V r+ rz r` t N 2 [NA 2 N `fM 2 (/] 2. cJ fA 2 M 2 M 2. fn. 7 to 2= N (Q 2 U] •.= (A 2 Cn 2 0=1 2 "[O (O =. [O 2 2 C9 m 2 2. C7 CM = 2 (D CD cm 2 CD CD (D CID CD 2 .'2 M .= .S it pa IN Im a, �'' A fh m9 'ONI .INVdW00311'LJNOkilS NOSdWIS BIOZ®840Z•0-0 U N Co d a Co m E wr N 2 U N O U `o x a N ca 'a c a; o v a) L . C O O U O N.L. O o m h y NE 3 UJ O- C ron c C i o EFn c_ ¢ o)Ecax L tj 00 L Gp xa' d 3 °1d'(�r' a) rC-GO ca L cc', O y r m 73 E €� 7 Cp f _ L c c Ez^ ca L a) C r�Q c 0 q C c U c0 0 �Li E x LL J O N r m -a v.E_92 L s(0 C m ca Q cE y N V-• 0O a) S mro Eo ; O O ,Na, Cl. 0 N j I S�CD � 7 t ro rT o E�'c5s� p 5 m co act pjr cc 30 c0 N C Ln O ,rd, 3 ro o U O C) O QE y 4 �O I O m N L C to U aj -O a) N N O roL 00 La N L (A N U C F x Y a t v � 030 g°E��o` aSS� c aa)j °oo S 12 � J ca L r N M V LO [ ( 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/s". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1h" max. to allow for greater construction tolerances (maximum gap for standard allowable (cads is 1/s" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge rn Finish: Galvanized L 0 'Installation: O ' C• Use all specked fasteners; see General Notes 0 • Can be installed filling round holes only, or filling V round and triangle holes for -maximum values N • See alternate installation for applications 3 using the HTU26 on a 2x4 carrying member or [= HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity �. HTU may be skewed up to 6711z . See Hanger Options on pp. 98-99 for allowable loads. See.engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drives SD fasteners. Codes: See p.12 for Code Reference Key Chart 1 6 Min. heel height per table y Many of these products are approved for installation with Strong -Drive® . SD Connector screws. See pp. 335-337 for more information. HTU26 Typical HTU26 Minimum Nailing Installation 1la' mail gap`betiween end'df truss and carrying member HTU Installation for Standard Allowable Loads (for 1/z" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Alternate Installation - HTU28 Installed on. 2x6 Carrying Member (HTU210 similar) Mm, Dimensions (in.). ` fasteners (in) DF/SP'Allowable''Laads .. SPF/HF Allowable Loads Model No Heel Height W H g Carrying Canned Member I "Member := Uplift (160) Floor ,1`Snow ,(100) ' (115) Roof _(125) Wind (160) Uplift (160) Floar ' (100) �11 o; Ref. Single 2x Sizes HTU26 � 31h` 15/e'.<57fis 3'h: (k)0'.162x31h ;01)0148'x1'h, c'`01,- _ Lr-70-`, ; a!0 ` ; u u 5 . 693'l i,t1G�. `sF80 'B0" HTU26.(Min:) 37Is'.15le- -57hs.'31h=,.(20);0.162:x31fz,a(1q)0148,xa1?h 1;250, 2,940�'!=3,200 �3,200<:,3;20Q1;07b2,015-:=2015 �2;015. HTU26 (Max.)' .51Iz"; ;15Is'' .5'tis. 31h ` : (20) O'.162 X 31h 010 '1 335 `2,53O =i' 355: 3.r,b0 .3,4507 IBC, HTU28 (Min_) 37/a 15/s 71A6 31h (26) 0.162 x 31h (14) 0.148 x 11h 1,235 3,820. 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 1 % 71A6 31/z (26) 0.162 x 31h (26) 0.148 x 11h 2,020 3,820 4,315 4,655 5,435 1735 3,285 3,710 4,005 4,675 LA HTU210 (Min.) -. =. 3'/a' 15/e 1 9% 31h'= (32)t0.1.62:x 31h (14) 0.148 x;1?h- • 1,330 30.0 3 ! 1,145,d.?=r 1' c: 225. 3i225 •HTU210 (Max.),..' '.91/4. ' -15/e 914s 3i/z ' '(32) 0.162 X 31/r '(32Y O.148 x'11h 1 3,315-. 4,705 ; ?. tl.. ": N0 ' S,995 :1' 2,850 .4,045:' " oto' 4 a ,!1 5;155 Double 2x Sizes HTU26,'2(Mini) , 3'/s=. 3-Mc 57A6 -31h=-(20),0.162x.31h� '.i(14)0.148x3 1;5,1a. 2,940r �cn„l ;odic'` °'3;910 .1.;30511,850 -2,090 2,255`' 2465 HTU26-2.(Max,) . 5Yz,, 3-As 57Ai, N' ,(20)0.162x31h, {20)0148'x3...2,175-. 2,940a`` 3',{.; ,080 33 11870 2,530, 2,855 'U, 30 3,855 HTU28-2 (Min.) 37/s 35AG 71/is 31/z (26) 0.162 x 31h (14) 0.148 x 3 1,530 3;820 4,310 4,310 ,4,310 1,315 2,865 3 235 3,235 3,235hLLA HTU28-2 (Max.) 71/4 3-'As 71Ar 31h (26) 0.162 x 31h (26) 0.148 x 3 3,485 3,820 4,915 4,655 5,825 2,995 3,285 o 1 ' '4 205 i 5• 0 2HjU210=2,(Min) ' :3�%.:354s i .91,a• ,31%z ' (32) 0.162;x 31Iz, `r(14) 0.148`z:3 1;755 4,705 ; °:d,815, A'015 4;815 1,510., .3,530 ; 3,610 ..3,610 ' 3'610 HTU210-2;(Max) I -3s/is, . b%' 31X- -(32) 0:162x 31h ., [{32).0:148 x:3 .'4110, 4 705 -_ ,310 I r730 .fi;5i r ' 3,535 .4,045 . ,aEb' -3,e a0 v 'J5 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/V and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUrPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 11h' nails in the header and reduce the aflowabb 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. Simpson Strong -Tie° Wood Construction Connectors 00-- SSm e Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member a Min Fasteners tin) DF/SP Allowable Loads SPF/HF Allowable Loads , Model No :Heel Height Minimum Carrying _Carrying Carried Uplift Floor Snow Roof Wind t Uplift; Floor, Snow .Roof Wind Code: Ref.; (n) Member Member Member (160) (100) + (715) (125) (160) (160)' (100)".: (115) (125) '`(160) HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/2 925 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 31/2 (20) 0.148 x l lh 1.240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC HTU28,:(Max) . ';jZ1/4,. :'(2) 2x6 `(20) 0162 z 31h (26J t)148 x 11/z' :`1970 12 940 3L 5S0' 3,9D5 1695: 2,530''55 ` ' u� �- '_ 3,360"_' FL, LA HT6210 (Max)'91/a„ ' (2) 2x6 (20j 0162 x 3?/z (32J 0:]48 x 1?h ";2 760 2 940 uL 3 �80 3 905 2 375 2 530`s' 155 i, fi a ; : 3 360,.:. 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is W. 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Mad,Heel No MinOrmensions Height (m) W H s : g Fasteners (m) ` -Carrying ° Zamed ; Member ` Member OF/SP Allowable Loads ry ;Uplift Floor Sn6w Roof Wmd {160) (7D0) ^(115J Al (160j x SPF/HF Allowable Loads M ,Uplift Floor Snow Roof Wind (160) (100) {115) (125) (160) Code Ref Single 2x Sizes HTU26 ; 31h: - 1$/a 31h (20) 0162,X 3'h (11) O.j48 x 11/z : °5 2 �c ' HTU26 (Min) 37/e 1$Ia 57tie; i 31h (20)r0162 x'3?/z (14) 0.148x,1 1h ,1175 2'940 3;10D 3100 31D0 :1 010 1;955 1 955 1955 ; 1,955, HTU26 ,(Max) 51/2 15/e 57Is 3h ',{20) 0162 z 31h, (20) 0.148 x 11h ':1215 2;940 a 20 ° �t 1' o �. 1 045 1,850 L ,��0 a- IBC, HTU28 (Min.) 37/a 15h 71/i6 31/z (26) 0.162 x 31h (14) 0.148 x 11/2 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 71/4 15/a 71146 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 4,316 4,655 5;015 1,695 2,865 3,235 3,490 3,765 LA HTU210 {Min.) ; :.. 37/a. ;1,5/a 9M 31/z ; (32) 0162 x;31/i (14) 0.148 x 11fz ;1 250 3 600 3;600 3 600. 3 600 ', `:1075 ,`2,700 2 700 2 700' .2,700 HT.U21D (Max.)- - 91/a 1$/e 9'tig 31h' .(32) 0162 x 31h (32)-0.' 8 x 11/2 3 255 ,.4 705 5 020 5 02Q- 5 020 `2 800 3,530 i 3 765 3 7fi5 3,765 Double 2x Sizes HTU26 2 (Min.) 37/a =.39ia 57�e. 31h (20j 0.162 z `31h, (14) 0:148 x 3 :1 515, :. 2 940 i .%C 3'500 3 500 1 305 .2;205 12 205 2;205 2 205 HTU26 ;2 (Max.) ,' ` 51h : 3 a 57% 31h . ,(20) 0162 x 31h (20) O'.148.x 3 `7 910 2,940 ??t ,3,500: 3 500 '4 645 ; 2,205 2,205 2 205 2,205 HTU28-2 (Min.) 37/a 3-54e 7146 31/2 (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, FL, HTU28-2 (Max.) 71/4 35/e 7MG 31h (26) 0.162 x 31h (26) 0.148 x 3 3,035 3,820 4,315 4,655 51520 2,610 2,865 3,235 3A90 4,140 LA HTU21'0 2 (Min)''. 37/.,` '3% 9356 ' 31h ',.(32) 0.162X 31/z . (14) 0.148 x 3 ' 1755, 4 255 14;255 41255. 4,255 ':1 510 3,190 :3;190, 9,190'` 31190' HTU210 2 Max_' ' ( ) 91/a ,, 36 935fi 1- 3 h 32 0162 x-3.h. ',( _) ... ,..�.. 32 0.148 x 3 ( ). _3 855 4 705 3'° 0 r 6 470 .3 315 530 3,, 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 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 %" and 1h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVMl 1-2014. Simpson Strong -Ties' Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h° nails in the header and reduce the allowable download to 0.70 of the table vane. The allowable uplift is 100% of the table bad. B. 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 Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/W or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/,e" at 100% of the table load. Specify as an W version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4' Titen® 2 screws (Model TTN2-25134H) for concrete and 1/4" x 2W Titen 2 screws (Model TTN2-252341) for GFCMU. Follow all installation instructions and use the loads from the 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 TI-N2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/is'-diameter hole to the specified embedment depth plus 112'. • Alternatively, drill the 3/ib'-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution' Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a. 3/,a" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/,e" x 41h" drill bit is also available (Model MDB18412). • A minimum edge distance of 11A" and minimum end distance of 37/a" is required as shown. in Figure 1 for full uplift lead. • Where no uplift load is required, a minimum end distance of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 37i dis 491 ye .- HU214 Figure 1 — HUG410 Installed on Masonry Block End Wail 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. Model ; ` Standard Concealed �' Fasteners GFCMU Concrete h Titeti®2 Titen° 2 Joist ,411owable Loads (DF/SP) t Code , Ref Upllft :Down (160) (100/125)' Concrete UpIIfY Down HU26 HU26X (4)1/a x 23/a (4)1/4 x 13/a (2) 0.148 x 11/z 335 1,000 335 1,545 8X ax2HU28 (6)'/a z .(4) 545 T 50004z 760 2,400 HU24-2 HUC24-2 (4)1/a x 23/a (4)'A x 13/a (2) 0.148 x 3 380 1,000 380 11545 HU26 2;{Mm.) -.. ti HUC26 2 (8)'1/a,x23/a (8)1/a x T?/a (4) 0148x 3 76D ="" 2 000 760'r 3;200 HU26.2 (Max) •: > HUC26-2- (12)/ax 23/aT48 X3. 1;,135 ',-3 000 1135" 3,950 ,.. HU26-3 (Min.) HUC26-3 (Min.) (8)1/a x 23/a (8)1/a x 13/a (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/a x 23/a (12)1/a x 13/a (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28 2,(Mln) HUG28 2 (Mm) s: {10)'/a x 231a (10)1/a z'9 3/a (4) 0148 x o r 76D 2 500 760_ HU28 2 (Max) HUC28 2 (Max) {14)?la x 23/a I ; (14)14x 13A (6) 0748'X_3 1';T35 3 500 ` 1135r 4;920 .> HU210 HU21OX (8)1/a 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 (Mm) _ (14)!�la z 2?/a : (14)1/ax 13/a (6) 0148 x;3 T,135 '' 3 5D0 HU2107_(Max) :, HUG7102(MaY1 i1Q?1/e,%2Ya (18)1/ax:13/a tRDO A500 T800. 5085 -•„-•-- HU210-3 (Min.) HUC210-3 (Min.) (14)1/a x 23/a 1 (14)1/a x 13/a (6) 0.148 x 3 1,135 3,500 1,135 41920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/a x 2% (18)1/a x 13/, (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 '_' HU212X' {10}1/4 x 2?/a •;` (10)1/a z.1:.3/a (6) 0148 x i'/z k i,735 2 5DD 1135 2665 `.' HU212-2 (Min.) HUC212-2 (Min.) (16)1/a x 23/a (16)1/a x 13/a (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/a x 23/a (22)1/a x 13/a (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212 3 HUC212 3 (Mln) -' (16)?/a x 23/a (16)1/a`x 3/a (6) 0148 x'3 I1 x 4 0D0 r s T,135 r 4 920 HU212 3 (Max) -. HUC212 3 (Max)(22}'?%a z 23Ja (22)1/a z 1;3/e '(10) 0148 x 3 1,600 t .. 5 D85 `= 1 800 ; 5,085 - HU214 HU214X (12)1/a 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 (Mm) HUC2T4-2 (Mln ). (i8)1/q"x 23/a (18)?/i x 131a ' - ;(8) 0148 X 3 1;515 4 500 1 515" 5 085 NU214 2 (Max.)..' HUC214 2 (24)'I4-c Z3I4 ;' (Z4)1/a XT 3/a (12) 0149 x 3 2015 ,'5,085 A 2,015 5085 '; HU214-3 (Min.) HUC214-3 (Min.) (18)1/a x 23/a (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)1/a x 23/a (24)1/a x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216` HU216X (18) Y<a 23/a (18)1/a x13/a (8) 0148 x 11/z 1 `5To 920 1 515 2';920 HU216-2 (Min.) HUC216-2 (Min.) (20)1/a x 23/a (20)1/a x 13/a (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216.2 (Max.) (26)1/a x 23/a (26)1/a x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216-3 (Min.) HUC21fi 3 (Mm) (20)1/a x 23/a I , •(20)1/a x 13/a (8J 0148 x3 1515 4 920 1;515 4,920-7 HU218-3 (Max j; HUC216 3 (Max ),. (26)?/dx 23/ae °-(26) ildx l3/i (12) O T48 x 3 2;015 5 085 ;E u 2;015 5 085, .,: HU7 (Min.) (Not available) (12)1/a 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)1/a x 23/a (16)1/a x 13/a (8) 0.148 x 11/z 1,085 3,485 1,085 3,485 HU9 (Min) {Not available) ; `, (1 S)1�a x 23/a (18)1/a x 13'a (6) 0148 x 11h 1;;135 = 3 23D = T 135', 3;230 H U 9 (Max) (Not available) (24)%a',x 23/a (24)1/a x,13/a (10) 0148 x i ?h 1;445 = 3 735 `> 1445 3;735 ' HU11 (Min.) (Not available) (22)1/a x 23/a (22)1/a x 13/a (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/a x 23/a (30)1/a x 1 -1/a (10) 0.148 x 11h 1,445 3,735 1,445 3,735 HUT4 (Mm ) (Notavailable) (28)'/a k 23/a {28) ?/a x 7 3/a = (8) 0148 x7'/z 1515 3 405 1 515 ;3,485 . HUT 4 (Max) • (Not available) = _ (36)1/a x 23'a ; ,,,(36)11<x 13/a ,(14)0148x 1 �h 2;015 4 245 2 015 4;245 -38 r h P STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES ' B/5KI PI dN UPLIFT/SHEAR ANC I BBON BOARD- SEE GHEDULE FOR SPACING A5TENING TO TRUSSES MA50NRY WALL - EACH TRUSS - SEE 5/SKI SEE PLAN PLAN NOTE: ADD'L FRAMING NOT i SHOWN FOR CLARITY t r RAISED HEEL TRUSS BEARING A i ac&E. Nla SKI } �laaa��a�.wa��a �a�llao�a�u arm �-��� SOFFIT ASC�A?HING- SEE SEE ARCHPL�J_7r__ I-SEE�ISED PLAN ROOF TRUSSES w N RIBBON BOARD- SEE SCHEDULE FOR SPACING 4 FASTENING TO w N ?BUSSES WALL SHEATHING -SEE PLAN == MIN. 15/32' COX PLYWOOD OR l/Ib' OSB WITH ed GUN NAILS (0.131' X 2 1/2') s 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN [MASONRY TRUSS-5EE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN of ROOF TRU55 WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING B wALe. NTs SKI RIBBON SCHEDULE DESIGN CRITERIA RIBB,,D, N MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult-165 MPH (Need=128 MPH) &.4 (2) 12d GUN (0.131' X 39 EXP. B, 5PF02 24' TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS Wlt=IW MPH (2) 12d GUN (0.131' X 3') lVasMPH) 'i <4 SPFQ 16, TO EACH TRUSS, (4) EXP. EXP. G, ENCLOSED t'- NAILS AT JOINTS SHEET II LE: PHBON OflM FOR WBEO MFEI POOP IRUEEEB SHEET INFORMATION: mBNa: xllld NE OEUOY. IIABId OMWN BY. SK.I , - ALPINE minwcowpAw January 10;,2.0'20 ]Car'p' biner',1C ontractors of A erica, er 1cd, Inc:. 3960 Avenue G*, NW,* Wiotp-r'.HaveTi, FL:33880-6201 Dear -Matt: stibn /t, diameter Ithas. come. to my attention that some que s were raised c0ncerafj�g s r holes.arilled thru & chord" g4bleprid1tru trusses-to-allowfor chords (wide face] of -sys42 s flireaded rods Used fdr "be downs," If these gable end . s are -over continuous support v th 01sE `ace.:fuIl�r sheathed anti ik�e'riaie� ax e: drilled about the cente �lme o�'t}^le' wide _ _ _,.._ _.. faicd no c168e,-.than 43' OJCV-0butdarna giagany connettot'phites or verijc�J'W.jebs then no repair -is req*ed..The tru 8 orij� supports: Z feet of f1db't, I&A" ds. and -nu,;idditional load.. If you have any questibh, please give me-acall.' Sfticer,ely; i`is%-X. X 6�� A . N 86$ 6 7 S * TATEOF 0. .; Yoon'. .1 / ( Q("n 67% F6rqm.br1v!aj Suite 865, Orlando, FL 32821 - (80Q) 521-9790 -- {863)-422-8685 WWW , .,;ajp1r1pftW.CQrh ALPINE �'�� ANITWCOMPANY ��"` • �(' �' •j ; epA� FL REG# 278, YoonhwakKim, FL PE #86367' .' No. S63f 7 '�° $• STATE OF • * 03 L\ Tt>fs M1s bSi6S s!}�read 10 using a DW .-ignitors, ft#dN At Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www,alpineitw.com I W x x si Customer., Carpenter Contractors of America Job Number.< N362326 Job Description: 7A5/320 ,4f HJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Address: Design Code: FBC 7th Ed. 2020 Res lntefliW51N Version: 20.02.00A. JRef #: lX3U897501'38 Wind Standard., ASCE 7-16 Wind Speed (mph):: 160 Design Loading (pso 37.00 Building Type: Closed This package contains general notes pages,, 34rtruss 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 B2G 13 078;21.1706.36332 L1' 15 078,21.1706.35582 EGE 17 078.21.1706.36301 EJ3 19 078 21.1706.35520 CJ3E. 21 078,21.1706.36456 CJ1L 23 07821.1706.35676 EJ7 25 078.21.1706.35426 CJ5A 2.7 078.21.1706.36270 CJ52 29 078.21.1706.36113 CJ3A 31 078.21.1706.36051 CJ1 33 078.21..1706.36378 HJ3 35 A1'601.5ENC101014 37 A16030ENC101014 39 GBLLETIN0118 ARM AN %gY ' 2 078.21.1706.36081 A2 4 078.21.1706.36222 A4 6 078.21.170635816 A6 8 078.21.1706 36003 A8G 10' 078,21'.1706:35909 B'1 12 078.21.1706.35613 MEG 14 078,21.1706.3640.9 L2G 16 078.21.1706.35395 EJ6E 18 078.21.170&35784 CJ5E 20 078.21.1706.35753' CJ1E 22 078.21.1706.36457 MG1 24 078.21.1706.36050 EJ72 26' 078.21.1706,35409 CJ5' 28 078.21 i 1706.35472 CJ3 30 078.21.1706:36176 CJ32 32, 078.21.1706,36207 HJ6E 34 07811.1706,35941 HJ7 36 A160,5ENC160118 38 A16030ENC160118 �G(prlda 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. oro. 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 CS-1 = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in' inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to.ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as'defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 674901 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T6 FROM: RAA Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35410 Truss Label: Al / YK 03119/2021 rn EO G3 1279 18'3"4 21'4"12 275"7 6'0"11 6'0"11 ;5X5 =5X5 E F 39'8" 33'6"12 39'8" "5 6'1 6'1"4 �1'+ 9'10" + 10, 'f' 10 J . 910 4'� 9'10" 19,10" 29'l0" 39'8" 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: 22.84 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 It 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"x2ff%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 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 EW Ver: 20.02.00A.1020.20 ,�tr�ttr�rrorP�ry�i a m Ayr N0. 86367 S. Iwo r STA TE OF cc,� �wpafi r0- .. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /861 7785 /303 N 1546 /- /- /861 1785 /- 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 1525 -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 Iva 0 pie 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 propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingp 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 Joint Details, unless noted otherwise. Pefer to ALPINE drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Buildingi Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the ANRWCOMMY truss in conformance with ANSI/TPI 1, or for handling, shipping,, nstallation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engpineering responsibilityv solely -for the design shown. The suitability and use of this Suite 305 drawing for any sfr'ucture is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. 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: 67491 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRefAMIJ119750138 T12 / FROM: RAA Qly: 2 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36081 Truss Label: A2 / YK 03/19/2021 EO f_ i� 63 17' + + 2T5"7 6'1"4 6'1"5 4'97 5'S" 4'97 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) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. _5X5 e5X5 E F 39'8" 10, 10, 19,10" 2910" 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 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 L33'6"l2 + 39'8" 6'1"5 61"4 g*Jj11gf11111gyob q•°°°` &AHWAk a a �@ N0.86367 ®� STATE OF T +a r � • 'r�p � �f,� fi 9.101, � 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1645 A A /867 /786 /284 N 1645 A A /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 Iry °.0 S' m•rgo• $',QN8llAi t �� 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 an SBCA) r sa shipping, 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 bracingq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to A L PI N E drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the AN M COMPANY truss in conformance with ANSI1TP1 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engsneering responsibilit� solely'for the design shown. The suitabilify and use of )his Suite Fos drawing for any structure is the responsibility of the Buildings esigner 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.org Orlando FL, 32821 SEQN: 67492 / FROM:RAA 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 " HIPS Ply: 1 Qty: 2 7'8"6 7'8"6 9'10" 9'10" Job Number: N362326 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Truss Label: A3 15' 19'10" 24'8" 10 + 4.10" + 4.10" ,5X5 1112X4 =5X5 D E T3 F Cusl: R8975 JRef:1X3U89750138 T11 / DrwNo: 078.21.1706.35457 / YK 03/19/2021 31'11"10 + 39'8" 7'3"10 7'8"6 III M = 8X8 1116X8 4X6(142) 10, 19,10" 39'8" Wind Criteria Snow Criteria (Pg,Pfin 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: 22.16 ft Building Code: BCDL: 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 tnrnvr= Lumber Top chord: 2x4 SP #1; T3 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; 132,133 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. **IMPORTANT** FURNISH THIS 10, 29'10" 9.10" 1' 39'8"+ Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.278 E 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.480 E 985 240 B 1692 /_ A /874 /789 /255 HORZ(LL): 0.092 J - - M 1692 /- /- /874 /789 /- HORZ(TL): 0.159 J Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.757 M Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.840 Bearings B & H are a rigid surface. Max Web CSI: 0.385 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. VIEW Ver: 20.02.00A.1020.20 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. . 410E N a�'%ArdA L - D 639 - 00 F - J 639 - 300 + D - K 411 - 252 J - G 447 - 349 No e ® E - K 389 - 207 .86367 a + Q ®� STATE OF a i�7 ONBA e t4` FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 -OW ALL NOTES ON THIS DRAWING! TO ALL CONTRACTORS INCLUDING THE INSTALLERS ping, installing_and bradnq. _ Refer to and follow the latest edition of cnep n is cemn Locations snown Tor permanent imerai restraint of wens snap nave oracm mstaneo per tscbi sections tts, t i or bi u ipplicab e. App y plates to each face o truss and position as shown above and on the Join 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 s in conformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawin or cover page 1g this drawing indicates acceptance :of professional en sneering responsibilityy solely -for the design shown. The suitability and use Nis King for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. more information see these web sites: Alpine: alpineitw.com• TPI: tpinst.org• SBCA: sbcindustry.com; ICC: iccsafe.or ; AWC: awc.or ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL,32821 SEQN: 67493 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T10 / FROM: RAA Qty: 2 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36222 Truss Label: A4 / YK 03/19/2021 T4"5 7'4"5 101, 9'10" 13' 5710 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: 21.75 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; T2 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; B2,133 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. 19'10" 26'8" 6'10" 6'10" .5X5 1112X4 =5X5 D E T2 F 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): 32'3"11 39'8" 57"11 7'4"6 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 EW Ver: 20.02.00A.1020.20 ,4>yi111l1ltl►p/�►0 .tQ a l� alltop i ;AA o q % No.86367 a STATE OF a 1 9.101, 1' 39'S"� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1657 /- /- /875 l790 /225 M 1657 /- /- /875 /790 /- Wind reactions based on MWFRS B Erg 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 -388 110, a O� tit♦+alp*��-e �� N A,- ± � �a! 1(411i191t1 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 BCS1-Unless noted -otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing 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 Joint Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANv COWA truss in conformance with ANSI/1 PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive - listing this drawing indicates acceptance of professional engineering responsibilityy( solely -for the design shown. The suitability and use of This Suite For drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.305 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: 67494 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T9 / FROM: RAA Qty. 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35316 Truss Label: AS ! YK 03/19/2021 11' 16'11"4 228"l2 28"' 32'3"12 39'8" 7'4"4 3'7"12 5'11,. 5.9. 5'11"4 3'7,12 7'44 n e5X5 -5X5 =4X4 D E F =5X5 G axe(t+Z) -8X70 =8X8 V =8X10=4X6(B2) 9'10" 9' 10" Loading Criteria (psi) 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: 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, 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 Udell 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 Ve r: 20.02.00A.1020.20 d~ o No 86367 b m d ® dp A A • STATE OF p g 9'10" 1' 39'8" + ♦ 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 - I 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 - 1 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 °oX�0• 1t R10*P`'� �aitaa000►�o 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 fabricatingr-handlin shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building - -- Component Safety Information, by TPI anrd7 SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted- otherwise, top chord shall have propegN 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 1310 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 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 M COWAW truss in conformance with ANSI TPI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilit solely -for -the design shown. The suitability and use of this drawing for any structure is the responsibility of the Build ingUesigner per ANSINI 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.or -- Orlando FL, 32821 SEQN: 67495 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T20 / FROM: RAA Qty: 1 ,7A,, 320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35816 Truss Label: A6 / YK 03/19/2021 12'8" �0- 7'11 10'10" i 1910" 24'8" 30'81, 32'�"5 39'8" r 7'11 '1 3'8"15, T2" f 4'10" 6' 1'7"t5 74"11 = 5X5 1112X4 D ,� z6X6 __ =5X5 cFXS ` 39-8" 910" 10, 9'10" 19,10" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.30 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE 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 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.384 F 999 360 VERT(CL): 0.712 F 664 240 HORZ(LL): 0.104 L - - HORZ(TL): 0.193 L Creep Factor: 2.0 Max TC CSI: 0.896 Max BC CSI: 0.836 Max Web CSI: 0.917 VIEW Ver: 20.02.00A.1020.20 pNMµ'0 0 to or 4 M ® ppt� � A STATE OFF TT M N V � ll+18'8"12 10, 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /855 f788 /193 0 1546 A /- /859 f791 /- 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 & J are a rigid surface. 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. 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 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp N - D 1865 -1705 M - G 400 - 308 N - E 1923 -1815 G - L 1049 - 864 E - M 645 - 713 L - H 867 - 679 F - M 561 - 352 �ORI�) w� os �'°°oi800� b1 ONAL �dito�;tae►�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 attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 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 ANR COMPANY truss in conformance with ANSI/1 PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this draw!nq or cover page 675o Forum Drve listing this drawing indicates acceptance of professional angqi�neenng responsibilitiy solely -for the design shown. The suitability and use of this Suite For drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSIN 1 Sec.2.305 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: 67496 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JROAMU89750138 T8 / FROM: RAA Qty.. 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 078.21.1706.35878 Truss Label: A7 / YK 03/19/2021 i T1"2 9' 16'8" 2.3 30'8" 1 32'6"14 39'8" 7'1"2 1'10'14 7'8" + 64' 7'8" 1'1014 7'1"2 fl o� v 1F3 :5X5 =4X4 =5X5 =5X5 12 2X4 D E T2 F T3 G ,9X4 910" 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: 20.91 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: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x4 SP #1; 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. 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 L/defl U# VERT(LL): 0.367 L 999 360 VERT(CL): 0.681 L 694 240 HORZ(LL): 0.110 K - - HORZ(TL): 0.203 K - Creep Factor: 2.0 Max TC CSI: 0.898 Max BC CSI: 0.869 Max Web CSI: 0.320 VIEW Ver: 20.02.00A.1020.20 ,`nt�tillflllll`p/fit `n AWArl �prQA p • • e • R 4 Nv, 86367 ®tea a � e • a STATE OF FI 9'10" 1' 39'8" i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /864 /827 /166 N 1546 /- !- /864 /827 /- 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 2761 - 2998 F - G 2686 - 2758 C - D 2709 - 2811 G - H 2710 - 2812 D - E 2685 - 2757 H - 1 2762 - 2998 E - F 3607 - 3700 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2681 - 2420 L - K 3612 - 3366 M - L 3615 - 3388 K - I 2681 - 2402 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - M 776 - 568 F - K 1200 - 989 M - E 1205 - 992 K - G 773 - 564 10 aai,Iiie►�r<N FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached r! id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Referto 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 ANSITI PI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawmp or cover page listing this drawing indicates acceptance of professional engmeering responsibill solely -for the design shown. The suitability and use of this drawing for any sgructure is the responsibility of the Building Designer per ANSI/T 11 Sec.2. ALP NI E AN MY COMPANY 6750 Forum Drive 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 ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36003 Truss Label: A8G / YK 03/19/2021 2 Complete Trusses Required 7' 13'5"14 19'10" 26'2"2 32'8" 39'8" 7' 6'5"14 6'4"2 6'4"2 6, , 7' 12 =6C6 =4XD4 =8E8 =4F4 =6G6 5 T2 T3 T T 06649) co =_4X6(A1) n Fll 1 A � N M L K J 0 1112X4 =8X8 =3X8 =8X8 1112X4 39'8" 6'10"4 6'S"14 65"14 6'5"14 6'5"14 6'10"4 1'. 6'10"4 134"2 19'10" 26'3"14 32'9"12 39 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 U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.434 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.813 E 581 240 B 3115 /- /- /- /1614 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.071 C - - O 3115 /- /- /- /1614 /- EXP: C Kzt: NA HORZ(TL): 0.133 C Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 0 Br Width = 8.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.542 g Min Re 1.8 q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.411 Bearings B & H are rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.743 Members not listed have forces less than 375# Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1762 -3442 E - F 2781 -5458 C - D 2492 -4892 F - G 2493 -4893 Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; D - E 2781 -5458 G - H 1763 -3443 Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chard Forces Per Ply (Ibs) Nailnote Chords Tens.Comp. Chords Tens. Comp. Nail Schedule:0.128"x3" nails B - N 3147 -1600 L - K 4957 -2539 Top Chord: 1 Row @12.00" o.c. N - M 3136 -1600 K - J 3137 -1601 Bot Chord: 1 Row @12.00" o.c. M - L 4956 -2539 J - H 3148 -1601 Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. jj WA /� /�® Maximum Web Forces Per Ply (Ibs) �® ♦H Webs Tens.Comp. Loading! e • 40 a ♦,1 Webs Tens. Comp. A�� C-M 1951 -991 L-F 553 -267 ado #1 hip supports 7-0-0 jacks with no webs. ® �r ♦ o M - D 488 -672 F - K 488 - 672 Wind NO- 863/ ® s D-L 554 -267 K-G 1951 991 d Wind loads and reactions based on MWFRS. ® a Wind loading based both hip types. on gable and roof ♦ SATE OF 4-10 %1. Q R 11VD ® C ♦�'® S ♦•min®• 'm `iv f0 ' , ONAj `C 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 r! 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 drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. ALPINE Alpine, a division of ITW BuildincL Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the bracincl AUMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and of trusses. A seal on this drawing or cover pa a listing this drawing indicates acceptance of professional enciineering responsibi!itt��r solely -for the design shown. The suitability and use of this -Designer 675o Forum Drive Suite For drawing for any structure is the responsibility of the Building per ANSI/TP1 1 Sec.2.305 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: 67500/ SPEC Ply: 2 Job Number: N362326 Cust: R8975 JRef:1X3U89750138 T38 / FROM: HMT city: 1 ,7A5/320 ,4EWH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36504 Truss Label: A9G AK / YK 03/1912021 2 Complete Trusses Required 7'1"4 10'10" 14'8" 19'10"4 24'8" 32'8" 39'8" 7'1"4 3'8"12 3'10 52"4 4'9"12 8' 7' 5X5 T 12 D 5 2X4 C =8X8 1112X4 E F T3 -8X8 G T4 =6X6 T HSO o rn -4X6(A1) (a) W T r N B II 1 F A J 11 18'8"12 N M B3 L K O =8X10 =H1014 =10X10 1112X4 39'8" 10' 10, 7'8" 5'1"12 6'1VA 1' 10' 20' 278" 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 L/defl L/# 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 /- /- /- /1633 /- BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.092 D - - 0 3785 /- /- /- /2265 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.170 D - - Wind reactions based on MWFRS NCBCLL: 0.00 Mean Height: 21.30 ft TCDL: 4.0 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.6 Soffit: 0.00 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.730 0 Br Width = 8.0 Min Re 2.2 g q = 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 VIEW Ver: 20.02.00A.1020.20 Lumber Wind B - C 1792 - 2983 F - G 3944 - 6563 C - D 1688 -2876 G - H 3368 - 5683 Top chord: 2x4 SP #2 N; T3,T4 2x6 SP SS; Wind loads and reactions based on MWFRS. D - E 1476 -2504 H -1 2532 -4224 Bot chord: 2x6 SP SS; B3 2x8 SP 2400f-2.OE; Wind loading based on both gable and hip roof types. E - F 3951 -6570 Webs: 2x4 SP #3; W8 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 - N 2713 -1619 L - K 3865 - 2314 nails(0.113"x2.5",min.). Restraint material to be supplied N - M 5151 -3100 K - I 3869 -2310 and attached at both ends to a suitable support by M-L 6323 -3909 erection contractor. 11lril/ oil �,`l►P�P Nailnote .40 H WAk�t�, Maximum Web Forces Per Ply (Ibs) Nail Schedule:0.128"x3" nails eta4 �o At h �f%�,P�p Webs Tens.Comp. Webs Tens. Comp. �`^ Top Chord: 1 Row @12.00" o.c. ter° C v ' 1f �7 f �� N - D 1975 -1124 Bot Chord: 1 Row @12.00" o.c. ® °eo i G - L 797 - 897 N - E 2091 - 3404 Webs :1 Row @ 4"a.c. No. C7 � L - H 2117 -1255 ® $636pG Use equal spacing between rows and stagger nails � E-M 1625 -973 d a in each row to avoid splitting. ® Special Loads • � ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) ® STA I E OF ° Lu TC: From 55 plf at -1.00 to 55 plf at 22.60TC: lf at 32.67 From 28 pp 1 �+ 55 plf TC: 55 if at 22.60 to 28 plf 32.67 �®+4 `OR From at to at 40.67 IV'a /�1rS y 0 01 0 BC: From 20 plf at 0.00 to 20 plf at 22.60 ®rlf /4*� �° at 32.64 BC: From 10 BC: From 20 plf 39.67 32.64 to 20 lf at 22.60 to 10 plf ifA at at �r,1 TC: 177 lb Conc. Load at 22.60,24.60,26.60 TC: 169 lb 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 28.60,30.60 FL REG# 278, Yoonhwak Kim, FL PE #86367 BC: 491 lb 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 for Component Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless top have bottom have per noted otherwise, chord shall properly attached structural sheathing and chord shall a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections 53, B7 or B10, truss as applicable. Apply Oates to each face. of 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 BuildinlgComponents Group Inc: shall not,be responsible for any deviation from this drawing, any: failure to build the drawing ANf WCONBANV truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this or cover pa a listing this drawing indicates acceptance of professional en meering responsibilityV solely -for the design shown. The suitability and use of This 6750 Forum Drive Suite Fos drawing for any structure is the responsibility of the Building�esigner per ANSINI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 674751 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T2 / FROM: RAA Qty. 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 078.21.1706.35909 Truss Label: B1 / YK 03/19/2021 � 1, 9'1"12 9'1"12 12'8" 3'8" C8 T2 =5XD5 21' 3'4"8 12'6"4 Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20:00 - Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.91 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 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 1A/4\/F 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. 21' 8;4" 87A 20'8"8 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.036 G 999 360 VERT(CL): 0.066 G 999 240 HORZ(LL): -0.015 H - - HORZ(TL): 0.026 E - Creep Factor: 2.0 Max TC CSI: 0.822 Max BC CSI: 0.757 Max Web CSI: 0.949 VIEW Ver: 20.02.00A.1020.20 �4 WA /r d c No. 86367 a o STATE OE���� � 3""8 '2Y' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 850 /- /- /475 1536 /137 F 778 A A /396 /486 A 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 1163 -1274 D-E 1136 -1241 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 °m'��c• •. 4 OR1Dr 4 0QNA� (jk� �5 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 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, fsafety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly ,iid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e.. Apply plates to each face of truss and position as shown above and on. the Join Details, unless noted otherwise. Refer to wri-c Tor sranaara praie posmons. Kerer ro )oD s uenerai rvoies page ror aaamonai inrormaaon /ision of ITW Buildingq� Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the formance with ANSI/TPI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawin or cover page rawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this any s ructure is the responsibility of the Building -Designer per ANSI/T I 1 Sec.2. rrmation see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ALPINE ANMCOWA- 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67478 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T5 / FROM: RAA Qty: 1 7 A51320,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21,1706.35659 Truss Label: 132G / YK 03/19/2021 T 14'8" 7' T8" =6X6 =6X6 C T2 D 21' 6'4" 6'10"4 T11"8 5'10"12 6'10"4 I 14'9"12 + 20'8"8 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-2.0E; 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. 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 Ver: 20.02.00A.1020.20 b � � CENS ems` N0. 8636 • �® STATE OFcc, 3' S ' 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 - 3268 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 ,®Qt'SIV 0—' Wind loads and reactions based on MWFRS. py" C Right end vertical not exposed to wind pressure. 0/add (� A "�Y�i► Wind loading based on both gable and hip roof types. 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) fo'r safety practices prior to performing these functions. Installers shall provide temporary. bracingper-BCSI. Unless noted otherwise, top chord shall have proper)v attached -structural sheathing and bottom chord shall have a-properlyattachetl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10- as applicable. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted. otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN_MCOWAW truss in conformance with ANSI 1, or for handling, shipping,_ installation and bracin of trusses. A seal on this drawing or cover paga 675o Forum Drve listing this drawing indicates acceptance of professional encLineenng 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: 67479 / HIPM Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T39 ! FROM: RAA Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35613 Truss Label: MEG / WHK 03/19/2021 5'9"8 11,81,15 5'9"8 + 5'117 12 4 p 1, + 5'11"4 5'11 "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: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber 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 BC: From 20 plf at 0.00 to 20 plf at 5.82 BC: From 10 plf at 5.82 to 10 plf at 17.70 TC: 141 lb Conc. Load at 5.85, 7.85, 9.85,11.85 13.85,15.85 TC: 247 lb Conc. Load at 17.71 BC: 221 lb Conc. Load at 5.82 BC: 106 lb Conc. Load at 7.85, 9.85,11.85,13.85 15.85 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. __ 5X8 C 1112X4 D 17'8"6 17'1 11"14 5'11 "7 3' 8 =4X12 E TT 1 N 1 94 � 88' III2X4 = 5X14 = 3X6 1113X6 17'11 "14 5191,11 5'11"7 11,81,15 17'8"6 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): 0.142 D 999 360 Lu: NA Cs: NA VERT(CL): 0.262 D 813 240 Snow Duration: NA HORZ(LL): 0.024 C - - HORZ(TL): 0.044 C Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.877 TPI Std: 2014 Max BC CSI: 0.796 Rep Fac: Varies by Ld Case Max Web CSI: 0.824 FT/RT:20(0)/10(0) Plate Type(s): Ver: 20.02.00A.1020.20 wauF IVIEW w ``,o`AHWAA- j 1� uaay a• s C EN,94's m d/ No. 86367 STATE OF c �3' 8 i711"14 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL J 1248 /- /- /- /541 /- F 1537 /- /- P /686 P Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.7 F Brg Width = 1.6 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J 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 1184 - 2876 D - E 1282 - 2958 C - D 1282 - 2958 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - I 2687 -1092 I - H 2711 -1083 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - H 551 - 622 E - F 1458 - 2167 H - E 2848 -1195 10 0 �erS'SJ0*""� 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 an _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 attachetl rigpid ceilin 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. Ilefer to ALPINE drawings 16OA-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 -- nir H coManuv truss in conformance with ANSIITPI 1, or for handling, shipping,. Installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en meenng responsibiliti solely -for the design shown. The suitability and use of this drawing for any s9ructure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA. sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 67476 / 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 T _ 5 12 5' 10, 5' 5' 4X4 C T B D r� 4 E N �B 8 F 2X4(A1) 1112X4=2X4(A1) 10, 1 5' + 5' 5' 10, Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin 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): Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE IVIEW Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types ,�,t�itQlf llfl9//r/ AW A 41 r 4<4 No- 86367 d r � � STATE OF, 41� cc7� Ee118lei►�bd ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 429 /- /- /273 /206 f79 D 429 /- /- /187 /206 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B C 1066 - 641 C - D 1066 - 64T — Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 578 - 825 F - D 578 - 825 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigqid ceilin Locations shown for permanent laterel restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. App y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the — MMCOMGAW truss in conformance with -ANSI /TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawingg indicates acceptance of professional en sneering responsibilityy solely -for the design shown. The suitabililfy and use of This drawing for any sfr'ucture is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67480 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T36 ! FROM: MRS Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 078.21.1706.36409 Truss Label: L2G �AK / WHK 03/19/2021 ih 315 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' I 10, 3' 4' 3' 12 4 = 4X4 = 4X4 C D T B E q F 8,8„ H G 2X4(A1) 1112X4 1112X4-2X4(A1) 3'1"12 1' �� 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 pif at -1.00 to 55 plf at 3.00 TC: From 27 plf at 3.00 to 27 pif at 7.00 TC: From 55 plf at 7.00 to 55 pif 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 Ib 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, 3'8"8 610"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: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s):. 31 12 10, Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.037 G 999 360 VERT(CL): 0.074 G 999 240 HORZ(LL): 0.011 G - - HORZ(TL): 0.020 G Creep Factor: 2.0 Max TC CSI: 0.337 Max BC CSI: 0.502 Max Web CSI: 0.070 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 628 /- /- /- /276 /- E 628 /- /- /- /276 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B &E are a rigid surface. Bearings B &. E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 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 H - G 1249 -461 1o�'t��artrrrrrgr�,r a ENs�`r'd A o No, 86367 STATE QE 40 •��,%9fiv a O��Z- � ®�$ OR°em° so°0NA1. _ �-�, 46444 a WO FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 G - E 1226 - 466 **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 TPl 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 �roper)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 of truss and position as shown above and on the Joinf9Details, unless noted otherwise.- Refer 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"WCOWAW truss in conformance with ANSI/TPI PI 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 enc�meering responsibilitty� solely -for the design shown. The suitability and use of This drawing for any s9r'ucture 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: 67477 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U8975013e T17 / FROM: RAA Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EH6 12601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35582 Truss Label: EGE / 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 " Lumber 1'8"12 1'1 "8 1'8"12 "12 12 4 F7--- 1112X4CD T T B A Li 8'8" EF G 4X4(B1) 1112X4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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. 8�'� 1'2"12 1'812 Z1112 1 - I 1'812 1'1 1 "8 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 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 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 131 /- /- /113 /86 /49 B 42 /- /- /24 /4 /- G 49 /- /- /30 /33 /- 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# ���rr,r�rrrri9�� H WAk i No.86367 a STATE OFo • tv�: ref S'S � o I®�" 1QNaq, 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 the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary - bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rictid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional entimeering responsibility solely -for the design shown. The suitabilif9 and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67459 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3UB9750138 T7 / FROM: RAA ply: 7 , A5/320 ,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 4 12 1019"11 SO 't N � B N p' 8'8" D 4X4(B1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: It EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. ,•: Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 VIEW 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 A /- 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# ,et,lil)111i1fliff/l No 86367 a r �ro STATE OF OeaetliII110 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 applicab-le. Apply plates to each face o 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 responsible for any deviation from this drawing, any failure to build the MMC0.1AW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely-Jor the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 67460 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X3U89750138 T42 / FROM: MRS Qty: 3 7A51320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DnvNo: 078.21.1706.36301 Truss Label: EJ3 AK / YK 03/19/2021 12 4 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 Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SIP #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. 31 31 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): 918117 LO T r 81811 Defl/CSI Criteria PP Deflection in loc Udefl U# 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 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity- _ Loc R+ /R- /Rh /Rw /U /RL B 185 /- /- /149 /85 /67 D 50 /- /- /27 /- /- C 63 /- A /36 /54 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# ,�>ttttt►t►►►►fl��o a •t +0 .°4,�a�® �c' %1f Sad"'7 ���i� No. 56367 +�p r s -,- 3TATE OF Off- 0 e �aseea Y� S/ONAL FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for satPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properlr attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply lates 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 s�andard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Buildinc Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANI COWAW truss in conformance with ANSIPI1, or for handling, shipping,. installation and bracin4of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitabiliy and use of This drawing for any sgr'ucture 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: sbcindustrv.com: ]CC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821 SEQN: 67461 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X31.189750138 T37 / FROM: RAA City: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35784 Truss Label: CJ5E / YK 03/1912021 6"1 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 " 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. 411 "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 C Defl/CSI Criteria PP Deflection in loc Udefl U# 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 III If III If If CENS No. 86367 i a per„ STATE OE a 10'6"5 m T r (� CV CV 81811 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 252 /- !- /191 /108 /102 D 90 /- /- /49 /- /- C 119 /- /- /71 /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# ®. 4OR1D ®�� 6S� N�15 ui ��' FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component.Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers -shall provide temporary bracing per BCSI. Unless noted otherwise, top. chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, 67 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSIfI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pate 6750 Forum Drive listing this drawing indicates acceptance of professional enpmeering responsibilityV solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1: Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 674621 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T32 / FROM: RAA Qty: 2 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35520 Truss Label: CJ3E / 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 4 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 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2' 11 "4 211 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)!10(0) Plate Type(s): C M 1 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: 0.290 Max BC CSI: 0.078 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 9' 10"5 ti ti 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 183 /- !- /147 /82 /66 D 52 /- /- /27 /- /- C 64 /- /- 135 /61 !- 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# A WAk''r% a No, $6367 4 s .. STATE 4E,c� �- �t�l/f01,ti1111��, 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 and follow the latest edition of BCSI (Building - Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, -top chord shall have properly attached structural sheathing and bottom chord shall have a properly - attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10, as appllcab�e. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer 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 BuildincLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANRWCOMPANY truss in conformance with ANSI4P", or for handling, shipping,, Installation and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enpineering responsibilityy solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. 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O :dX3 00'LE :Pl s90 11:k069leoNs!N 00'01, :1008 p9solO:ajnsol0u3 00'0 :llOB qdw 09L :paedS 001 :1001 91,-L 3OSV :PIS PuM 00'0Z :1101 epe)uO pu!M Usd) epaluo 6u!peol I,ZOMAO NA / 3LfO :lagel ssnil E9L9£'90LV2'9L0 :0NMi4 SS3NdX3 N30AVH / 1.09Z/ SH34/ LOIN' Hl0' HfH34' OZ£/9VL' I Z :L10 VVH :woHJ / ££1 9E109L69ncxyl92if 9L69N:lsno 9ZEZ9£N :jagwn N q0f l Ad NOVf / E90L9 :NO3S SEQN: 674641 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3Uas750138 T40 / FROM: MRS Qty: 4 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36456 Truss Label: CAL �AK / 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 SDacina: 24.0 " 12 4 C B A D 2X4(A1) 11114 11114 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 T 9'0"3 7"11 Q _ 8rQrr 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 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 141 A /- /134 /102 /31 D 10 All A /16 /11 /- C - A15 A /29 /27 A Wind reactions based on MWFRS B Erg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Big 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# `•*`1C���A /i�''°� s N0.86367 t p G a N0. G763 V 7 o STATE OFOR I'D ®cam ON A� ` FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 properattached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral.res raint of webs shall have bracin installed per BCSI sections B3, B7 or 610 as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the AN MNCOAIPA. truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawn or cover page 675o Forum Drive listing this drawing indicates acceptance of professional en meering responsibilit�yy solely -for the design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Buildinguesigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 674821 MONO Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T23 FROM: RAA Qty.. 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EH8 / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36457 Truss Label: MG1 AK / WHK 03/19/2021 2 Complete Trusses Required P7 3'2"8 3'2"8 T 3'9"8 1112X4 12 5 g 4BX4 h rN f7 iX4(,A1) LLT_ Li 18'8"12 E D 1114X6 1114X8 Loading Criteria (psi) 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. 7' 3'0"12 S0"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 Sid: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): T11"4 T Defl/CSI Criteria PP Deflection in loc Udefl 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 ��iil9lllfO)//lio a No 86367 r • • • 0 .. -0 ®STATE OF �v�� fi �% ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 1508 A A /- /956 /- D 1445 /- A A 1945 /- 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 ® °I�OsRaIoC®P®0 or. /0N+A' 1 , 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) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise, top chord shall have �roperlY attached structural sheathing and bottom chord shall have a properly attachetl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10. as applicabgle. Apply plates to each face of truss and position as shown above and on the 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 Buildinq Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the - ANR COWAW truss In conformance with ANSI/TPI 1, or for handling, shipping,Installation and bracing of trusses. A seal on this draw(nfq or cover pa a listing this drawingq indicates acceptance of professional en Ineering responsibilittyv solely -for the design shown. The suitablli y and use of this 675oorum Drive Suite Forum drawing for any sfr'ucture is the responsibility of the Building�esigner per ANSIrrP1 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC_ awc.org Orlando FL, 32821 SEQN: 67434 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3D18 / 89750138 T FROM: RAA Qty: 22 , A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / 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 21'10"3 12 5 M M Lf) M ti ce) B A 18'8"12 D 1, + 7 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.50 It 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: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct:-NA CAT: -NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl 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 Ver: 20.02.00A.1020.20 CEN No. 863f b s Q � STATE OF , w�0 4. w asp ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 327 /- /- /224 /164 /210 D 129 /- /- /70 /- P C 177 /- /- /99 /208 /- 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# °i � �e000e At+A` (C 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 sa shipping, practices Prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper Y attached structural sheathing and bottom chord shall have a properly attached.riggid 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. 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 ANR COMPANY truss in conformance with ANSI/? PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this'drawing indicates acceptance of professional engineering responsibilit� solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIr 1 1 Sec. 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: 67443 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U8975013u T22 / FROM: RAA City: 3 7A5/320 ,4EHJH ,01 H ,RL01 14EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36050 Truss Label: EJ72 / 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 SDacina: 24.0 " C V1'10"3 12 5 M � M M � O B A 18'8"12 D =AYA/R9\ 2' 7 7, Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.29 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 fit Loc. from endwall: not in 4.50 It 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. 0w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w 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): -0.012 D HORZ(TL): 0.016 D Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.527 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ®,o�ta1911P1p���� CENS m 1 e No, 186367 i ► PRR a �.-I-..� P Y� � Pp �® STATE 4F ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 395 /- /- /297 /219 /231 D 127 /- A /67 /- A C 169 A /- /90 /199 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# 1 OR10'e 110 NAo 1j4, 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 requireextreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, -top -chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for (permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face o -truss and position as shown above and on the Joint Details, unless noted otherwise. Refer 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 BuildincLComponents Group Inc. shall not. be -responsible for any deviation from this drawing, any failure to build the *NMCOWF truss in conformance with ANSIITPI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawin indicates acceptance of professional en meenng responsibility solely -for the design shown. The suitability and use of this Suite For drawing for any structure is the responsibility of the Building�e.,gner 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.org Orlando FL, 32821 SEON: 67444 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T4 / FROM: HMT Oty: 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 " Lumber 19 L 1113X8(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 it Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 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' 1 T4 4'3"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): 21'0"2 ZD N 18'8"12 Deft/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 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL A 161 A /- /95 /60 /114 D 80 /- /- /44 A /- C 113 /- /- /65 /138 /- 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# WAk Al N0, 86367 ®mow a o % STATE OF,-,- LZZ WO aOZORIV 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 sa shipping, 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 ceiling Locations shown for permanent lateral restraint of webs shall have bracin� installed per BCSI sections B3, B7 or 610 as applicable. Apply plates to each face. of truss and position as shown above and on the 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, 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 ANSIf PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawin or cover page listing this drawing indicates acceptance of professional en meering responsibilit solelyor the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/31 1 Sec.2. ALPINE ANRW COMPANY 6750 Forum Drive Suite 305 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 KD / YK 03/1912021 6"3 t 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; 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 N Defl/CSI Criteria PP Deflection in loc Udefl U# 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 Ver: 20.02.00A.1020.20 v011"14 rb N (V 18'8"12 ♦ 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 /- A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Big 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# QNH >rsr ttA,�- • j � e No, 8636 4 8 .S i ' ro w 6 76 + s Rya STATE OF • c{/y ONA6 `�1e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an 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 attachetl rigid 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 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 bracing of trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional englneering responsibilityY solely. -for the design shown. The suitabilif9y and use of this drawing for any sQructure is the responsibility of the Building -Designer per ANSI/ 1 1 Sec.2. ALPINE AN" COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67446! JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T30 / FROM: RAA Qty: 1 , A5/320 ,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 v SO co CV CV B 18'8"12 A D 4X4(B1) 12' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II 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 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,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): 0.004 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 /- /- /259 /186 /173 C 109 !- /- /53 /131 /- D 90 /- /- 147/- 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# s ►Y a STATE OF s rs"C' 1 OR1D� �< L gP,� l�N+41Ae `E � FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, -top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attachetl rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 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 job's General Notes page for additional information. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANR COWAW truss in conformance with ANSIfTPI 1, or for handling, shipping,. installation and bracingqof trusses. A seal on this drawing or cover pawe 675o Forum Drive listing this -drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org: SBCA: sbcindustry.com: ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67447 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 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 " T 6-3 12 C 2' 11 "4 11 �� 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 0o Defl/CSI Criteria - PP Deflection in ]cc L/defl 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 VIEW Ver: 20.02.00A.1020.20 20'1 '14 w 18'8"12 ♦ 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# �����r��r�irrr,rr A-0 INA ri *r,,a .0 g • • � �` tipA q®```��'+0 �,�GE�s p'�''�''A © No. $6367 STATE OFR IQ 00 O ,0NdA `� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless -noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face o 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 BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOMPAW truss in conformance with ANSI 4PI 1, or for handling, shipping,installation and bracing of trusses; A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance. of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of this drawing for any sgructure 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.org; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org - Orlando FL, 32821 SEON: 674481 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T13 / FROM: RAA city: 1 7 A51320,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36113 Truss Label: CJ3A / 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 " T 6"3 4X4(B 1) Wind Criteria - Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II 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: 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. 12 5 � B 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 20' 1 "14 60 18'8"12 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.002 C HORZ(TL): 0.002 C Creep Factor: 2.0 Max TC CSI: 0.343 Max BC CSI: 0.112 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 A 115 /- /- /69 /44 /7E B 74 /- /- /42 /88 /- C 54 /- /- /30 /- A Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 B Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# H WA CEN s No $6367 a s ® STATE OF a � V �Q <P �•®9t�o 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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building — — - Component Safety Information, by TPI andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall -have proper)% attached structural sheathing and bottom chord shall have a properly attache. rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracing 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 Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A LPI N E Alpine, a division of ITW Building Components Group Inc. shall not: be responsible for any deviation from this drawing, any failure to build the *Nnwco wnry truss in conformance with ANSIlI PI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawinq or cover pa a 675o Forum Drive listing this drawing indicates acceptance :of professional en sneering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the BuildingUesigner per ANSINI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67449 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 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 C 12 20'1"14 5 B c0 CD N � 18'8"12 A D 4X4(B1) 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 Saacina: 24.0 " f 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.44 it 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: 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 Edt 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): 0.003 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 EW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 268 /- /- /233 /165 /118 C 44 /- /- /27 /61 /- D 51 !- /- 127 /- A 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# 1111101IVIIFOfftp` S 4 e� m b No.86367 � e r • a, STATE 4F ®cv��' p°°�'��r °'�� 4R10�`P '", omf"�°°SS1pNAi. E. C �14411mak0% FL REG# 278, Yoonhhwak 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 auire-extreme care in fabricating, handling,shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 e. AppTy plates to each face of truss and position as shown above and on the Joint Details; unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. vision of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the iformance with ANSI/TPI 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawn or cover pa e hawing indicates acceptance of professional engmeenng responsibility solely -for the design shown. The suitability and use of this any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. P E A ANt COWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67450 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U8975o138 T28 I FROM: RAA Qty: 10 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36051 Truss Label: CA / 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 " T 6"3 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.23 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"4.0", min. toe -nails at bottom chord. 12 5 C 11 "4 —� 1, } 11"4 i 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): Deft/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.168 Max BC CSI: 0.022 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 19'3"14 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 135 /- /- /123 190 /44 C - /-11 /- /29 /31 /- D 14 /- /- /10 /3 /- 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��t11111i11Ot��® e N0.86367 Q. ob STATE {{ OF cv�� �uorj;teo►�ti FL REG# 278, Yoonhwak Kim, FL PE 486367 03/22/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest -edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicab-le. Apply plates to each face of truss and position as shown above and on the Join f 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 Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANrnVCOMPANV truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa cle 6750 Forum Drive listing this drawing indicates acceptance of professional eng6neering responsibilittyy solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSVT_Pl 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: 67467 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lX3U89750138 Tt / FROM: RAA Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 14EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.36207 Truss Label: HJ6E / YK 03/19/2021 12 C 2.83 10'97 T + r- N Z17) r. N CO B N AV + $,8„ D 2X4(A1) �- 1'5" 8'2"5 8'2"5 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: 5.0 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; Bot chord: 2x4 SIP #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. 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)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.594 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U JRL B 250 /- /- J- /127 /- D 115 /- /- /32 /- /- C 273 /- /- /- /211 /- 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# ®�%%fA ` WA �W ,0 ®r1 eaei Na, 86367 P o STATE 4F / t p�9 ����gg O s®0.000 e egx®�+/ONhild+A, ,� FL REG# 278, Yocnhivak 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 s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) for safety practices-norto performing these functions. Installers shall provide temporary. per BCSI. Unless noted otherwise, top chord shall have �roper)Y attached structural sheathing and bottom chord shall have a properly d ri4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10, cable. Appfy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing, anyfailure to build the conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingpof trusses. A seal on this drawing or cover pa e us drawing indicates acceptance of professional engineering responsibilitv solely -for the design shown. The suitability and use of this for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE A COMPANY. 6750 Forum Drive Suite 305 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 2.83 12 o C T918114 N B - r� c'7 � 3'n GG � 3 A I 81811 E D_i- (J 6J �-- VY Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #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 plf 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. 4'2"3 4'2"3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl 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 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E 142 /- /- /- /86 /- D 69 P /- /- /6 P C 36 /- P /- /8 /- 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# �e1�tilIIII?ff r WAAP 3 0, e� • . e i �j` �i N0, 86367 .'A40 o � a STATE OF RtV� h FL REG# 278, Yoonhwak Kim, FL PE #86367 03/22/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached 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 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 Buildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracinclof trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance 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'. alpineitw.com; TPI: tpinst.org;_SBCA _sbcindustry.com; ICC: iccsafe.org; AWC_awc.org Orlando FL, 32821 SEQN: 674521 SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3U89750138 T19 1 FRO: RAA Qty: 5 , MA5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 078.21.1706.35941 Truss Label: HJ7 / WHK 03/19/2021 6"3 f Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: _ 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " Lumber �-- 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 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 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. 5'7"8 57'8 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): 9110,11 4'2"9 3'6"3 1 C 811"15 �9'1 Defl/CSI Criteria PP Deflection in loc L/defl 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 Ver: 20.02.00A.1020.20 ,�IIIIIPIPfigj��j ,&AH WAk �; 001 00 No.86367 .er STATE OF /0INAi FBI �21' 10"2 in 90 M J_+18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 324 A A /- /205 A E 363 A A A /142 A D 211 A A /- /206 A Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-C 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 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 an � 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 ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. F�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSII� PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawinq or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enQQVeering 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/3 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 Gable Stud Reinf orcement Detail ASCE 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 Or, 120 mDh Wind Soeed. 15' Mean Helnht. Partially Fnrinced. Fxnnsure TI_ IC7+ = 1 (In S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xr (1) 2x6 'L' Brace x (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group 'A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12, 2' 12" 8' 14' 0' 14' 0' U Sp f F #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' l' 9' 6' 12' 0' 12, 6' 14' 0' 14' 0' H F Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' o Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 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' F Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 6' 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' _P _ 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 I H II— Stud 4' 2' 7' l' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13, 9' 14' 0' 14' 0' 14' 0' o 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, e' 11' l' 14' 0' 14' 0' 147 0' 14' 0' / S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' :0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' D F L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10' 11' 13' 4' 14' 0' 1 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' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0 14' 0' 14' 0' 14' 0' LJ U u F Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 0 �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' l' 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' 8' 7' 9' 9' 1 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' C' Standard 4' 7' 1 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 1 13' 7' 14' 0' 14' 0' Diagonal brace options vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 60014 at each end. Max web total length Is 14'. Vertical length shown ,In table above. Connect dlaponnl at AN ITW CO 11514\ Earth\ City\ Expressway 11 Suite\ 242 \ \ Earth\ City,\ MO\63045 2x6 DF-L #2 or better dragon-( bracer single or double cut (as shown) at upper, end. AboutIL T 18' X L race18, r � L 1 NU'` NN Refer to chart about NAVARNINGirr READ AND F313V ALL NDTES IN THIS IIRAVMCd V. ■■DIICRTANT" FURNISH THIS DRAVMG TD ALL CONTRACTORS DELUDING THE INSTALLERS. S Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI 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 drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr, this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, 'nstallation & bracing of trusses. A seal on this drarIng or cover page Listing this drawing, Indicates acceptance of professional engineering responsibility solely for the design sham The sultabLlty and use of this drawing For any structure Is the responsibility of the Bu0.dtrg Designer per ANSI/TPI 1 Sec2. LL For more Information see this Job's general notes page and these web s�ta�l%f ALPINE. wwv,alpineltw.comi TPIi rwr,tpinst.orgl SHCAi wwwsbcindustry.orgi ICC, www! 1l1111jiff o f S ° A WA�Pi° P Bracing Group Species and Grades+ Group Al S ruce-Pine-Fir Hen -Fir #1 / #2 istandarmil#2 Stud #3 Stud_j 1 #3 JStandqrcl Dou Las Fir -Larch Southern Plnerwlwr #3 �Stud SStandard Sta Group BI Hem -Fir #1 & Btr #1 Dou Ins Fir -Larch Southern Plne!Kww #1 #1 #2 #2 1x4 Braces shall be SRB (Stress -Rated Board). xxFor lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values maybe used with these wades, 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), 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) malls. )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. 11 Gable Vertical Plate Sizes 11 Vertical Length No Splice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than I" 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. X. TOT, LD, 60 PSF X. SPACING 24,0' F ASCE7-10-GAB16015 TE 10/01/14 WG A16015ENC101014 Gable Stud Reinforcement Detail ASCE 7-16i 160 mph Wind Speed, 15' Meah Height, Enclosed, Exposure C, Kzt = 1.00 Or: 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 120 moh Wind Sneed. IS' Mann HPinh+. Pnr+inll,, Fnrincari_ P, nn ro n k,+ = inn S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace NE(2) 2x4 'L' Brace six (1) 2x6 'L' Brace w (2) 2x6 'L' Brace ON Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B p #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12, 2' 12' 8' 14' 0' 14' 0' 0) U S I #3 3' 8' S' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6 12, 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' G' 14' 0' 14' 0' o Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' Il' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' V 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' ill 8' 14' 0' 14' 0' P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d 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' 1' 10' 5' 10' 10' 1 13' 9' 14' 0' 14' 0' 1 14' 0- u P Stud 4' 2' 4' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13, 9' 14' 0' 14' 0' 14' 0' o rl Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10, S' 10' 10' . 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 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' D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10, 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' (� U I� H Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' ill 61, 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O r Standard 4' 7' 7' 0' 7' 5' 1 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' 1 14' 0' 1 14' 0' d k S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 1 12' 1' 1 14' 0' 14' 0' 14' 0' 44' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 1 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' r—t D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 1 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 1 9' 3' 11' 6' 1 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' able Truss I Diagonal brace options /I vertical length may be doubled when diagonal 18' brace Is used. Connect diagonal brace for 600# / at each end. Max web 'L' Brace End total length Is 14'. Zones, typ, 2x6 DF-L #2 or better diagonal r' 4 Vertical length shown brace; single 8• In table above. or double cut 45' (as shown) at L upper end. Connect oniy diagonal at midpoint of vertical web. d. Refer to chart ab0'�E ■.VARNBKiwN1 READ AND FOLLDV ALL NOTES ON THIS BRAVING! M "TIV RTANTwr 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) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom cho shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of web: n shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face &RI of truss and position as shown above and on the Joint Detafts, unless noted otherwise. Refer to drawings I60A-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 buftd the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation L bracing of trusses. A seaton this drawing or Cover page listing this drawing, MBcates acceptance of professional 11 1514\ Earth\ Cit \ Expressway Y P Y e ngi ng responsibility solely for the design shown. The suitability arM use of this drawing \\Suite\242 for any structure Is the responslAtty of the Building Designer per ANSI/TPI 1 Sec2. 11 Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these reb sl LL ALPINE www.alpineitr.coml TPh rww.tpinst.orgi SBCA, rrwsbdndustry.orgi ICC .. f L% It WArHry��i Irl m© 1 63 7 Bearing ((/ / "ma's � E�BVR1caL% Cr�� Cop��`v s # O d E Q NAI. ; ao �e1NI!ll�eM Yoonhwak Kim, FL PE Bracing Group Species and Grades: Group At S ruce-Pine-Fir Hen -Fir #1 / 12 Stnndnrd 1 #2 1 Stud #3 1 Stud 1 #3 IStanclord Dou Las Fir -Larch Southern Piney■ #3 #3 Stud Stud Standard Stnndnrd Group BI Hen -Fir #1 & Btr #1 Dou Ins Fir -Larch Southern Plnew*w #1 #1 #2 #2 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 grades. Uodole I russ Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d <0.128'x3.0' min) nails. )K For (1) 'L' brace- space nails at 2' o.c. In 18' end zones and 4' ac, between zones, )K)KFor (2) 'L' bracesi 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 Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater then 11' 6' 4X4 + Refer to common truss design for ice peak, spl, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. TOT, LD, 60 PSF MAX, SPACING 24,0' F ASCE7-16-GAB16015 TE 01/26/2018 WG A16015ENC160118 Gable Stud Reinforcement Detail ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or t 140 MPH Wind Speed, 30' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 ❑rt 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 ❑ri 12n mnh Wind Snood. an' Mon Hoink+ P,,+Inll. 9'1I ,d r....,...e n v,. - inn S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) Ix4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ** (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' 8- 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13, 9' 14' 0' U 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' 0' HF Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' o Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 1 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' 7' 5' 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' oj P Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 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' 1W 1- 10' 6' 13' 3' 13, 9' 14' 0' 14' 0' _ S P P #3 4' 0' 6' 7' 7' 5' 8' 4' 8' e' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' U LJ P Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1- 13' 7' 14' 0' 14' 0' QJ O I� Standard 4' 0' 5' 8' 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' 2'1 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, 5' 12' 5' 13' 3' 14' 0' 14' 0' QJ D rr L Stud 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10' 0' 10' 5' 12' 5' 1 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' S P P #3 4' 5' 7' 7- 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' LD I__1 P Stud 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 Standard 4' 5' 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' S P #2 4' 8' 7' 11- 8' 2' 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' .--1 D P L Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 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' 13' 7' 14' 0' 14' V Truss Diagonal brace optloni vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 690# at each end. Max web total length Is 141. Vertical length shown In table above. 2x6 DF-L #2 or better dlagonal bracer single or double cut (as shown) at upper end. About T 18' � ruce L 31E 31E r ' lI Connect din9 i onnl at -I / z F" midpoint of vertical web, Refer to chart abO!;e 4. "WARN111131s READ AND FOLLOW ALL NOTES IN THIS DRAVM • 'mD1PORTANTww FlRMSH THIS DRAVDIG TO ALL CGNTRACTCRS INCLUDING THE INSTALLERS. Trusses require extreme care In fabricating, handling, shlpping, Installing and bracing. Refer to and follow the latest edition of BCSI (BuOding Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom cho shall have a properly attached rigid telling, Locations shown for permanent lateral restraint of web! n shall have bradng 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. &PI Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatlon 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. A seal on this drawing or cover page listing this drawing, IMcates acceptance of professional \\514\Earth\City\Expressway engineering responsibility solely for the design shown. The sultaWlty and use of this drawing \ \Suite\ 242 for any Structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecP_ ����n \ \ Earth\ City,\ MO\ 63045 For more Information_see this Job's general notes page and these web sitIN/q)c 2042 b AWgk '!P, i Li 1 t2 "C'sTA1A`�{{v�i��itica `QRIVC®ts ZIONAll ii Yoonhwak Kim, FL PE #86367 Bracing Group Species and Grades) Group At S ruce-Pine-Flr Hen -Fir #1 / #2 Standard1 #2 Stud #3 1 Stud 1 #3 IStandard Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group Fit Hen -Fir #1 & Btr #1 Dou Ins Fir -Larch Southern Plnewww #I #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these qLaces, 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) malls. )IE For (1) 'L' braces space malls at 2' o.c. In 18' end zones and 4' o.c. between zones. )KE EFor (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, Gable Vertical Plate Sizes Vertical Length No Splice + Refer to common truss design for peak, splice, and heel plates. Refer to the Bullding Designer for conditions not addressed by this detail. REF ASCE7-10-GAM6030 DATE 10/01/14 DRWG A16030ENC101014 Less than 4' 0' 2X4 X. TOT. LD. 60 PSF X. SPACING 24.0' Gable Stud Reinforcement Detail ASCE 7-16: 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 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 Uri 120 mph Wind Speed, 30' Mean Height, Partially Enclosed Exposure D Kzt = 100 S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 -L' Brace ww (1) 2x6 'L' Brace w' (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B Sp #1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' U I 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' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' o Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' e' 10' 4' 13, 1' 14' 0' #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' 8' 11'I 9' 3' 11' 9' 12' 2' 13' 11' 14' 0' —J S P #2 3' 6' 6' l' 6' 6' 7' 5' 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' U S P F #1 / #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' 0' 6' 7' 7' 5' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1'1 13' 7' 14' 0' 14' 0' U L I [ Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1- 13' 7' 14' 0' 14' 0' o f l l Standard 4' 0' 5' 8' 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' 14' 0' #3 4' V 5' 11' 6' 4- 7' 11' 8' 5' 1 10' 0' 10, 5' 12' 5' 13' 3' 1 14' 0' 14' 0' Q� i D F LFSStEa_ndQrd 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10, 5' 12' 5' 13' 3' 14' 0' 14' 0' 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10, 2' 11' 0' 11' 9' 14' 0' 14' 0' 4' 8' 7' 11' 8' 2' 9' 4' 9'8'10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0SPF4' 5' 7' 7' 8'1'9' 2' 9'6'10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' U LJ F4' 5' 7' 7' 8'1'9' 2' 9' 6' 10,11'11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O I�andard 4' 5' 6' 6' 1 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' 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 F L Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0'1 11' 6' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' l' 6' 5' 8' 1' 8' 7' 1 10' 11' 1 11' 5' 12' 8- 13' 7' 14' 0' 14' 0' Bracing Group Species and Grades, Group At Spruce -Pine -Fir Hen -Fir #1 IStanclard #2 Stud #3 1 Stud #3 Standnrd Dou ins Flr-Larch Southern Plnewww #3 #3 Stud Stud Standnrd I Standard Group B, Hero -Fir #1 & Btr #1 Do u Ins Fir -Larch Southern Pinewww #1 1 1 #1 #2 #2 1x4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these 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. Abou Attach 'L' braces with IOd (0,128'x3.0' min) nails. able Truss 3IE For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. Diagonal brace option, *)*For (2) 'L' braces, space nails at 3' o.c. vertical length may be In 18' end zones and 6' o.c. between zones. doubled when diagonal 18' 'L' bracing must be a minimum of 807 of web brace Is used, Connect@t�f'rr member length, diagonal brace for 690# at each end. Max web 'L' Brace End Ot WA/� i0 Gable Vertical Plate Sizes total length Is 14'. Zones, typ. Q Ii ® �`/ 'Pf Verticnl Len th No Splice 2x6 DF-L #2 or +\ v # O ` ��p Less than 4' 0' 2X4 better diagonal I �� Greater than 4' 0', but I 4X4 Vertical length shown brace, single 8, rA # d less than 12' 0' In table above. 45, or double cut L '01 (as shown) at + Refer to common truss design for upper end. peak, splice, and heel plates, Connect diagonal nt onTyls®Bearing ® 44}* �"� Refer to the Building Designer for conditions midpoint of vertical web, Refer to chart ab0 o ih0.5 Ica not addressed by this detail, "WARNING— READ AND FOLLI3V ALL NOTES 13N THIS DRAWINGI P/ ■■IIIPORTANTu FURNISH TIOs nRAv1TrG TO ALL cwrRACTlats INCLUDING THE INSTALLERS °i 0 F� ` �(� It1 0 (Q `© p W� / REF ASCE7-16-GAB16030 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 /� L?O o a a '� C.. DATE 01/26/2018 practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom 4/ P MNA DRWG A16030ENC160118 chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs �I/1�0� eRINE shall have bracing Installed per BCSI sections B3, B7 or BID, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 16CA-Z for standard plate positions, Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from VAX. AN ITW COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation & bracing of trusses. T❑T, LD, 60 PSF A seal on this drawing or cover page listing this drawing' Indicates acceptance of professional \\614\Earth\Ci11Ex resswa Y P Y eengineeri responsWlityy sreely for the design shown. The sultnbllty and use of this dra■41g \1514\Eart for any structure Is the sponslblllty of the Beading Designer per AN8I/TPI 1 Sec2. 1 \ Earth\ Cily,\ MO\ 63045 For more Infornatlon see this Job's general notes page and these web s ALPINE, www.alpineltw,coni TPI, www.tpinst.orgl SBCA, www.sbcindustry.orgi ICO wwwl MAX. SPACING 24,0' Reinforcing Member Goble Truss Gable DetaR- For Let -in Verticals Gable Truss Plate Sizes opropriate Alpine gable detall for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of .apped plates to span the web, 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven NaRsr 10d Common (0,148'x 3.',min) Nalls at 4' o.c. plus (4) nails 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 Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings yy y A11515ENC100118, A12015ENC100118, A14015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100^1� iy,s �P>j A11530ENC100118, A12030ENC100118, A14030ENC1 58 opecsour- A18030ENC100118, A20030ENC100118, A20030ENIZ 0��1' S11515ENC100118, S12015ENC100118, S14015EN 0118 6 0 3 C}ObiTlgQ 40 S18015ENC100118, S20015ENC100118, S20015E*10011$, S��p0.�,11�5P 1 �8rr s S11530ENC100118, S12030ENC100118, S140305�C10011 S3AD ka% S18030ENC100118, S20030ENC100118, S20030iW11118, S2003OPED100118 6 See appropriate Alpine gable detail for maxim® unr�inforced"6* vertical loos STATE OF e 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' increase by length (based on appropriate Alpine gable detall). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. ✓eb Length Increase w/ 'T' Brace 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 2x6 20 Example, ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' ..DIPmtTANT" FURNISHrTHIS RAREM "' NGFOLLOW 3 ALL �4�� THIS INCLUDING � INSTALLERS. oe �'h � � O � �'� � � r!� I� REF LET -IN V E R T Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refer to and �n e 0 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety 0 U + s s �� DATE 01/02/2018 practices prior to -performing these functlons. Installers shall provide temporabracing per BCSL fie// �t /s Unless noted otherwise, top chord shall have properly attached structural shearything and bottom chord / 4/ j v„L.shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of we /a� DRWG GBLLETIN0118 shall have bracing Installed per SCSI sections B3, B7 or BIO, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. PI Refer to drawings 160A-Z for standard plate positions. Alpine, a dlvlslon of ITV Bullding 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, )AX. T❑T, LD, 60 PSF AN ITW COMPANY Installation & bracing of trusses. \\514\Eadh\Cil\Ex Expressway A seal m tNs d-owing or cover page UstkV this drawing, Indicates acceptance of professional v P y engineering responsamty 5alety far the design shown. TTie sWtnbNlty and use of this drawing DUR, FAC, ANY \ \ Suite\ 242 For any structure Is the responsibility of the Balding Designer• per ANSVTPI I Sect. \ \ Earth\ City,\ MO\ 63045 For more Information see this ,Job's general notes page and these web o ALPINE, www.nlpineltw.comi TPI, www.tpinst.orgl SBCA, wwmsbcindustryarg) ICCj vw! MAX, SPACING 24,0 o I W I VALLEY FRAMING & BRACING DETAIL R BC t/2 01 Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required T-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® "CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. ITYP) 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 416dtoe-nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails ,.��.=.�,n=�===rcna Fwcc uocui 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10'-0" Iong nailed w/ 2 -10d (0.148'W") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cri�ple with 10d 40.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length. Cripp els over 10'4 long requre two CLR's or both faces w/ "T' or scab. Use stress graded lumber & box or common nails. ,Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fail between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS require ff�4 Nails are common wire nails unless noted otherwise c'E V IL .(A) I (B) ("`) XWVive@loa READ NM FOUAV N1 MNES ON TWS MAWM r �T,wTa FURNM TM MAVg4G To ALCOKTRACMRS tllallDM TW UWAU = . Trusses regale extrene core In fabricatFq, handlbq, shlppMe, instal Ikq bracing - RefeY ,w"ff�a,,n,��� • ; e TC LL 20 30 40 54 REF VALLEY FRAMING DATE 10/01/14 and follow the latest edition of BCSi �id►+o CeRonent Safety Infornatlanl�'�y TPt and Sscu faye6fety. ° TC DL 10 20 7 7 practices prior to perfornkp these functions. Installers shad provide tenparary bracing pea BCSL Uhie.s rated otherwise, tap chard shoo have properly attached .vueturnl sheathing and both, cror•Na bat STATE OF c BC DL 0 h � 6�0 shall have a properly attached rigid cetlnp. Locations shown for perennent lateral "'M yf shall have bracFp Installed per BCSI sections 83, 37 or B10, as applicable, reply plates to coati f�\�� of truss and position as wham above and on the Joint Betatw..,,les. noted otherriee. • :�• •. [�`BC 0 0 0 DRWG VACNV1801015 .. ll V Refer to drnwkips 160A-Z fa- sinMard plate positions. y •�;c� R �pP•.� �`yg/ `��� LL 0 0 0 0 AN iTvvaot�PANy MpM, n division of ITV Building Conponents Group 1r shag not be msponsWe for ary devlotbn�i this a-awtw, any falure to build the truss h confornwce a" ANSI/IPI 1, or far hnrdltig, st plrp at .•• ` �� •'•'•••'�� TOT. LD.30 50 47 61 'illation L bracing of trusses. �'Cr S/ONAL seat on this drawa,g w cover page U.ting tt+. ck-owiro Indicates a�p�e of af any ..�+'' i.'te .�e`y ny a,,e` �—pert'',va"dTn'PmI t'se�.& D `` DUR. FAC. 1.25/1.15 13369 Lakefront Drive EarthCity, MO 63045 For nore FN'ornation see this Job's general notes page acl these web sates gLPM wwwolpMitvconi TPI, wevApk.t-0i SBCM wse..bdr.1u.tryerg, tco wwe.i¢iaf:erg60 SPACING SEE ABOVE