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HomeMy WebLinkAboutTruss21'-B" Products PlotlD Net Qty Product Length Plies J7 9 16" BCIO4500s-1.8 1810, 1 J2 3 16" BCIO4500s-1.8 16' 0" 1 J3 10 16" BCI04500s-1.8 16' 0" 1 J4 1 16" BCI®4500s-1.8 16' 0" 1 J5 1 16" BCI® 4500s-1.8 16' 0" 1 J6 3 16" BCI® 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 1-314' 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 PlotlD Qty Manuf Product Skew Slope Hut 24 Simpson ITS1.81116 Hu2 15 Simpson ITS2.37/16 Hu3 16 Simpson IUS1.81/16 n (SEE STRGNGEACK LETTER IN ENG. PACK) FOR MNnNM 6TWThodS; as SIR@I®AntS BETMW eaEmm IS APP 10 TRUSSES. Totat Truss Quantity = 107. THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS PLL 'v Reviewed for Code Compliance " T Universal Engineering Sciences . .. CONNECTION.I . CJ5 1 II CJ3 � U General Notes 1) Al P=W cad Nssn„ fkt Wna and Pot 9' have Brc top chord pwb* P W green to w Installed gmm side up. 2) Al bmv= to he Smpmn MIS26 union othtri t Al Wm spodng is 24 O.C. uDleo other ise 9) noted. Per Tnav Plate ttntbte BC9-BI raommmdation 4) p=wd x-traa saM be pioxd nt a nminum %Wdg Is' O.C. aems the W. to be iam at a modow of 2T bdtem eoch x-brae Buwrynut the *u*m Pkms rder to BC9-M for arty odf5r& br o detah ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF 8CL1. _ • PSF BCOL = 10 PSF TOTAL = 9.2 PSF DURATION = 1.25 WIND SPD/TYPE-- 160 ENCLOSED BLDG EXPOSURE = C USAGE= RESIDENTIAL CAT 11 WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 bussmemberdai�gaD&to .I. pLTs arc dens forASCE7-I6anl ma i U., fo¢esfiom bothcompoarn5 andcladdings and main wind force resisting systems. t Ox-ri—bavt btt revimved to Gary an additicnW 10: Mfoaocrommeat bottom chard li-v toad. FLOOR LOADING SCHEDUL TCLL = 40 PSF TCDL = 10 PSF BCDL = 5 PSF TOTAL = 55 PSF U ROOF DESIGNED FOR U SHINGLE ALL REACDONS OVER 5000� 2'-0' AND UPUFIS OVER 1000$ ARE SHOWN ON ENGINEERING. TYPICAL 7' SETBACK WALL KEY CORNERSET LABELING AND SPACING �6.-Bp IAAD DESCRIPTION INrr. DATE ® as m wr exam Ron wravevLnuaauuar® M aam tam tAY LaAa t,n tn6lre ran sA� eoAo .mU evaons tam tAs toot Led wrane ram ua two Led vaLn tam aAg LMO L0 e/ILl9 t{n tAY lnPa. - -OV QVZYee LOAD# DESCRIPTON INIT. DATE mr ®Y 7tL R7vr Mae rsrr zram nA nc maDts zo ancvm mt ¢v. RE4 .rmr armne nt ¢vsz rnamm Vern LVL Led unvm me tEs1DE0 RR WA-=T Lot ensns mo t¢rs� TAtE raarr Gangs Led vuas mE tee® t«Rmu ory mrnveo nr CNI 67 Lot V,7— 1 O'LOADO DESCRIPTION INIT. DATE R.m ua m tat 7/IOrS 0m aetm tm wmvm Rn dg twn tm TE/fa/a LOAD# DESCRIPTION INrr. DATE m La➢ 7vrarA ota Lw em wmvm aw s:vrn res Led andzo om mvr� 7J1 taus m wre c HANGER CHART CARPENTER CONTRACTORS AN= HUS 26 (SIMPSON) \= HUS26-2 (SIMPSON) OF AMERICA 3900 AVENUE G. N.M. MINTER HAVEN FLORIDA 33880 PHONEr(800) 959-8806 FAX (863) 294-2488 BUILDER DR HORTON-BREVARD Labeled End Mark PROJECTCREEKSIDE MODEL 4EHB/ HAYDEN/ H CCA PROJ/MODEL/ALT 7A5/320/4EHBH/O1 ALT DESC 10' X 8' COV. LAN. OTC 9416 POTOMAC DR LOT 114 BLOCK W N DI M CUT - ALTER 7RSSES VtnUtllr ®'t$!T RI TEN GTItS. 1NIX SINKS VD.L r81T HE ACCEPTED OCCNT Prams vOF A APiT M IN trw SERVICE IEPARtlENT AT CARPENTER CR/TRACfetS AIQaCA. 9TC Nero EAROG VALLS TEED TD BE DWAtl.ED PRQt TD MTTBL TRSSES AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. DESIGNER RAA Z16=1' DATE 10 24 17LAN 362326R ENGINEERING PACKAGE Builder: Project: Model/Building: Lot Alt: Lot: _ 114 Address: JobNumber. ILN362326 _ r_ Revision Date: New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.-W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 �RL01 9 "Wi ALPINE March 13,2019 AN FWCMIPANY Mt. Bob_ Michaelis Carp6titer'COOrafictor's. df-America, :-ln'c.. .3606 Avenue G, Nbrfhwest Winter HeiVOn,Fl- 33880-6201 Re: Alternative jnstdllation,§for 6 single pl�. carried truss with a width Jess than the hanger width, wood. ,bloitkingta achieve full design load Value far face-.rlmntod.hanger atta6hmi6rif on. , h- pi 6 supporting girder (Reference detail WA3M2);. Dear Bob,: For a single ply carried truss with a width lest than the hanger width you can ihstq!L:q. prefabricated jack scab truss for Wqod.filler blocking:.:The chord: : sizes;: 'chord. . gracles, andAlpine � ; '6ct6r..Plate( . s) . to 'Cdrin be the. same as the s' 1*y inge p carried truss. The pr6fabdicated.jock; b trUss� have a.minimum am length. of 48" il it6h-:of5/1-2, The single ply.carried, and W I have a min,i.mum.p _ truss shall have.a. reaction of 3,.500# or less. Attach prefabricated. jack:scab-truss. with. two. (2)roWs:of 0.1 2B." x3.0.? GUn Nails at'.2 pet row, -staggered 0&6 1 'MbW). Pl6a§§-r&f&r to the Simpson-.8tro 201:91. page 2 16. _Pigqre:'3-:`for more information; Fora siqgj&ply, ltde'r'that requires Wood blocking to,achiOvelfUll design load value for face -mounted hangersattach:one wood block(*,.) to 'the back face of the p'jhgle:-ply -girder with the: samesizeand Ofade. As the'bottom .- chord. Of the. single ply girder. The.:-WC16d: block length to be such that the b . locking -extends to each adjacent panel points :(webs And b6ttQ'mchord intersections): Attach wood d block! rows .4 6.-1 28,,� X3.0" Oun Nails a*tI,*6­' - 0 10 perow, staggefed. 3.0"'applied "to the * 6760 forum Drive Suite 105, Orlando; FL 32821 - MOW 621-9106- (863):42 2-8685 mwmal'pineitw.,com ALPINE .ANaWCOA&mw single ply -girder face; addifional.(.20) 0JWx3,W'Gun Nails at each point appted`to the. Wood blodktabe (S6e Fig Ue6`2­ WOW)..P-Ieas6 refer io t hO.*Sii;hOsbti.gtfoho-T.ie..'Cat'a'log C-C'2019i pade 216,- Fior.'e.1 for thor6: irif6ftnation. FiOyr:&Z�' .. ......... ... .... .. . ......... .. .... .. .... ...... ... . .. ... .. ... ... ......... .. ... ......... ... .. ....... The -application of 1pt&6bi b tt'.§s for wood fille-eblock! ':bt,�Voodbippkingto;a!ohii2�vefUll. ricated jack scat; u ;blocking design load ysilue for face mounted ha'ngprs must be :approved by the -hardware .manufacturer: Al . I edge -and end: distances, and !spacing 'for `all nail connections mustbe su,fticienttd*'preVdht-.tplittihg of If I canbe. of any further r assi*stance.*or if you have any.question.s; give me a call., ta tj William R KrIc'kzP.E-'. N..o 0. 8. 0. 1 STATE' A' 'Chief Engineer R Vv n Alpine .-an IN m C MNAt Lng*ineering pepartmerit. Oflandoi FIL 6750 F6r'*u' M' DdV&- SO it6;305-:O'rland6..lFI,.32821 - (ODO).62179790 - (863) 422--8685 www,aip,inPit'W.-db.rh ALPINE ANFrWCOWPANY A .pril 26;:2019- Mr. Bob Mfchaelis Carpenter Contractors of Atheirida, Inc. Avenue O: Northwest Winter Haven, FL 33880-620 1 Dear Bob,. .R6- Strongbabk bridgihg. on fb6f trusses. I understand -there is -soin6 concern over our recommendations for -strofig"back bridging on rooftrus'ses, r I Stron bac bridging or is i. - a re u. k ging-for roof trusses is not.a -requirement ofANSkTP 2014 n t irement ofthe. q Building Component -Safety* Information. (E* 0 X$4 .But strongback bridging � brY roof tw§get is 'recornrnende�O o.f. . America: se'r'v'6s thejQjlpwirjgjM functions; One, bridgi•ng aligns the bottom - chords �after they are- set -so.. they are ppiforM along the-wilirig lineand T.woj bridging reduce$ relative d6flectio'ni of adjacent trusses:: ri ging. oes not Stro.ngba.ck'b Id ' i " d t or reduce overall individual deflection, especially any rooftrusses deflecting. rqjhAn 1/4!1 m.p. inch. . ....... .... .... .. ....... ......... St d nt Stroh bridging in roof. trusses aes not serve as Ierriporary..or permarib : bracing and is not. intended tb..diI.§tribUte. or share design loads- -betwveen trusses. - Q.pnseque.nt.jy,. no desidh load's have' been accounted for With thit. detail and continuous strotigback.bHdgirio 'th . O*dld'hotb6:atta*ched between conrinion And dirder trusses-.. The use :of stroqgback bridging` shall n nte. ere with other, design Q considerations As soeciflOd by the Engiheb(d.f Record or the Building: Designer. The outer ends of the -8iroqglaclk bridging s hal . I be attachedjo a wall -or a n. o.thersecure end.. restraint or a.sspecified:.b.y the 5rigiheer of Record dr-thd Building..136,sigh6r.. .Sfrdn'g'back- bridging shall. be fa. minimum .of 2X6 .nominal lumber. orient( w f8d :common nails :(PA6Z"x3Z'I pails At * :. e * ach intersecting gbadk bridging strop d i .' ing overlap by At. a. minim.pM of two trusses. The joc maybespedified'by*the Truss Manufacturer,. Ehgihe&r of Record,. or B BCSI "Strongbacki rqvisions or to ��pine, STR811-18kl; 1 Ing P o6r` :illustrative . .1, . . Q.14 detail shoWh 1) it for generic j rative purpose only. 6750 F6rurn Drive:S . uite 305, 066ndo, FL 32821.- (800).521-9790 -with­ih'e d'epth Vertical'.*. Attach nernbet. When -extending the ion of fba.. strongback: bfidging. ding Designer: Please refdrto- more. informatio n. The. graphic .(863) 422"8685 Figure.j.. I: can bb of any fUdhbt assistance or -if you have :.any questions; please; give. me a call. Willie �+`[.Krick P.:E. Chief'Engi,peer Alpine an ITW:Co Company Epginqeriq*g_'Di�O�VtrTiefit -Otl6n.do; FL 32132'f 6760 Forum Drive Sbite:365, Orlando; 'FL 32821 -; (800): 521-9.790- - (853)422=8685' W".blpir(ei :Wm STRONG-B `�RIDGING BUTT.STRONGMACK BRIDGING TOGETHER ..ATTACH SCAB W;TH 10d;BDVGtR RAIL S 3W9 ROWS".0 :CAB D.C. I;- NOTEt -:IN LIEU'13F. SPLICING AS SHOWN, 1 LAP'1TRONGBAC'k--9RIhGING MEMBERS S. FOR-:AVLEAST ME TRUST,,SPACING ST.-RONGBACK, 'BRIDGING 'SPLICE DETAIL. 9TROM611ACk iAiMING. ATTACHMENT ALT*E'­RN"AT'1Y-E'.'S' AN rFWCDMMW snau ­­ 7" or ar,o*"r PC Awibv ift M­ 1*111w X"t tar, . 11i 13713 fllvi*� UrNa VIX. r*0=wMft.-cW :bAdnd-Z*zbrwPr Pw OWTKI StAiv 2DO MarilaW WgM%. Mo 83043. %craf anal ihn RECOMMENDATIONS : lo-AIL scab -.on blocks shaLL.bew. a. minimum. x4 'stress grqcled .lumber;' -strongloack br1c1q1hg and bracing skdCl ,be :a. minhum 2x6 gr4:61e...6.1 ►.T.he :purppse of stronbb.a.c-k brlcl6lhgls, to. clevelop 'load sharing b'iitwe en' Indkeid.. t russes,: r.esu.. ttIng In d .0y6raU Increase in, the st14 .:of- -.the. floor. system i 2x6 strongback. b)�Idglng-, pdiitlohdcl. in details, 'Is' recommended .at 10' =01;- .0-.C-. )(Max.> O.—Thetor­.ms: 'bridging' and :'bracing' are sometim es '.Br. - mtsj�akenl: : :usecl -Int'erchange�ably. .0.clhg�� Is. ,qn y impgrtantstructural teqUir?t*ntbf -Ar(y-t'ar Or roof iwer, the Truss. De.4Eflgh I)rq;Nlng CT PD) -f6r, the: bracing requir-bments for each IndiViclU k -truss componerii, "Br1c1*q[hg,' particUto�rly, 'stron&q klibri Os ng, * a: rec6mmenclatjoh f or a truss system to. help cont.0 viloro.-Won. Ih: addition tb*:a1cl1hq..*1n the: distrbutlon Of pbln.t tbacls b.0tWe'66 adjacent :.truss., -strongback bridging. servestci reduce &L -cl 1 13 P*h) 14 wiiw a pobw bounce. Or re.-s-1clUat ytbra:.U.bh: from roving OQ!h..' ib-qclsimsUch as foots..teps. Th - e. Perfor*mance. of CLLL 'floor systems -are enhanceel'by. the. InstaLlat(b.n b-Fi -s+rbingjba.tk- br9c.1g1nb and therefore is-. strongly recommended by Alpine, For additional jn'fdj^-ha'tiOh i^ebqrcllhg strQngbaqk 1?4.-1c1b1ng, refe'?, tp-,Bcs! ou'lLding Component Safety, Inf0 rma-tion). M. H V L1_: PSF REF :STRONGBACK No. t8611 TeSDL RSF DATE,, 10.0i/14 IDRWG STR13RIBR1014.' �C 1DL PSF' F, D, PSF FAC.. 1.00l thi ?hk A RACING, -1 I N-G -u*triN-AT.-AL 'WF-TdXNU MO *EBTAl -RDT RE A. I-L c V ON . X C.09 . U IT M0 ",IAL&-*lT,- .-MAXIMUR A' PAW-& A'r AST -APPROPRTA AU i.r�DN .w i -i p FOR APLATESIM.S. TE9 AND.: Sef� 00A TH. a MTEIIAL APO L-Aawt: RuRd iT+,e t t INS. .107� '.A'l *.T,?*':TO. 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MaLOVVIMO „M ILL SFUAVM SIHL HSat U KNINY11 M)m M 331UN „M AMMI 04V aYM KNW MAW 1lo:q-aCC 8u1:),adS I1-0N iaja o:. Moa al lul' - .aagwaW 9XZ aaa86n� s Moa algno(l - ,4aclw trx2 aov duo = p ISTON tulw 116 x .82T'0) xog poi aovd >la•Og = I— + O + O + O + O O + O + O + O + 1naIdAl .S 'spool ul-ai}. A o I.,4oddns f.ou Avw p.1otp u"ojg 1 oa.ao a�v1d .1o}oauuo3 a4a_ u114 IM eul.�,An»o suoppas qaM .ao p.ao4D paevwvp Jo ,+ pasn aq }ou III. lloa.ap .goda.a s141 'sanllds laund-piw }o q.vld io4.zauuvo ua>jo.1g uoi pasn aq ,tow liv"p ul1Qda,4 s141 ,+os91 apva8 NSH puo Tlk apv a8 lnnslA o� pad IWII sI 11o}ap - s149. 4�IM asn•.1o.4 apo.1 jagwnl pa441wuad wnwlxow aLli ,,Aagwaw apis: 4:sva o}ul (ulw ,Cx,gEj,O) sllvu un8 jo xoq pol: Oulsn NroN 'paaaoft}5 sMo,4 . "o'o �V � o SMOJ (g) aau44 8ulsn s.Jagldaw 9xZ o�ul 11vN 'pa.00KIs sew.A ''M'o ,y qp Smoi CZ> oM} 8uisn s,4agwaw yxz wul 11oN 'lauvd ua>i"q ay} uILgIm aq }snw (S) LgOual-Aagwaw q-oaS . CH) + C 1p,) = Cs>4}6ua1 aagwaw apis wnwludH 'aoo$ ..iad gvos auo lddy '.aagwaw pa6owop sv salsas puo apo.48 nazis awns Isuagwaw apis 9xz aMq. .40 trxz oM1 = (S) 1 (a) va 1v paHvwop , c apis 4ziva uo anun}sip Bulllvu wnwlulH = (-1) 7 uol}oas paBuwvp jo 4}eual xvw ,?I roaun paovwvq = (EC) llvj-ap s144 4;•IM dldwon }ou op }v4} suloda,a Awv Io,4 1"n}oojnuDw ssnA:: a4} q.ovquoe 'pa Mo 1n ajD ssnaq. ,lad sjvaiq oM} uv4} a,Lou ou pun lauvd p Ao40 4ad >{vaacj auo uvu!. a aow old 's.aagwaw uarioaq 9x2 16 trxZ 4:.1M sassn.a} Rld al66uls .ao,+ luo p11vA sl uBisap siyl �i :I '.aagwaw qaM jo p,1o4:) uas{ojq 4glM ssn,eq, v uoj s,aloda,A sal3loads GvIAoap s141 ua>101a J0 pa>{D)oj VALI Lumber Size and .G-rade.--Minom'um Requi . rp-morits. .q-s-041,0F ism; 2,M 6ttjar ral "drw er — . I.P. �F'.' Purirn * S-SPF.03- RIDIdX BOARD (Oi) 710RA. ,12 Holght! � 01 IV I E . V-0" PAIR OF at 04,hiia nail 6"rds 4fi1duglvbhoQthfft Into,purtift with a 1 Q 44.1 difigshek(W9 Wava tfte'c(S!jj'k6j*pr.oV11 . I %. a * * I V#Y iriu's6ha:a4aldal:(+d by. i"g,applies -MaxiMuM height. 3,04vet 14 mphj."osed, Cat 11, 'FRA ICKIMM TRUP'S- VALLEY -FRAMING 5 L P-011 RIDGE t P".'P' L +Cripoleb,.41 0 . r Sf and -26 p p sf (.TD) Malt. p' exch rowlst�,.t0n§ fOm tho-vdilays or-sloopors are VALLE.'FkO50 PtAA 4 16a-ta-i cop 4. 5,16d toe� .3..( -SWEP6 WAr.wi, L 4'16d We: td&.' Md9e:bohrd3a roof bldck 4 164 13 _00DAO�KMH .7. --R7jd'g*e-bd.2frd Ektr.U957 4 Ud. W@:- S. 4ruind to (TYRI- 3�16,ot6a- LTin todm�`ojp_ .(JAPT ilE4UjftkD.ff.S1;EEPERS.ARE USED) .13. c61fikf-1h;2_ah1'tb_iraf . tdt 4 16d1Oe- OLOCK-Nd M ltg- NOTE;'AWO.1,62?*"� dOMMbN NAlt-t .P,op 5,411, a io -V, log or 4a M61`6 ff&m'iht-'.v1qk11dd'A ` Ifftlit, .,d'p.sdiFi:muS -90,14 fc po;�jongp� S-9 sfre Iq kimi rldge'b'r tatter,. er'af•nmis are if stcnpers"are.not use 91&1 ills nails fate -nails 31fs IR 5. ftll$ rms-.eg.ch $[a". Ou tnjg toe-nails6. kils . no] Is. fttil$ rr$lli ll;ift nails. \X WAMMQ� W.6 W; FOLUNI• " a -SO 46 54 Rtr -P�A3WqG' ATE 4? D. f.aw. 'thp. kttzlk.id L. c*p3iwnt- 1PA'amd, ssm, for- ctr, DL it 20 7 tko"N"not" A *4,twiixf4 6:4110-Iva rw-widw.. -pwninmt wuro-t'r.m. 1414 . ..C�y". � J . . .; 3 mcisom -vw;. .2. - .. ... . 1 IGI 4%, 0 .0 0 0 DRWG VACNV1801015 BC LI, 0 .0 0 0 A&ON --r% Trw a dvWn LWI .f iW z;A" cv� P- -a' 6vb',Wd'the'*��'h C&WWOPh I f-i 0 RVID MT. LD ou 47 U3. 7-for Vw. Tj*- watbK* of"Z J= . . . . . . . . . . . . . for :y%. . . D.�-' pii< b. ;ftc ,lob's AB�Dvr Face -Mount Hangers - 1-Joists, Glulam and WA These products are available with additional corrosion protection. For more information, seep. _CL I S fl il& e ........ ...................................... t Codes: See p.12 for Code Reference Key Chart. IUS2.56/16 - 25/s 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 i 1,800 1,425 i 1,555 1,353,55 Max. (16) 0.148 x 3 - W, 1,8;.. 8 ;, >u5 5 � o ' 5S 5 1;55;, 2Yz x 16 MIU2.56/16 - 2a/16 15716 21/z - (24) 0.162 x 31/z (2) 0.148 x 11/z 230 3,455 3,920 4,04512,970 3,370 3,480 U314 ✓ 2946 10Yz 2 - (16) 0.162 x 3'/z" (6) 0.148 x 1'/z" 970 1,945 2,205 2,375 11,675 1,895 2,045 HU316 / HUG316 ✓ 2-A, 14% 21h - (20) 0.162 x 31h (8) 0.148 x 11/z 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, L . - �.,, MIU2 5611'$ .._..... i 29/i6(26),0162:x.3'12',014$ .:R t... x t 11z m' .230 , 3745, n .. 4,445„i 4 04, 3 220 3 98(l 3 980; �.. 8a _.. LA 21h x 20 MIU2.56/20 I 1 1*1- 129/,6 197/6 21/z - 1 (28) 0.162 x 31/z (2) 0.148 x 1'/z 230 4,030 4,060 4,060 13,465 [ 3,495 13,495 29/16 x 91/4 2916" wide joists use the same hangers as 21/z" wide joists and have the same loads. to 26 nuclo-<�!nuuZto� oriel .,0716, crz.rrrax.3't+olU-10l AQrz twt,�;;i onus••;: cvav '1v4u acav z„ aicvv c,uvv IBC, MIU3.12/11 - 31A 11'A 2Yz - (20) 0.162 x 31/z (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,69512,695 FL, 3 x 117/a ` - HU212 2 / HUC212 2 - -✓ 3Ys 10'/1s' - 21/ Max. 22 0.182 x 317z ` " 1'0 O Y48 x'3'°= ` 1 I ( ) ( ) f ,r:.,; 3,275' 3;695'13,870 2,820 3,180 j 3,425 IUS3.56/9.5 MIU3.56/9 U410 HUS410 HHUS410 31/z x 91/z HU410/HUC410 HUC0410-SDS HGUS410 LGU3.63-SDS MGU3.63-SDS FL IBC, FL • - 1 35/a 51/6 1 3 1 - 1 (14) 0.162 x 31/z (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 12,715 12,930 • - 135/a Or, 1 4 1 - 1 (20) 0.162 x 31/2 (8) 0.162 x 31/z 12,155 14,360 4,885 5,230 3,750 j 4,20014,500 i • - 3% 91/z 2 1 - I (10) 0.148 x 3 - 7!l 1,185 11,345 11,455 j 1,020 11,160 11,250 • - 39A6 813A6 21/z - (16) 0.162 x 31h (2) 0.148 x 11/2 210 2,305 2,615 2,820 1,980 2,245 2,425 • • ✓ 3% 83/e 2 - (14) 0.162 x 3'/z (6) 0.148 x 3 970 2,015 2,285 2,465 11,735 1,965 2,120 • - 39f6 8t5tia 2 - (8) 0.162 x 3'h (8) 0.162 x 3Yz 2,990 2,125 2,420 2,615 1,820 2,070I2,240 • - 3% 9 3 - (30) 0.162 x 31/z (10) 0.162 x 3%z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 • ✓ 39A6 8% 21/z - (36) 0.162 x 31h (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 6,415 61415 6,415 • - 39/6 9 1 3 - (12)1/4" x 2Yz" SDS (6) Y4" x 2Yz" SDS 2.2f6"5 41500 ?,50(1) !,500 3,240 3,240 3,240 • - 35/a 9'A. 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/z 4,095 �6�,720 9,100 9,100 7,825 17,825 7,825 IBC, FL, • - 35/s 8 to 30 41/z - (16)1/4" x 21/z" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 4,840 4,840 4,840 LA • • - 35/8 91/4 to 30 41/z - (24)1/4" x 2Yz" SDS (16)1/4" x 2Yz" SDS 7,260 9,450 9,450 9,450 6,805 16,805 6,805 46 See footnotes on p.150. Simpson Strong-Tiee Wood Construction Connectors Adjustable Truss Hangers *'ERf p W E This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. CSee Corrosion Information, pp.13-15. v Installation: d Use all specified fasteners; see General Notes. C The following installation methods may be used: r, N Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements IP— Install top -and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For .a+,--... Trthe-Tf-1A29 nails -used forjoist attachment -must be -driven st-an--•- M angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/s" (except THA413) and larger, with no load reduction — orderTHAC hanger. Codes: See p.12 for Code Reference Key Chart for ;422 for 122-2 126-2 THAC422 typical forTHA422.2 THA426-2 THA418 16 Face nails Top nails per table per table Double4x2— 2face nails Use full table value (total) Single 4x2 See nailer tab le alI'" Straighten the double shear nailing tabs and install li nails straight, into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps maybe installed straight or wrapped over with tabulated face nails installed into top and face of head4 ® - Double -Shear Double Dome Double Shear Nailing Shear Nailing Side View Side View; Nailing Do not (Available on Top View bend tab some models) 4 top nails (total) double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation ,YP.— , Top Flange Installation er to tnote 5 p.187 86 U z z a 7- 0 0. F7 c5 z 0 z 0 CO CO rn 0 N Q rn 0 N U Al Simpson Strong-TieO Wood Construction Connectors THA/THAC --.......... ...... ........ ................ _............... -................................................................................................................................ _......................................................................................._..._._.._................................................................................-................ Adjustable Truss Hangers (cont.) a These products are available with additional corrosion protection. For more information, see p.15. Dimensions s Fasteners a; SPFIHF -, Min.. mi (m } aDFISP Allowable Loads Allowabie"Loads , Motley No 8a Top. Flange Header "".' nY 9 Depth Ca in Member �Carned ', or Snow•. Roof / • Uplrft - - Roof C "Floor Snow - q .. .. ��/ c,W'' H Y,n �/. `. (( Im.l , .(m.l [Jplrft zFlo' ,'. `•��d HC111 !M (.lYl. 11AL\ .Ind. 11/2 - (2) 0.148 x 3 (6) 0.148 x 3 1 (4) 0.148 x 3 525 -1, 750 1,750 1,750 450 1 1,330 1,330 1,330 THA29 18 15/s 911A6 5'/s 2% - (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2,610 2,610 2,61 ; 450 1,985 1,985 1,985 THA213 : ' 18 15/a 1351s 51%z 2 - " - (4) 0.148x.3 ' .'(2) 0.148'x 3. (4} O: 48 x 111/2 1 43v 1,46 1,46ii 1,' i0 ,17 10 1.110 THA218 18 15/a 17ai',6 51/2 2 - (4) 0148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/2 1,460 1 460 1,460 1,110 1:1110 1,110 IBC, i THA218.2 y6 3'/a 171tis 8 2 - (4)0162x`31%i (2)0.162X3Yz (6)0r148x3" �1,9i # ss5 1 t1g5 490 ) 015 1 i15` FL, p THA222-2 16 3'/a 22Ys 8 2 - (4) 0.162 x 3'h (2) 0.162 x 31/2 (6) 0.148 x 3 - 1,960 1,995 1,995 - ,49G 1,5,15 1,515 THA41"3" � A8 35/s 13§ii6l 4°1/z � 2, y - (4) 0148 X 3 " '; (2) 0148 X 3 (4} O y 48 Y 3 ` " ' 1w30 1 THA418 16 35/s 171/2 77/s 2 - (4) 0.162 x 31/2 (2) 0.162 x 31/2 (6) 0.148 x 3 - 1,960 1,995 1,995 - 1:490 _1,515 1,515 ID THA422 i6 3�h 22. 77%a 2 ;` - (4)0.162x3112 (2)0,162;x;31/z (8),a148x3 a(S" i 9.1.i ' 1995-, T, ( 1 alb' 1 � . fl1 fA THA426 14 3% 26 77/8 2 - (4) 0.162 x 31/2 (4) 0.162 x 31/2 (6) 0.162 x 31/2 - 2,435 2,435 2,435 - 2,095 2,095 2,095 �= THA422-2 14 " 71/c 221'/s 9*4 , : 2 (4} 0.162 X 3'/z a(4) 0.162 x 312 (6) 0.162 x 3�h „ 3,330 „ 3,330 _ 1 30 = - 2,865 •2,865 2,865 FL THA426-2 14 71/4 261/s 91/4 2 - (4) 0.162 x 31/2 (4) 0.162 x 3'/2 (6) 0.162 x 31/2 - 3,330 3,330 3,330 - 2,865 2,865 2,865 Face, (Mount {Max j Instaltatr6n �... .. THA29 18 1% 9"/,s 5'/a#13 /s - (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 2,265 450 1950 1950 1950 THA213 : ° s1;8 a15/8 1344s 51h" s . (14)0.148=x3 {4) 0 y48 x 3 i 55 GyU,A 6 ' 3 0` 2 "' 7d5 f i G10" 2105' THA218 18 15/e 17�s 5'/2�is - (18) 0.148 x 3 (4) 0.148 x 3 855 2,41riG 2,450 2,450 735 2105 2105 2105 THA218:2r 16 3�/s` 1-711hs 8 ,� - 141/s " ` - j22) 0.162>4 31h (6}� f62,X-3h 1856,3 310 ,310 , ' ' 1 595 i 2", 8 45 1 Z 8,46 ' ' IBO, THA222-2 16 3% 22�Ys 8 - 141/s - (22) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 3,310 3,310 3,310 1,595 2:845 2,845 2,845 FL, LA 'THA413 1 '18 35/a 1334s 4'/r - 133/a - '(1 , 4)0.148 X 3 (4) 0 748 X 3 ' ; .S r �,,0 " , 40 ' 2,450 r'35 ,760 2 010 2,10ti THA418 16 3% 171/2 77/a - 141/s - (22) 0.162 x 3'/2 (6) 0.162 x 3'/2 1,855 3:310 3,310 3,310 1595 2:845 2,845 2,845 'D THA422 16 35/a i' 22 , 77/e, lA'/s (22) 0.162 z 3'h (6)~0.162xm3'h "1 855 3,31t' ,,3t0 3 1 1�93 2, it{- Z 8 5 8 5' .; THA426 14 3"A 26 77A - 161/s - (30) 0.162 x 31/2 (6) 0.162 x 31/z 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA4224 `14- �7.1/a'22'1 93%a,. 163Is ,& - (30)0.162X3"h!6)'0.162X31h 1.$55' 5;170 5,520 5.520.'-' 1:595. 4,445 4,745' 4.745 " FL THA426-2 114 171/4 I26'/sl 9-1/4 I - I 18 ( - I(38) 0.162 x 31/2I(6) 0.162x 31h11,855 15,520 15,520 I 5,520 11,595 14,745 14,745 I 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind _(16.0) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11/2" 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 carr ing members, use 0.148" x 1'12" 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 doubls-shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. t 18 SIMPSON LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers �G�I�FERfO b 44' 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. he double -shear hanger series, ranging from the iigi7t-capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through two points on each joist nail for greater strengh. 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 ZMAXO 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 designedTo��weTded'or ni>er appficatiohs. " - ­- -"_-' -' 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 i Nailing Top View e Double-Shear Nailing Side View Do not bend tab CQDome Double -Shear Nailing Side View (Available on some models) 1' for 2x's 11/s for41, 6 H D G�W B LUS28 HHUS210-2 O HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong-TieO Wood Construction Connectors Face -Mount Joist Hangers (cont.) Model No. Min.=, , Heel" HeigBf Ga., Dimensions (in.) Fasteners , W H"g°_ "Carrying". _ Carried Member ". Member Single 2x Sizes - 18 1e 114LUS24 (46 48 , x/6 ) 0.148 3 LUS26 - .41I4• A 9/6, . , 4a/a •' 1 Ala (4� U 148 x 3 ," (4),0.148 X 3 MUS26 41146 18 1 9/6 5-MG 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45/6 16 1 5/6 5% 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26 - 461i6" 12 15/a` ` "x_55/e` , = 5 (20)-a 162 K 31/z - "(8) 0,162 x 31/2 LUS28 ; "1 A3ib 18 " 1 19/16 : �65A 11/4 , (6) Q148 x 3 ' . '(4) 0.148 x 3 ` < MUS28 6-fA6 18 19/6 613A6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/6 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 69/6 12 15/6 71/6 5 (36) 0.162 x 31/2 I (12) 0.162 x 31/2 LUS210 "t 1" " 4�14, " 18 /116 ;:7'Ni, ` 7:3/a ", "-{8) 0148 x"3 ,. ` �(4) 0:148 x 3 = '. HGUS216 I-, 89Js -: A2° 1. See table below for allowable loads. These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see.p.21. Many of these products are approved for installation @ with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. DF Allowable=loads SP AI(owabte Loads `.SPF/HF Aliawabte Coads Model ." Gode nw No. Upliftl Floor". Snow Roof Wmd = ; Upbftf, ";`Floor Snow" Roof fNmd Upliftl •,Flo_or ' 5no>N Hoof Wmd Ref. a (160) _{100)J, (115).. (125)-„ (160) (160); (100)' 11151, (125) '(1603 �'(160) (1'00). (115) (125) g - Sin Ie2xSizes LUS26 1,165 865 1 990 1,070 1 1,355 1 1,165 935 1 1,070 1,150 1 1,475 865 635 1 725 785 1 1,000 IBC, FL, MUS26� 3 1,295;-' `1,480 " 1,560.-' 15 6'�: .530 1,465 1,560`; 1�� 1,aG4, ttvl 955 .:1,05.0`. '7;48A r_t 5. _', LA HUS26 1,320 2,735 3,095 3,235 3,235 1,320 2,960 3,280 3:280 3,280 1,150 2,350 2:660 2,780 2,780 HGUS26, 675": � 4;340 `4;850 5,170. , 539,0 875 ' 4,690 5;220 5;390" 5390, 10 : :'3,225 .3,61Q;-.-3,870 "-^3,985;: IBC, FL LUS28 <�US28.� 1165 ), 2 1,100 1;730 1,260 1,975, 1,350 '_2,1"25 1725 2,2 1165 "1,k r 1,195 -1;875. 1,360 _2;135 1465 1;2,255,", 1,730 21255 865 .1,,50 �' 810 (;2 0 925 f,45',5 1,000 , ,1;575•„ 1,270 1;355 '' IBC FL, LA HUS28 760 4,095 1 4,095 4,095 4,095 1,760 4,095 1 4,095 4,095 4,095 1480 1 3,520 3,520 3,590 3,520 HGUS28, :t; t1, , ? " T,275, 275.; 7,275`. ;1,bo0 `::7,2rS' r-7,275 7275, ;7275%" 1•.325 3,670 ` 3,820 `3,915 • ':4;250 IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, %a 5;450. 595 , " t 7HUS270 0` LA HGUS210 2,090 9,100 9100 9,100 9,100 2,090 9;100 9,100 9,100 9.100 €,545 6,34.0 6,730 6:?30 6,730 IBC; FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute side s 00 �,<•; Specify angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). a 94 LUS/MUS/HUS/HHUS/HGUS These products are available with additional corrosion protection. For more information, see p.15. 19 E t1S24 2 ` "a'` 2y< HHUS26-2 45/,6 HGUS26-2 49/,6 HHUS28 2 For stainless Many of these products are steel fasteners, t with Strong -Drive® SD Conr see p. 21. See pp. 335-337 for more i s �ifi� a Fasteners fin) �,�DFISP 1Ttlo�ral C2rrymg ��rri�d Uplift Floor ...Member {160} Double 2x Sizes LL (4) 3 (14) 0.162 x 31/z (6) 0.162 x 3'/z 1,320 2,830 3,190 4 (20) 0.162 x 3'/z (8) 0.162 x 3'h 2,155 4,340 4,850 ved for installation screws. 4,250 11,135 12,435 12,745 12,93513,655 5,575 11,855 3,730 4,170 4,445 14,795 2 ti30 91D 1,130. 1:;280 7 385 °1;745 IBC, FL, LA ® LUS21.0-2 I 06 18 31/a 9 2 (8) 0.162 x 3'/z (6) 0.162 x 3'/z 1,445 1,830 2,075 2,245 2,830 1;245 1,575 1,785 1,930 2,435 Mb HHUS210-2 83/a 14 35A6 87/a 3 (30) 0.162 x 3'/z (10) 0.162 x 3'/z 3:550 5,705` 6,435 5,485 6,485 3,335 4,905 5,340 5;060 5,190 HGUS210-2 8a/,6 12 1 35/,a 93/i6 4 (46) 0.162 x 31/z (16) 0.162 x 31/z 14,09519,100 19,100 16,100 19,100 13,520 1 7,460 17,825 17,825 1 7,825 Triple 2x Sizes H iUS16 3 . ± ( }-356 r` 1� , •4✓t6 S y2 _-4 (LU,) U ibLX i 12 tS) U.10 X 312 ,Lv.� Y� 4�41l; 4ti�t� ��7<lt 9.�1i7 1,033 =Jo; IBC, F HGUS283, ` 6y3i6 ryW12 41Shc 7114 . 4 (36)+:762x3?/z '{12)0.162x3'h 3235460 7460 7460 749() 27$0 �,...a.._.... 6�t15 6;415, 6,41a 6,415 LA HHUS210 3 83/a 14 4 n /6 7 8 /e , 3 (30) 0.162 x 3 /z , (10) 0.162 x 3 /z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 813/,6 12 415/16 91/a 4 (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 °' 12° 4'is 16fl 4 { 20 O 162 X 31h £ ti };{r4 , v4S 1? 3 ? r ` � , , z11 a 7�(t 8 I80 7 r 0> IB 'A Quadruple 2x Sizes HGUS26=,4 ) 5yh° _.12 6% 57�,e = 4. "(20) 0.152 x37h' #" 8) 01ti°1 X 3M2' ,Z755 4;34t ' �kibU, 5,1.J0 5,olh 1 u55 3 1 iU :-IJ /J °8;4,40 ?tn IBC, f HGUS28 4 7 /a 12 6 f b 73/i6 4 36 0.162 x 3 h 12 0.162 x 3 h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 8% 14 6Ya 87/a 3 (30) 0.162 x 31h (10) 0.162 x 3'/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210 4`= 9'In 2 6gf+e, 93f6 .r# {46)pz162Jt3Yz 1(16)`0.1621x 1A 4;095f %100 1}0 9100 9,1 0 3,520 _7,8254 7825 7,825 7825 lfl5la.'x 12•. °figh6 10'/a =4. (56}:0;762x3"lz 5,� fl4 v€E1a4�, �,()�5 w.90C.''� !,'i8 ; IBL'A HGUS2124 ,(20)0.162x3?h ��+, � ,p��9 s HIU54fi' LUS48 HUS48 HHUS48 HGUS48 [11S4j,0 FIIUS41 4x Sizes IBC, FL I . 4% 18 1 39A6 63/a 1 2 1 (6) 0.162 x 3'/z 1 (4) 0.162 x 3'h 1 "11,060 1,315 11,490 11,610 12,0301 2,1^ 11,130 11,280 11,3851 11745 IBC, FL, 61/s 14 36fi6 7 2 (6) 0.162 x 31h (6) 0.162 x 3'h 11320 1,580 1,790 11930 2,415 1:135 1,360 1,540 1,660 2,075 LA 6'/z 14 3% 71/a 3 (22) 0.162 x 3'/z (8) 0.162 x 3'/z 1;760 4,265 4,810 5,155 5,980 14 5 3,670 4,135 4,435 5,145 67% 12 3% 71'A6 4 (36) 0.162 x 31/z (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 HGUS412 106 1 12 1 35/e 1 1OM61 4 1 (56) 0.162 x 31/z (20) 0.162 x 31/z 1 5,695 1 9:045 19,045 19,045 191045 4:900 1 7, f80 17,780 1 6780 71780 HGUS414 117A6 1 12 1 35/e 127A6 4 1 (66) 0.162 x 31/z (22) 0.162 x 31/z 5,695 10,125 10,125 1i0,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes IBC, FL, LA FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selectors' software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong Tie. 5. Loads shown are based on a two-pty 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1 4h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong-TieO Wood Construction Connectors SIMPSON Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the. truss and the carrying member up to 1/z" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is %" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for. more information. Material: 16 gauge N Finish: Galvanized L 0 Installation: _ Use all specified fasteners; see General Notes Can be installed filling round holes only, or filling U round and triangle holes for maximum values N See alternate installation for applications using the HTU26 on a 2x4 carrying member or 1= HTU28 or HTU210 on a 2x6 carrying member -p for additional uplift capacity _ ...,Options:-._,_-.-_...,..�__ _ .___ . - .. .. -- ----------•-....-,.. d • HTU may be skewed up to 671/z°.. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table i Many of these products are approved for installation with Strong -Drive", SD Connector screws. See pp. 335-337 for more information. HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for 1/z" maximum gap, use Alternate Allowable Loads.) j Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) 5'/z, ; 11 %a .5 hs- . 3'h- ='{ZtJ) U l§4 XZ'Iz 14UUJQSX 1 Yz- 14ry00 l L,J4U.- 44",<; ��;'w3 ?'u IU i 1,330 L,o6u p ;, =J U , s;ypu. IBC, HTU28 (Min.) 37/s 115/a 7'Ar 31/z 1 (26) 0.162 x 31/z 1 (14) 0.148 x 11h 11,235 13,820 1, 3,895 3,895 13,895 1,060 12,865 2,920 2,920 i 2,920 FL, HTU28 (Max.) 71/a 15/a 71/ia 31/z (26) 0.162 x 31/z (26) 0.148 x 11h 12,020 13,820 14f,315 1 4,655 15,435 1 1,7,35 13,285 13,710 14,0i5 1, 4,675 l LA Double 2x Sizes HTU28 2 (Min.) 37/s 35/ 71/s 31/z (26) 0.162 x 31/z (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, FL, HTU28-2 (Max.) 71/4 35/s 71/s 31/z (26) 0.162 x 31/z j (26) 0.148 x 3 3,485 3,820 4,315 4,655 5:¢2u 2,995 3,285 1 4 , , (V LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong TeO Connector Selectors software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based.on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.149" x 1112" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 HTU ....... _....... _............................................ _.._................................. _................................................................................... ................... ................................... ........................................................ ...................................................................................... ........... . ......... _..... _.... ........... Face -Mount Truss Hanger (cont.) 6 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 Model Mh HTU26 (Min.) 37A (2) 20 (10) 0.162 x 31/2 1 (14) 0.148 x 1112 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1 1,540 1 1,615 HTU26 (Max.) 51/2 (2) 20 (10) 0.162 x 31/z (20) 0.148 x 11/z 1,240 1,470 ' 1,660 1,'• 90 2,220 1065 1,265 1,430 1,540 1,910 IBC, 14TII9SI Ah-V" "`71/. " 191 -' '� 'NJfdA n iF2v`Z1ti,E '/2C,1`!1`idR`v I'lA., i 07AL4' 9,QA' N `_ 1> . ;,4`� Y �" OnF i ffl�, FZn °( Dfiri` '• �ii fi .'2 Z6ta `. FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) MinDimensions (in) Fasteners (in.) OF/sPAtli"le Loads SPF/HFAllowable Loads "MNoel ` "' w° Carrying Caraedplrft - loor Sligw Roof ' Wmd1; Uplift "=Floor -Snow Roof Wmd ' Rede3 Height �W H B Member Member. f160), (100) :t115)� f12S)1 f160)_ (160) , 1100) _f115) . (125) 060)-= Single 2x Sizes 1 IBC, HTU28 (Min.) 37/a 15/a 7M6 31/z (26) 0.162 x 31/z (14) 0.148 x 11/z 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 71/4 15/e 71A6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3.235 3,490 3,765 HTU2i0{Min.) 37/a' a 9Y1a 3112 (32)0.162x31/2 (14)'6.148x1112, 1250;'3600 3,600 3,660 3,600 1,075 `Z700 2700 2700 ,2,700'. Double 2x Sizes HTU26-2 (Max j� " 5'/z ° 3a .5711a ` 3?h �(20} 0.162X=311z" (20)0.148 x 3 1,910 ..-2,940 1 3,.',%C 350,Q 3,500_ 1;645 2,205 12,205"[2;205 2,205 HTU28-2 (Min.) 37/8 33ia 711Ae 31/z (26) 0.162 x 31/z (14)0.148x3 1,490 1 3,820 1 3,980 3,98,0 3,980 1,280 1 2,865 1 2,985 1 2,985 2,985 IBC, HTU28-2 (Max.) 71/4 3Y,e 71% 31/z (26) 0.162 x 3% (26) 0.148 x 3 3,035 3',820 1 4,315 1 4,65!5 1,51520 1 2,610 1 2,865_ 3,235. 3,410 4:`FL, .40 LA I, 35/1a1 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 Simpson Strong -Tie® Wood Construction Connectors SIMPSON Medium. •-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 2s/ts" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an `X' version and speedy 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 sere is (RJodel 7.TN2-25234H) for GFCMU. Follow all installation instructions and use the loads from t1le sawn lumber or E11'F 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 0/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/1e"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/1e"-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/ie" drill bit and hex -head driver bit. (Model TTNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/8 is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 11/i' is oemlitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 aN_yZ` m;. HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L ........................... _.......................... _........... _.__......... _........................................................ _....................... _..__........ _...... _... __............. _............................... ........ _............................................................... ... Medium -Duty -Face -Mount Hangers (cont.) 19 These products are available with additional corrosion protection. For more information, see p.'15. .. Model. P a Fasteners ° _ Allowable Loads (DFlSP) "Code' GFC "MU �' "Concrete Staridartl Con"cealetl . ." GF.CMU Concrete Titen®2 Titenk2, Joist ": , �, (160)7 "Down: ;° (�001125) Uplift (-160} Down (1001124) : Ref ; � , , , . HU26 HU26X (4) 1/4 x 23/4 I (4)114 x 13/4 (2) 0,148 x 1112 335 1,000 335 1,545 F HU28 HU28X= ` '"" (6)1/4 214 (6) ?/< K7 3I4 " (4) 0148 x' a545 w 1,500, 760 " HU24-2 HUC24-2 (4) 1/4 x 23/4 I (4) 114 x 1-14 (2) 0.148 x 3 380 1,000 380 1,545 P HU26 2 (Min,) - " `HUC26=2 _ ($)1W 23Ja (8) <z l3/a " (4) 0.148 x 3 760 2,000� i 760 , 3 200 HU26-2' (Max } `� HUC26-2 ° (12)1/a x 23/a 1-_ (12),1/a x;I ° (6) 0.148 x 3 � ,., 1135 z' 3,000. � I,135 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 I (8)1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 X 3 1,135 3,000 1,135 3,950 HU28 2�{Min} ' HUC28-2 {Min.) :(10)1/d x 23/4 " a` (10)r1/4 x 131a (4)"0.148 x 76D i' 2 500: 760 3,725 " HU28-2(MdX )f " " HUC28 2 {Max) •' " (14j �/4 x 2314 " "'' ;I (�4) i4/4 x l3/4 ,"' {6) 6.14$,x`3 1135 _ r' i 3, 500 HU210 HU21OX (8) 1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 11/x 545 2,000 760 2,415 } HU21072 (Min:) "HUC21Q 2 (Min.} " (14)1/q x 2314 {14J:'/a x 1?/a (6) 0.148 x 3,' 1135 3,500 :• 1,135', HU210-2 (Max:} HUC210-2 (Max) (18)1/4 x 2314 (18) Y< x 13/aF° „. (10) 0.148 X 3 1800 }< < 4 5D0 . 1,8Q0 5 085 HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 " HU212 " . '' 1-111212x" (10)?1/4 x 2314 (10) 1/4 x:13%4, {6) 0148 x 1?h s 1135 "2,50T, , °" 1,135 2 665 HU212-2 (Min.) HUG212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUG212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212 3 (Mia:j' '' HUC212 3 (Min.} (76} 1la x 2314 ., (16) Y4 x 13/a'° {6) 014$ x3" t " 1135 i 4;DDD 1,135-,4,920 „ HU212-3'(Max.)y HUC2123(M�c.) ' (22),1/ax2�'a ."; (22}llax'13/4 (10)0.148x3 1800 5,085 7,$00 5,085 ` - HU214 HU214X (12)1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 11/z 1,135 2,665 1,135 2,665 HU214 2 ) (Mm HUC219' 2 (Min.) ' .. (18}1l x 23/a" I�{1$) "Ya x 13/a (8) 0.148 x;3 515 � � ° ; 4,500 HU214-2 (Max) -: HUC2t4 2 (Max.) . (24} 17aX231a (24)1/p 7C'13/a " � ,;{12) 0148 X 3 2 Q15_ '_ "-5,085. " 2,015 "5,085 HU214-3 (Min.) HUC214-3 (Min.) (18)114 x 23/4 (18) %x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUG214-3 (Max.) (24)114 x 23/4 (24)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU_ /431a " 922 0HU216 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)114 x 13/a (8) 0.148 x 3 1,515 I 4,920 1,515 4,920 HU216-2 (Max.) HUG216-2 (Max.) (26)114 x 23/4 (26)1/4 x 13%4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 3.(Min) _HUC216; 3{Min.} " (20)11a x 23/a '; `"(20)?l4x,131er"(8) 0.148 x'3 A,920 _" 1,515 4,92 " HU216-3 (Max.) HUC216-3 (Max.) "" (26)'1/4 x 244 -, (26)114 x 13/4, "' (_1 0.148 X 3 2 015 _ 5,085 ° : 2,015 4.° 5,085,a . HU7 (Min.) (Not available) (12)1/4 x 23/4 (12)114 x 13/4 (4) 0.148 x 11/z 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/a x 1 3/4 (8) 0.148 x 11/z 1,085 3,485 1,085 3,485 HUT(Min-) } ="� (t available} - No . {18)" 1/e x 2?I4 _ (18)'/a x 13/4 {6) 0.148 x 11h "° 1135 " ° _" _' 3,230 1,135 3,230-- H69"(Max) ; (Not"available) , : (24}234= {24)'1/4;x 131a ' {t0)"0148; X 1h " , ": ; 1445 3,735, . 1 Q45 3,735" HU11 (Min.) (Not available) (2 2) 1/4 x 23/a I (22)1/4 x 13/4 (6) 0.148 x 11/z 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)114 x 23/4 (30)1/4 x 13/a (10) 0.148 x 11/z 1,445 3,735 1,445 3,735 (Not available}" ; "{28)-1/a x 23/4 (28) �1a k l3/a a l8) 0148 x"j� 1h 1 515 ` . 3 485"; I,515 485 HU14 (Max) (Not available} (36)1/d x 23a .. . (36)1%a x 13/4 (14) 0148 ii 11h 2 015 4 245 2,015 4 245 ": 38 STAGGER JOINTS - TYP. B/SKI z wQ N z au w� N UPLIFT/SHEAR ANCHOR EACH TRUSS - SEE PLAN B/SKI -4j NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRU55 BEARING A SCALE NTS SKI 4 iED HEEL ROOF TR45E5 ROOF SHEATHING- SEEVPLANIAISED HEEL ROOF TRUSSES PLAN �` -SEE PLAN SOFFIT/FASCIA- SEE ARCHRIBBON BOARD - SEE SCHEDULE FOR SPACING d RIBBON BOARD- SEEFASTENING TO SCHEDULE FOR SPACING t TRUSSES FASTENING TO TRUSSES WALL SHEATHING -SEE PLAN = MIN. 15/32' CDX PLYWOOD OR '1/16' OSB WITH 8d GUN NAILS �MASONRY WALL- (0.131' X 2 in') 9 6' O.G. TO UPLIFT/SHEAR GYP. CEILING- SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN / TRUSS- SEE PLAN SCHEDULE i. DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - 41 BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING E3 et' SCALE, NTS 5KI RIBBON 5GHEDULEe DESIGN CRITERIA RIBBQN MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=1(.5 MPH (2) 12d GUN (0.131' X 39 (Vasd=128 MPH) 2X4 SPFI'2 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 37 (Vasd=13S MPH) 2X4 5PF02 16' TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED SHEET TITLE: ROEIARFOR RNSEO HEFT EELR ROOF TRUSSES SHEET INFORMATION: toe Ho. Shcild AR ISSUFO: II.OB.Id ORANM 9R: RFV¢WFORF: TH SKA I E MOTWCOMP ARY January.,I.O,; 2 0'20- CatpOliterCo ntractors Inc:.. HA Wint FL O_880-62,04 Dear "Mutt: Ith as wine to my atteildon."that'so.me questions were raised cO'hc.OrnJhg5,/8," diaTh&terl' holes drilled th"fttthe: -ch61'd'§",,( do, face] :pf sys4,,'Z gable, -end ffigqes' toallow for` threaded rods If.th,6"selgableends,,arepver"con,.ti'nuo t -ps s,upp ,lcen e., with f 4 tho;h AM& -lleaM­u't.t'he' qrlj:q, of face no. losef;A4."O.6', fthott, i-'n'agi,nK>any,,connecor:,PatL-S,,o'r'v a W eftic gbs then no"re' p 'I's r d,Tb0iruS_s only supports: lba&- d hd,nd additional load.. Ifyou have any '" xall.j que ions,, _p ease, give me-a Sincerely;. .-I . . . WAA 6 0" i 1% 4­1 C�V lk 6' 7" TA 675OF6rumDrive; 9uitp. 30 65Orlando,FL3282-l'i-(AOQ)521-9.7,90,-,,(863),422- ,8685 ".qjpipo#W.,c,oM Alpine, an ITW Company ,q{5ONAVAWA� (��lrj 1 \DES No. 8636 �s STATE OF- a � •ssus. d1 6750 Forum Drive, Suite 305 Orlando, FL 32821 ALPINE Phone: (800)755-6001 AN (rWCOMPANY www.atpineitw.com. FL REG# 278, Yoonhwak Kim, FL PE #863.67 03/10/202 t docmw t has been olactraricaty sigrad wtMut an odgiut slgnsturs must bo ad uskV the odgktd oWdn nic version. 'Site'[p1format:orr Pa a 1» Custorner: Carpenter Contractors of'America Job Number: N362326 Job Descri tion: 7A5/320 ,4EHBH 01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Address: Jab En 1neerin " Criteria:,, Design Code: FBC 7th Ed. 2020 Res IntelliVIEW Version; 20.02.00A JRef#.' 1X31_89750043 Wind Standard., ASCE 7-16 WInd Speed (mph): 160 Design Loading (pso., 37.00 Building Type: Closed This package contains general notes pages, 34 truss drawing(s) and 5 detail(s). item -Drawing Number TrOss. 1 069.21.1140.52868 Al 3 069.21.1140:52931 A3 5' 069.21.1140.52774 A5 7 069.21.1140.532.12 A7 9 069,21.1140.53635 A9G 11 069.21.1140.53040 132G 13 069.21.1140.53493 L1 15 069.21.114OM993 EGE. 17 069.21.1140.53462 EJ3 19 069.21.1140.52978 CJ3E 21 069.21.1140.53555 CJ/L 23 069.21.1140.53071 EJ7 25 069.21.1140.52900 CJ5A 27 069.21.1140.53446 CJ52. 29 069.21.1140,53368 CJ3A 31 069.21.1140.53274 CJ1 33 069.21.1140.53524 HJ3 35 A16015ENC101014 37 A16030ENC101.014 39 GBLLETIN01.18 Mein Drawing Number TruSS 2 069,21.1140.53352 A2 4 069.21.1140.53415 A4 6 069.21.1140.53182 A6 8 069.21 A 140.53149 A8G 10 069.21.1140.53196 B1 12 069.21.1140.53010 MEG 14 069.21.1140.53525 L2G 16 069.21.1140.52853 EME 18 069.21.1140.53180 CJ5E 20 069.21.1140.53103 CJ 1 E 22 069.21.1140.5361.8 MG1 24 069.21.1140.53259 EJ72 26 069.21.1140.52806 CJ5 28 069.21 . 1140.52977 CJ3 30 069.21.1140:53369 CJ32 32 069.21.1140.53384 HJ6E 34 069.211140.53088 HJ7 36 A16015ENC160118 38 A16030ENC160118 Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 12:06:07 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable -building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connectionsfor 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 CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for'of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds'per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds, per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load !cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and' Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. [CC: 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.sbcindust[y.com. Page 3 of 3 SEQN: 67490 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lX3L89750043 Ts FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 069.21.1140.52868 Truss Label: Al / YK 03/10/2021 6'1"4 12'2"9 18'3"4 21'4"12 27'S"7 + 33'6"12 + 39'8" 6'1"4 6'1"5 T 6'0"11 T 3'1"8 6'0"11 6-1"4 9'10" 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.84 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 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. :5X5 =5X5 E 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): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.259 L 999 360 VERT(CL): 0.481 L 983 240 HORZ(LL): 0.097 K HORZ(TL): 0.179 K Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.863 Max Web CSI: 0.392 VIEW Ver: 20.02.00A.1020.20 0141itIIIII1P/pip EN ® A No. 8£367 STATE OF 9.10.1 1' 39'8"�� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /861 1785 /303 N 1546 /- /- /861 /785 A 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 - I 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 OF 0 00 %5 1144,6 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **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)y 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 Oates to each face oT 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. Alpine, a division of ITW Buildingg�Components Group Inc. shall not. be respponsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/) Pl 1, or for handling, shipping,. -Installation. and bracin of trusses. A seal on this drawing or cover paWe 675o Forum Drive listing this drawing indicates acceptance of professional engqineering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821 SEQN: 67491 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 MetlX3L89750043 T12 / FROM: RAA Qty: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53352 Truss Label: A2 / YK 03/10/2021 6'1"4 6'1"4 9'10" 9'10" 12'2"9 I 17' 22'8" 6'1"5 4'9"7 5'8" 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: 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; Sot 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 =5X5 E F 27'S"7 4'9"7 39'8" 10' 10' 19'10" + 29'10', Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.264 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 33'6"12 39'8" 6'1"5 6-1 'A ,ts��a�Q»ri�rr,re �10b&`AWA In pp�A �.' d Nv, gs3i a • o +"r. STATE OF 39 -! -` � 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1645 /- /- /867 f786 /284 N 1645 /- /- /867 f786 /- 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 - 1 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 �OR 4do1DP*,,,,�S L d�� S ®�r0NA I. � FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **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 permanent lateral restraint ovwebs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 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 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 675o Forum Drive listing this drawing indicates acceptance of professional en meenng responsibilitty�r solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 674921 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T11 / FROM: RAA Qty: 2 ,7A5/32O ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52931 Truss Label: A3 / YK 03/10/2021 7'8"6 7'8'6 �1'+ 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: 22.16 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T3 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; 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. 15' 19'10" 24'8" 10 4'10" 31'11"10 + 39'8" 7'3"10 7'8"6 =5X5 III2X4 =5X5 D E T3 F 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 L/defl L/# VERT(LL): 0.278 E 999 360 VERT(CL): 0.480 E 985 240 HORZ(LL): 0.092 J HORZ(TL): 0.159 J Creep Factor: 2.0 Max TC CSI: 0.757 Max BC CSI: 0.840 Max Web CSI: 0.385 VIEW Ver: 20.02.00A.1 as a o No.86367 s m 6 w s w via �� STATE OF ® Cc/�z 0 0 I M (o 1 s,18'812 9'10" 1' 39'8" + ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1692 /- /- /874 /789 /255 M 1692 /- /- /874 /789 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2277 - 3391 E - F 2062 - 2703 C - D 2224 - 3172 F - G 2225 - 3172 D - E 2062 - 2703 G - H 2277 - 3391 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 3045 -1981 K - J 2456 -1533 L - K 2456 -1552 J - H 3045 -1963 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - L 447 - 349 K - F 411 - 252 L - D 639 - 300 F - J 639 - 300 D - K 411 - 252 J - G 447 - 349 E - K 389 - 207 •BeaS����Ao `g � FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 ""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) 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 ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQctComponents Group Inc. shall not. be responsible for any deviation from this drawings any failure to..build the truss in conformance with ANSI 1, or for handling, shipping,. Installation and bracingof trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitabilil9y 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: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67493 / HIPS Ply: 1 Job Number: N362326 I CusC R 8975 JRef:1X3L8975o043 FROM: RAA Qty: 2 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53415 Truss Label: A4 / YK 03/10/2021 7'4"5 7'4"5 �1'� 9'10. 9'10" 13' 5'7"10 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.75 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 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.0E; 132,133 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 40-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. 19Z'10" 26'8" 1,0 6'10" _5X5 1112X4 =5X5 D E T2 F 32'3"11 39'8" 57-11 1 7'4"6 39'8" 10, 10, 91101, 1' 19,10" 29'10" 39,8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.292 E 999 360 VERT(CL): 0.512 E 925 240 HORZ(LL): 0.089 J HORZ(TL): 0.156 J Creep Factor: 2.0 Max TC CSI: 0.689 Max BC CSI: 0.778 Max Web CSI: 0.748 Ver: 20.02.00A.1 01JjItip? /ffFPO 4���1��N ►yA E p.in a STATE OF • -i ; 0p�.� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1657 /- /- /875 /790 /225 M 1657 /- /- /875 /790 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2451 - 3301 E - F 2514 - 2994 C - D 2372 - 3073 F - G 2372 - 3073 D - E 2514 - 2994 G - H 2451 - 3301 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2960 - 2140 K - J 2537 -1811 L - K 2537 -1830 J - H 2960 - 2122 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 504 -171 K - F 590 - 511 D - K 590 - 511 F - J 504 -171 E - K 645 - 388 °�se�uaoe�� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **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 BCSL Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracm 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. -Defer 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/l.P_I 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit�yy solely -for the design shown. The suitabilify and use of This drawing for any structure is the responsibility of the Building -Designer per ANSIfTP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 674941 HIPS Ply: 1 Job Number: N362326 CusC R 8975 JRef:1X3L89750043 T9 / FROM: RAA Qty.. 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB ! 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52774 Truss Label: A5 / YK 03/10/2021 7'4"4 11' 16'11'A 22'8"12 28'8" 323"12 39'8" 7'4"4 T 3'7"12 5'11"4 + 5'9"8 f 5'11"4 "{' 3'7"12'} T4"4 i =5X5 =5X5 =_4X4 =5X5 D E F G 12 5 2X4 ar2X4 T C W H (a) (a) m W6 in rn B A I J 1 �18'e"12 4X6(B2) =8X10 B2 =8X8 B3 =8X10 = N 9'10" 9'10" 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: 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; 62,133 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"x25%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 10' 10, 19'10" 29'10. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.307 L 999 360 VERT(CL): 0.569 L 831 240 HORZ(LL): 0.094 K HORZ(TL): 0.173 K Creep Factor: 2.0 Max TC CSI: 0.890 Max BC CSI: 0.825 Max Web CSI: 0.314 VIEW Ver: 20.02.00A.1 ,gt111141R1ilp�FPP` m e Od0.86367Or a STATE OF 4g "8 - 39 39 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /872 /791 /196 N 1546 /- A /872 /791 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2614 - 3016 F - G 2270 - 2353 C - D 2542 - 2800 G - H 2542 - 2800 D - E 2271 - 2354 H - 1 2616 - 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 irdl- � 0 i S 1 V 0 6_'" NA 1� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **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 proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildincc��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,, installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibili��r 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 ANSlrfP1 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: 67495! SPEC Ply: 1 Job Number: N362326 Cust: R8975 JR&AX31.89750043 T20 / FROM: RAA Qty: 1 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53182 Truss Label: A6 / YK 03110/2021 1 2gi 1'10' 10'10.1 19'10"30'8" 38"15, f 7'2" T 4'10" i- 6' -i- 1'7" 7'4"11 =5X5 D 1112X4 T 12 5 � \0X4 = 6X6 E T3 -5X5 =5X5 F G H ��� 2X4 TT So o n W4Zj! � �� in N R � A B 1 J K e3 y 18'8"12 4X6(B2) = 6X8 = 5X8 = 5X8 = 4X6(B2 39,8" 9'10" 10, 9'10" 10 1 9'10" 19,10" 29'8" 39'8" 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 Des Ld: 37.00 EXP: C Kzt: NA Building Code: NCBCLL: 10.00 Mean Height: 21.30 ft TCDL: 4.2 psf 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 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 Ver: 20.02.00A.1020.20 01`11@ftrIlpp)rt, �j � NO. 86367 b 0 STATE OF cv� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /855 /788 /193 O 1546 /- /- /859 /791 /- 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 - 854 E - M 645 - 713 L - H 867 - 679 F - M 561 - 352 s � od dO �jAi A 9 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **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 rigid 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 Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin,g Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of This drawing for any sTructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67496 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lX3L89750043 T8 ! FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EH6 / 2601 / HAYDEN EXPRESS DnvNo: 069.21.1140.53212 Truss Label: A7 / YK 03/10/2021 7'1"2 9` 16'8" 23' 30't3" 32'6"14 39'8" 7'1"2 1'10' 14 7'8" 6'4" 7'8" 1'10' 14 7'1"2 ■I EQ in v 1 G3 / =5X5 =4X4 =5X5 =5X5 12 - 9x4 D E T2 F T3 G �,+ 9'91010"" 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 It 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"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 0.1284" gun nails @ 6" cc. 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" 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): Defl/CSI Criteria PP Deflection in loc Udefl 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 Ver: 20.02.00A.1020.20 gej6it9rnr�v�ore g • �r s A g No.86367 n w,e p as s � g � d� STATE OF VF w o fl =ynotoc! 9'10" 1' 39'8"�0 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 A /- /864 /827 /166 N 1546 A /- /864 /827 A 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) Chards Tens.Comp. Chords Tens. Comp. B - M 2681 - 2420 L - K 3612 - 3366 M - L 3615 - 3388 K - 1 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 - %4 �gOo7 ON(AI. ®� FL REG# 278, Yoonhwak Kim,,FL PE #86367 03/10/2021 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have 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 i 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 BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A sea! on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibilittyv solely -for the design shown. The suitabilify and use of this Suite 305 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: 67499 / HIPS Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T14 / FROM: RAA Qty.. 1 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53149 Truss Label: A8G / YK 03/10/2021 2 Complete Trusses Required 7' �T 13'5"14 19'10" -126'22 + 32'8" 7' 6'5"14 6'4"2 6'4"2 6'5"14 5 12 =6C6 =4XD4 T2 =8X8 =4X4 T3 =6X6 E F G 39'8" 7' 1112X4 =8X8 =3X8 =8X8 1112X4 v 6'104 6'5"14 6' 10"4 13'4"2 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Loading #1 hip supports 7-0-0 jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 39'8" 6'5"14 65"14 i &.114 19'10" 26'3"14 329"12 T co i, io 6'10101 1 39'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.434 E 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.813 E 581 240 B 3115 /- A A /1614 A Snow Duration: NA HORZ(LL): 0.071 C - - 0 3115 /- /- A /1614 A HORZ(TL): 0.133 C Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 FBC 7th Ed. 2020 Res. Max TC CSI: 0.542 O Brg Width = 8.0 Min Req = 1.8 TPI Std: 2014 Max BC CSI: 0.411 Bearings B & H are a rigid surface. Rep Max Web CSI: 0.743 Bearings B & H require a seat plate. FT/RT:2:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE VIEW Ver: 20.02.00A.1020.20 B - C 1762 - 3442 E - F 2781 - 5458 C - D 2492 -4892 F - G 2493 -4893 D - E 2781 - 5458 G - H 1763 - 3443 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 3147 -1600 L - K 4957 - 2539 N-M 3136 -1600 K-J 3137 -1601 M - L 4956 - 2539 J - H 3148 -1601 i,`d�ti11►4a111f1Op�pt� O�y ry �� r/0' Maximum Web Forces Per Ply (Ibs) o ` a • a/�• i fO �Op Webs Tens.Comp. Webs Tens. Comp. ®� © gCENS�. r �0 C-M 1951 -991 L -F 553 -267 • �' • oy M - D 488 - 672 F - K 488 - 672 a Nib6367 D-L 554 -267 K-G 1951 -991 er STATE OF 41,E FL REG# 278, Yoonhwak Kim,.FL PE #86367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of[BCSI (Building Component Safety Information, by TPI an r7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracininstalled 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 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 Buildinq 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,, installation and bracincl of trusses: A seal on this drawing or cover paWe 675o Forum Drive listing this drawing indicates acceptance of professional enpineering responsibilitty� 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: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or : AWC: awc.org Orlando FL, 32821 SEQN: 67500 / SPEC Ply: 2 Job Number: N362326 Cust: R 8975 JRefAX3L89750043 T38 / FROM: HMT Qty: 1 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53635 Truss Label: A9G AK / YK 03/10/2021 2 Complete Trusses Required 7'1'4 10'10' 14'8" 19'10"4 24'8" 32'8" 39'8" 7'1"4 3812 3'10" 5'2"4 4'9"12 8' 7' 5X5 D T 12 5 k2X4 C =8X8 E 1112X4 F T3 a8X8 G =6X6 T4 T H b 0 rn -4X6(A1) (a) W T� M N l A B =4X8(81) II J 1 �18'8"12 B3 O =8X10 =H1014 Woxio 1112X4 39'8" 10' 10, 7'8" I 5'1"12 + 6'1O'A +1'� 10' 20' 27'8" 329"12 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:)) EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.30 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3,T4 2x6 SP SS; Bot chord: 2x6 SP SS; B3 2x8 SP 2400f-2.OE; Webs: 2x4 SP #3; W8 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. Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 22.60 TC: From 28 plf at 22.60 to 28 pIf at 32.67 TC: From 55 plf at 32.67 to 55 pif at 40.67 BC: From 20 plf at 0.00 to 20 plf at 22.60 BC: From 10 plf at 22.60 to 10 plf at 32.64 BC: From 20 plf at 32.64 to 20 plf at 39.67 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 ib 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 BC: 491 lb Conc. Load at 32.64 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): 0.426 F 999 360 VERT(CL): 0.789 F 598 240 HORZ(LL): 0.092 D - - HORZ(TL): 0.170 D Creep Factor: 2.0 Max TC CSI: 0.730 Max BC CSI: 0.479 Max Web CSI: 0.791 VIEW Ver: 20.02.00A.1020.20 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. ,os;�AHWA * a00 No, 86367 4 e e �• STATE OF��®�4,�� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 2756 /- /- /- /1633 /- 0 3785 /- /- A /2265 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.6 O Erg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1792 - 2983 F - G 3944 - 6563 C - D 1688 - 2876 G - H 3368 - 5683 D - E 1476 - 2504 H - 1 2532 - 4224 E -F 3951 - 6570 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 2713 -1619 L - K 3865 - 2314 N-M 5151 -3100 K-1 3869 -2310 M - L 6323 -3909 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N - D 1975 -1124 G - L 797 - 897 N - E 2091 - 3404 L - H 2117 -1255 E - M 1625 - 973 ®'ems •Q 4ORIV 0 FL REG# 278, Yoonhwak Kim,,FL PE #86367 03/10/2021 "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) 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 attachetl rigid ceilin Locations shown for permanent -lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildiy,c��Components Group Inc. shall not, be responsible for any deviation from this drawipg, any failure to build the 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 encLmeenng responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer, per ANSIrrP1 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: 674751 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T2 / FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53196 Truss Label: 81 / YK 03/10/2021 1' 9'1"12 9'1"12 Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: 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: 3.00 it 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 #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 1Z8" 3'8" =5X8 =5X5 C T2 D 311 3'4"8 12'6"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 21' 8�4" 8'2"4 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 --0 ,Ot�tllQtttPff���p qN AB �• 70. 4 No. 86367 Q1 49 STATE OFa fn -v 18'8"12 � 3"8 '2Y' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 850 /- /- /475 /536 /137 F 778 /- /- /396 /486 /- 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 0W..'i , ell(911d01dd FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 —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)% 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 applical5 e. 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 BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover pa a 675o Forum Drive listing this drawin indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitabiliy and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com: ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67478 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T5 / FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 069.21.1140.53040 Truss Label: B2G / YK 03/10/2021 14'8" T8" =6X6 =6X6 C T2 D 21' - 21' 6'4" 1, I 6'10"4 7'11"8 5'10"12 6'10"4 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.OE; B2 2x4 SP #1; Webs: 2x4 SP #3; W2,W4 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading #1 hip supports 7-0-0 jacks with no webs. Left side jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. Right side jacks have 6-4-0 setback with 0-0-0 cant and 0-0-0 overhang. 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. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.136 H 999 360 VERT(CL): 0.253 H 989 240 HORZ(LL): 0.043 E - - HORZ(TL): 0.081 E Creep Factor: 2.0 Max TC CSI: 0.786 Max BC CSI: 0.945 Max Web CSI: 0.696 VIEW Ver: 20.02.00A.1020.20 ��'ttttatr��►rrjr,.� , No.86367ar 0 ar Y qi m s o � STdQ ATE G�'�®7�"v � 3'"8 '21' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1605 A A /- /997 /- F 1559 A A A /953 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 1967 - 3258 D - E 1904 - 3157 C - D 1711 - 2847 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 2932 -1748 H - G 2901 -1743 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - C 650 -106 G - E 2741 -1621 D - G 518 - 37 E - F 968 -1535 >,o,� 0 0 P, ar s V cA�®s�s ON A8 k� b FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint otywebs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing; any failure to build the truss in conformance with ANSI >l PI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawingor cover page 675o Forum Drive listing this drawing indicates acceptance of professional encLlneering responsibilityy solely -for the design shown. The suitabili!y and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67479/ HIPM Ply: 1 Job Number: N362326 Cust: R8975 JRei:1X3L89750043 T39/ FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EH6 / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53070 Truss Label: MEG / WHK 03/10/2021 fi 5'9"8 11'81115 5'9"8 5'1 1"7 12 1, 511 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: 11 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 pif at -1.00 to 55 plf at 5.79 TC: From 27 plf at 5.79 to 27 pif 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 17'8"6 17'111 "14 5'11"7 3'8 1112X4 =-4X12 D E TT N�9'4„ T �8'8" 1112X4 = 5X14 = 3X6 1113X6 17'11"14 5'9"11 11,81,15 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): 5'11 "7 17'8"6 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.142 D 999 360 VERT(CL): 0.262 D 813 240 HORZ(LL): 0.024 C - - HORZ(TL): 0.044 C Creep Factor: 2.0 Max TC CSI: 0.877 Max BC CSI: 0.796 Max Web CSI: 0.824 VIEW Ver: 20.02.00A.1020.20 ,Wjtoa+t11lpfftep, eso a CEN 0 00 10 No, 86 7 0 4 +tee STATE OF�a c v ' 8 i7'11"14 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL J 1248 P /- /- /541 /- F 1537 /- P A /686 /- 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 - 1 2687 -1092 1 - 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 ®®CORIDr bV ap 10000 0NAe e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "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 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 ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, 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 drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin )gComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI TPI 1, or for handling, shipping,, installation and bracin4 of trusses.- A seal on this drawing, or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enQQineenng responsibilittyy 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 ANSIlTP1 1 Sec.2. For more information see these web sites: Alpine: aloineilw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 674761 COMN Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T24 / FROM: MRS Qty: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53493 Truss Label: L1 AK / YK 03/10/2021 r- 3 3 115 5' 10, 5' 5' 12 — 4C4 4 � T B D ih 4Li E F 2X4(A1) 1112X4 =2X4(A1) 10, 5 i 5 5' 10, Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.016 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.028 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.009 F Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.396 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.306 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.079 Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 429 /- /- /273 /206 179 D 429 1- 1- /187 /206 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1066 - 641 C - D 1066 - 641 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 578 - 825 F - D 578 - 825 ,,wiiIIIII ItOrrf I i WA C NSe . ®� a No, 86367 STATE OF ® o a 14V� 1 OR1D�- FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS - Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on -the Join Details, unless noted otherwise. ffefer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Aline, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the tr ss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per 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.org Orlando FL, 32821 SEQN: 67480 / HIPS Ply: 1 Job Number:_ N362326 Cusl: R 8975 JRef:1X3L89750043 T36 / FROM: MRS Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53525 Truss Label: L2G �AK / WHK 03/10/2021 r T 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' 10, 3' r 4' 3' 12 4 E7-,- = 4X4 = 4XX4 Li Li B E F r 8,8, H G 1112X4 1112X4 2X4(A1) = 2X4(A1) 3'1"12 1 f 3T'12 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc, from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 3.00 TC: From 27 plf at 3.00 to 27 pif at 7.00 TC: From 55 plf at 7.00 to 55 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 98 lb Conc. Load at 3.03, 6.97 TC: 63 lb Conc. Load at 5.00 BC: 119 lb Conc. Load at 3.03, 6.97 BC: 50 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. `11 3'8"8 6' 10"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): 3'1"12 10, �v 1 Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 Ver: 20.02.00A. ♦ 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 G - E 1226 - 466 H - G 1249 -461 t�HwAk '`A ®•qr No. 86367 STATE 4F � tv ®po FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 -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 anrr77 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Aline, a division of ITW Buildin Components Group Inc. shall not. be res onsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin4 of trusses..A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional en ineenng responsibilitty� solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the BuildingWesigner per ANSIrrPI 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 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67477! EJAC Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X3L17 / 89750043 T FROM: RAA city: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 069.21.1140.52993 Truss Label: EGE / YK 03/10/2021 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 " 1'8"'12 111 "8 1'8"12 "12 12 4 F7--- 1112X4CD T T T A 61 �I g,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 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; 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. 812 J-�L� 1712 1 1'812 1112 1'8"12 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 L/defl L/# 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 VIEW 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 /- /- 130 /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# �'1`,IOtI�QQIIPgIOi/ApP ®e No. �6367 b @� STATE OF /0NA1. , ,a�se�ddar,mAo FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS' Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and -position as shown above and on the Joint9Details,._unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing; any failure to build the truss in conformance with ANSI PI PI 1, or for handling, shipping,. installation. and bracin44 of trusses; , A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely for the design shown. The suitability and use of this Suite 3o5 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com: TPI: t inst.or : SBCA: sbcindust .com: ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67459 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T7 / FROM: RAA Qly: 7 , A5/320 ,4EHBH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52853 Truss Label: EJ6E / YK 03/10/2021 C 4 12 1019"11 i M � N CO B N 6"1 A 818" D 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 Spacinq: 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. 5'9"8 5'9"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 L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.007 D HORZ(TL): 0.012 D Creep Factor: 2.0 Max TC CSI: 0.805 Max BC CSI: 0.356 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 283 /- A /210 /119 /117 D 106 /- A /58 /- /- C 141 /- A /85 /126 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# 1lk,��1�1199olIN/lprIW tv 86 STATE QE ORIVit s 0 dA Il FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 —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) 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 permanent lateral restraint of webs shall have bracin installed per BCSI sections 53, B7 or 610 as applicable. Apply Oates to each face off 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 ByildiThgComponents 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 bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawin indicates acceptance of professional enMneering responsibilitty� solelyor the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67460 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T42 / FROM: MRS Qty: 3 , A51320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 069.21.1140.53462 Truss Label: EJ3 �AK / YK 03/10/2021 12 4 C 9r8°7 Ln B r ti A8'8" D 2X4(A1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. 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 Uddfl 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 EW Ver: 20.02.00A.1 �a®atiti�oa9vr►irvr���� : cEN �® No.86367 STATE OF a [�,�a ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /149 185 167 D 50 /- /- /27 /- /- C 63 /- /- /36 /54 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ®if. �. l R 10� f fSe�d�okk ®, FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 "*WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating hand lin shipping, installing and bracing. Refer to and follow the latest edition.of BCSI (Building Went Safety Information, by TPI an 'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly d rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 cable. Apply plates to each face of truss and position as shown above and on the Jon t9DetaiIs. unless noted othewise. EIefer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildingp�Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the conformance with ANSI PI 1, or for handling, shipping,. installation and bracin4 of trusses.. A seal on this drawing or cover page us drawing indicates acceptance of professional englneenng responsibility solely for the design shown. The suitability and use of this 1 for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67461 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JR&AX3L89750043 T37 / FROM: RAA Qty: 2 7 A51320,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53180 Truss Label: CJ5E i / YK 03/10/2021 12 C 4 10'6"5 co � M B N N 6 81811 CJ C7 D 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 " 1, T 4'11"4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 end Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 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): 0.007 D Creep Factor: 2.0 Max TC CSI: 0.560 Max BC CSI: 0.250 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 252 /- /- /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# ,,,,`1i111iftilp/Itt �aq��yyQ�y�11NAf{ rPo,*, . No, 86367 v STATE OF'ore, IV ��4,�� QZOR s�S/ONaAo `b ,1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 —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)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 oT truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to drawings 160A=Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division ofJTW BuildinlComponents 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 drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance :of professional engineering responsibility solely -for the design shown. The suitability and use of This drawing for any 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 SEQN:67462! JACK Ply: 1 Job Number: N362326 Cust:R8975 JRef:1X3L89750043 T32 / FROM: RAA Qty: 2 ,7A5/320 ,4EH131-1 ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52978 Truss Label: CJ3E / YK 03/10/2021 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 Tl 12 4 C 1, a1 2' 11 "4 2' 11 "4 Wind Criteria Wind Std:._ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: 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. 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): ir) Defl/CSI Criteria PP Deflection in loc 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: 0.290 Max BC CSI: 0.078 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 vQtyilYla4l7PIP/ No. 86367 0 m m m SiATE OF �-74r ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 183 /- /- /147 /82 /6E D 52 A A /27 /- A C 64 A A /35 /61 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brig Width = 1.5 Min Req = - C Brig 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# 0" Oil ®.e 0 0 qy � fm ® g AL FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers,shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. App y lates to each face otruss 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. Alpine, a division of ITW Building Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/I PI 1, or for handling, shipping,. installation and bracin44of trusses. A seal on this drawinq or cover page listing this drawin indicates acceptance of professional enpineenng responsibili(��r solely -for the design shown. The suitability and use of this 6750 Forum Drive 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: 67463 / JACK Ply: 1 Job Number: N362326 Cusl: R 8975 JRef:1X3L89750043 T33 / FROM: RAA Qty: 2 7 A51320,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53103 Truss Label: CAE / YK 03/10/2021 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 Spacinq: 24.0 " T 6"1 i 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. 12 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): T T o 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: 0.186 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1 m o� w` No.86367 0 1 100 • ��� STATE ®Ecc,` o 9'2"9 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 139 /- /- /129 /95 /32 D 14 /- /- /11 /3 /- C - /-11 /- /28 /30 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brig Width = 1.5 Min Req = - C Brig 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# iee �C• . C C�R� AdApa444 ON A t��, � FL REG# 278, Yoonhwak Kim, F1. PE 486367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in -fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety_practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not, be responsible for any deviation from this drawing; any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawingor cover page 6750 Forum Drive listing this drawin indicates acceptance of professional enprneering responsibilitty� solely -for the design shown. The suitabiliy and use of This Suite Fos drawing for any structure is the responsibility of the Buildingq esigner 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: 67464 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T40 / FROM: MRS Qty: 4 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53555 Truss Label: CAL �AK / YK 03/10/2021 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 B A 2X4(A1) 1, 11 "4 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: 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 "4.0", 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 Fee: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C 9'0"3 T11 p = 8'8" D Defl/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: 0.198 Max BC CSI: 0.025 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 141 /- /- /134 /102 /31 D 10 /-1 /- /16 /11 A C - /-15 /- /29 127 /- 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# off '% No.86367 m r � • ,��.� p as a ^° STATE OF,--,,,c � OR ds tS �008 � led ON+A4 s� � 5 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 "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 latesfedition of BCSI (Building - Component Safety Information, by TPI anc7 SBCA) r safety practices prior to performing these functions. Installers) shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid 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 oT truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine. a division of ITW Buildina Components Group Inc. shall not be responsible for anv deviation from this drawing any failure to build the on this,drawin or cover page i. The suitabilify and use of This drawing Tor any structure Is the re For more information see these web TPI: 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67482 / MONO Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T23 / FROM: RAA Qty.. 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS I DrwNo: 069.21.1140.53618 Truss Label: MG1 AK / WHK 03/10/2021 2 Complete Trusses Required T 1 3'2"8 7' 3'28 -1 3'9"8 '1 1112XC 12 5 p 48X4 �n ih ®X4p(A1) Li 18'8"12 E D 1114X6 1114X8 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.70 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at 0.00 to 55 plf at 7.00 BC: From 10 plf at 0.00 to 10 plf at 7.00 BC: 161 lb Conc. Load at 1.09 BC: 1559 lb Conc. Load at 3.00 BC: 778 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 3'0"12 3'0"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 3'11"4 7' Defl/CSI Criteria PP Deflection in loc 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 Ver: 20.02.00A.1 ,ad��1i1111t1ilOp�P,t' ONiWAK '0 ow Nv, 86367 GE 7rd .ra 0 ae0 �e STATE OFF c�,� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL A 1508 /- /- /- /956 /- D 1445 /- !- !- /945 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 931 -1442 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 1311 - 843 E - D 1252 - 808 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. E - B 948 - 568 B - D 858 -1330 1olid 'RiD� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 —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 ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 1310 as applicable. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpire, a division of ITW Building Components Group Inc. shall not. be respqonsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, Installatlon and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSIlfPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineilw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821 SEQN: 67434 / SPEC Ply: 1 Job Number: N362326 Cusl: R 8975 JRef:1X3L89750043 T18 / FROM: RAA Qty: 22 , A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53071 Truss Label: EJ7 / YK 03/10/2021 6"3 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.50 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7' 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): -0.016 D HORZ(TL): 0.021 D Creep Factor: 2.0 Max TC CSI: 0.794 Max BC CSI: 0.537 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 C 21'10"3 M rh M 18'8"12 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 327 /- /- /224 /164 /210 D 129 /- /- /70 /- /- 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# t��iov,,proPr�r��P ®1k 0AH'�k°°a w $� No, 86357 ST ATE OF40 r`�� Ilk S 0®r�p00 /0 �, 41, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **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) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached rigid 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 JoiNetails, 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 ANSIITPI- 1, or for handling, shipping,. installation. and bracin of trusses:* A seal on this drawin or cover pa a 675o Forum Drive listing this drawingg indicates acceptance of professional engineering responsibilittyv solely for the design shown. The suitabilil9y and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.ora Orlando FL, 32821 SEQN: 67443 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T22 ! FROM: RAA Qty: 3 , A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53259 Truss Label: EJ72 i / YK 03/10/2021 6"3 t Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 2' } 7 7' Wind Criteria Wind Sid: 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 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #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 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 Ve r: 20.02.00A.1020.20 C 21' 10"3 M TX) CM M r O V 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 395 /- /- /297 /219 /231 D 127 /- /- /67 A A C 169 /- A /90 /199 /- 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# soil" QAHWAJ� tjdd No, 86367 ® a e a STATE OF mc�q a V'I, X�°00 ZORID ta° <,�� e_ N+AA e� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "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, handling9 shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building — Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 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 bracin4of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing -indicates acceptance of professional enccLLrneering responsibilittyv solely -for the design shown. The suitability and use of this - drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Aloine: aloineitw.com: TPI, toinst.ora: SBCA: sbcindustrv.cnm: ICC: iccsafe_nra• AWC• awC_om Orlando FL, 32821 SEQN: 674441 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T4 / FROM: HMT Qty: 1 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52900 Truss Label: CJ5A I / YK 03/10/2021 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 " 1113X8(E3) D 4X4(E3) 5" 3' 1 T4 I 5" T 4-3"4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.41 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Lt Slider: 2x4 SP #3; block length = 2.000' Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 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)/l 0(0) Plate Type(s): WAVE 21'0"2 �r io N 18'8"12 Defl/CSI Criteria ♦ Maximum Reactions (lbs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL 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 V e r: 20. 02. 00A.1020. 20 A 161 /- /- /95 /60 /114 D 80 /- /- /44 /- /- 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# 91eAr ►� rA►vv�ii� a p a iNo, 86367 C. gy @� STATE OFOR e� °ems S`®po�g@ b �Addldd1816b FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building quire Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly 4qid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, e. AppTy plates to each face off 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. ivision of ITW Buildin Components Group Inc. shall not. be res .onsible for any deviation from this drawing, any, failure to build the lformance with ANSI/ PI 1, or for handling, shipping,. mstallapion.and bracinnn of trusses. A seal on this drawing or cover page drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This any structure is the responsibility of the Building Designer per ANSI/TFF1 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67445 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JR&AX3L89750043 T26 / FROM: RAA Qty: 8 7A51320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52806 Truss Label: CJ5 KID / WHK 03/10/2021 C 1 } 4'11"4 4'11"4 20'11"14 v T 90 (V (V 18'8"12 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL B 252 /- /- /180 /128 1152 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.006 D C 121 /- /- /67 /143 /- Des Ld: 37.00 XP: C Kzt: NA E HORZ(TL): 0.007 D - - D 91 /- /- !49 /- /- Building Code: NCBCLL: 10.00 Mean Height: 20.07 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: .psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.624 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.258 C. Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 D Brg Width = 1.5 Min Req = - Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearing B is a rigid surface. Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE 1VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. t`,,�111111411/fir �� e n• ®�l ��P�Pd No.8636aVN a STATE ®�F�74��/ d��dfd f Y A 6- d14Gd1l1190l1D6�� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **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)% attached structural sheathing and bottom chord shall have a properly attached rigqid 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 otruss 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 ANSI 1, or for handling, shipping,. installapon.and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilify and use of this drawing for any sfructure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC- iccsafe_om- AWC awc nrn Orlando FL, 32821 SEQN: 67446 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRei1X3L89750043 T30 / FROM: RAA Qty: 1 , A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53446 Truss Label: CJ52 / YK 03/10/2021 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 m 00 N (V B � 18'8"12 A D 4X4(B1) 1— 2' 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 Udefl U# 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 VIEW Ver: 20.02.00A.1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 325 /- A /259 /186 /173 C 109 /- A /53 /131 /- D 90 /- /- /47/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# t,,lri,i 11491111p���� 144 a1� seaa a ®�• / �s w e a No.85367 Q, �Z STATE QE ®� S 0a-0 b AD FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **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 an c7 SBCA) r safety practices prior to performing these functions. Installers' shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propgr attached structural sheathing and bottom chord shall have a properly attachetl rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on -the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be res onsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installafion and bracing of trusses. A seal on this drawing, or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitabilify and use of This drawing for any structure is the responsibility of the Building Designer perANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67447 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T27 / FROM: RAA City: 8 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.52977 Truss Label: CJ3 I �JB / WHK 03/10/2021 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 12 C 2' 11 "4 1 ale 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.65 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T Defl/CSI Criteria PP Deflection in loc L/d6fl 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 EW Ver: 20.02.00A.1 20'1 "14 ao 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# ��`,tq��r�trrotp�n ® eby®®ow®r(f ®A 6 � P b fro, 86367 STATE OFF 0R10� ANAL. �dd(�ddldi�o FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricating handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Went Safety Information, by TPI and'SBCA) fo'r safety practices poor to performing these functions. Installers,shall provide temporary per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or B10 icab4e. Apply plates to each face of truss and position as shown above and on the Jom QDetails, unless noted otherwise. ffefer to ' Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the conformance with ANSI 1, or for handling, shipping,. installation and bracinclof trusses. A seal on this drawing, or cover page us drawing indicates acceptance of professional enpprneenng responsibility solely -for the design shown. The suitability and use of this I for any structure is the responsibility of the Building'Designer per ANSI/TPI 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 674481 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T13 J FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53368 Truss Label: CJ3A / YK 03/10/2021 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 " 6"3 4X4(B1) 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 F---- B 211 "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): 20' 1 "14 co ($,18'8"12 Defl/CSI Criteria PP Deflection in ]cc 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 /76 B 74 A /- /42 /88 /- C 54 /- /- /30/- 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# CEN,�cr���`'��' No. 86367 STATE OF w ONAL JoilimilitO FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attachetl rigid ceilin 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 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 truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive - listing this drawing. indicates acceptance of professional ancq]sneering responsibilit(y� solely for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/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: 674491 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T31 / FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53369 Truss Label: CJ32 / YK 03/10/2021 T Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " i 21 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.44 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc, from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. —'7/\`tlU I 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): Ca] Defl/CSI Criteria PP Deflection in ]cc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(TL): 0.003 D Creep Factor: 2.0 Max TC CSI: 0.781 Max BC CSI: 0.129 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 T20'1 "14 60 00 r- - N 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 268 /- /- /233 /165 /118 C 44 A /- /27 /61 !- D 51 /- /- /27 A 1- 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# H WA f� rPf°sB 99 'YIENSt11 Noa, 86357 a b STATE OF ®®c� NA1. �. FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "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, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r saety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appllcab�e. App�y 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,, instal lation.and bracin of trusses. A seal on this drawin or cover pace 6750 Forum Drive listing this drawing- indicates acceptance of professional enclineering responsibilitty� solely -Tor the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com: TPI: toinsl.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 67450 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T28 / FROM: RAA Qty: 10 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53274 Truss Label: CA / YK 03/10/2021 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 1 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"x3.0", min. toe -nails at bottom chord. 12 5 C �- 11 "4 --� 1, 11 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): T T' co o T 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: 0.168 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 /90 /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# 011il9tilflipfel Ak�i�pp� Na, 86367 STATE Q A FL REG# 278, Yoonbwak Kim, FL PE #86367 03/10/2021 "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 properPY 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 drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this,drawm or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enptneering responsibilitty�r solely -for the design shown. The suitabilify 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: 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:1X3L89750043 T1 / FROM: RAA Qty.. 1 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53384 Truss Label: HJ6E / YK 03110/2021 12 C 2.83 10'97 T_1� r— N CV CO B N 5"14 A 8'8" D 2X4(A1) VY 8'2"5 8'2"5 Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in Ioc Uiefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA B 250 /- /- /- /127 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 D D 115 /- /- /32 /- /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.031 D C 273 /- /- /- /211 /- Mean Height: 0.00 ft Wind reactions based on MWFRS NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.865 B Brg Width = 11.3 Min Req = 1.5 BCDL: 5.0 psf D Brg Width = 1.5 Min Req = - Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.594 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: No Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 5-9-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes �kollc)�H Ak Provide (3) 0.131 "x3.0", min. toe -nails at top chord. (� + p ®e e e r Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. No, 8636 STATE qq TC ®�®'�� OR1CVV�o NA� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached n id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI'sections B3, B7 or 810 as applicaRe. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not.be res .onsible for any -deviation from this drawing, any failure to build the truss m conformance with ANSI 1, or for handling, shipping,. installation and bracin4of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enQmeenng responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67468 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T43 / FROM: MR S Qly: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53524 Truss Label: HJ3 �AK / YK 03/10/2021 2.83 0 C T 9'8°4 N B - f� c— - 3T' A 8'8" E D 4'2" 3 � rGrr a� a .J 4'2"3 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: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.41 to 54 plf at 0.00 TC: From 2 plf at 0.00 to 2 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. 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): Defl/CSI Criteria PP Deflection in loc Udell L/# 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 (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E 142 /- /- /- /86 /- D 69 /- /- /- /6 /- C 36 A /- /- /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# ,, jjIIItIIItpffP6 goof, ro lb IENSp : a r 6f r e p a, SiATE OF 0 OR1COO�. i�jj%469i1I8S1A� FL REG# 278, Yoonhwak Kim, AFL PE #86367 03/10/2021 "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)% attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicabgle. Apply Oates to each face. off truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingp�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,. installatson,and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili(tvv solely -for the design shown. The suitability and use Nis 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67452 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3L89750043 T19 / FROM: RAA Qty: 5 7A51320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 069.21.1140.53088 Truss Label: HJ7 i / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 57'8 5'7"8 9'10 4'2"9 u 21'10"2 12 3.54 4X4 C 6 90 M Cl) B A 18'8"12 G F E 4X4(B1) 1112X4 = 5X5 �— 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 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Refer to General Notes for additional information Provide (3) 16d common 0.162"x3.5", toe -nails at TC. Provide (3) 16d common 0.162"x3.5", toe -nails at BC. 65"12 1 65"12 18'11"15 3'6"3 10"2 9'10" Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.044 G 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.082 G 999 240 B 324 /- /- /- /205 /- Snow Duration: NA HORZ(LL): 0.008 C - E 363 /- /- /- /142 /- HORZ(TL): 0.014 C D 211 /- /- /- /206 A Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS FBC 7th Ed. 2020 Res. Max TC CSI: 0.512 B Brg Width = 10.6 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.699 E Brg Width = 1.5 Min Req = - Rep Fac: No Max Web CSI: 0.268 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. FT/RT:20(0)/10(0) Bearing B requires a seat plate. Plate Type(s): Members not listed have forces less than 375# WAVE VIEW Ver: 20.02.00A.10.20.20 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 ���aaa��9nrrr,q N0. 86367 •+1 p m Ir� a STATE OF doe4r� V Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 458 - 737 ��4�se`Sla�iAl.. � �ioaiildwolitit°4 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)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 ' drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIrI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering 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 ANSUTPI 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 Gable Stud Reinforcement Detail ASCE 7-10: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Fir, 1pn mni, \Jinrl (need 7R, Me,.,.. u-,,. o....a,,.n.. c-_i___I r..___. ..__ - ,.__ _ ..,.. S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace IN(2) 2x6 'L' Brace Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B p S F #1 #2 U f #3 3' 8' 5' 9' 6' 2'' 7' 8' 7' 11' 9' 1'' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 6' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' Q Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' V 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' —� S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d r Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, ill 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ S P F #1 / #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' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U I_ I P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' QJ O f l Standard 4' 2' 6' 1' 6' S' 8' 1' 8' 8' 10' 5' 10, 10' 12, 8' 13' 7' 14' 0' 14' 0' \ #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 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' S' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Q1 D P L Stud 4' 4' 6' 5' 6' 10' 6' 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' B' 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' Uj U I I P Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' O I l Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 1 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' D F L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14, 0' able Truss I Diagonal brace option, vertical length may be T doubled when diagonal 18• X - -brace-is used.- -Connect �el - I diagonal brace for 600# •L• J— at each end. Max web Brace I q1 WAI�f��P�� total length Is 14'. I �P 2x6 DF-L #2 or better dingonnl T_ Vertical length shown brace, single Q In table above. or double cut 8' AE 6 M37 45' (as shown) at L 1 upper end. g onj 1 Connect din,�yts®Bearing onnl nt _4,+ �yICn L midpoint of vertical web. Refer to chart abo 2r r1n xwVARNMww READ AND FDUMV ALL NDTES Ia THIS mAVINGI kv, 0 'C', 0���(� wwDIPMTAMTww FURNISH T= DRAVING M ALL CQITRACTMS INCLUDING THE INSTALLERS. O %� ^+'� C jp �,..- Trusses requlre extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and 0 `. 0 9 0 .04 @ 0 D fall.. the latest edition of BCSI (Building Component Safety Informatlon, by TPI and SBCA) for safety C Lv1'{� �• practices prior to performing these functions. Installers shall provide temporary bracing per BCSL rre�' jt r w Y Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord P Y j M H v shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or E10, as applicable. Apply plates to each face of truss and position as shown above antl 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 eom this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation B bracing of trusses. A seal on this drawing or cover page Usti g this drawing, Indicates acceptance of professional 11514\ Eanh\ City% Expressway engineering responsWity solely for the design shown The suitability and use of this drawing 11 Suite%242 for any structure Is the responsmll:ty of the Building Designer per ANSI/TPI I Sec.. \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sl.lc s /� 1L78 Yoonhwak Kim, FL PE #86367 ALPINE www.alpineitw.comi TPIi www.tpinst.orgi SBCAi www.sbcindustry.orgi ICO www Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hem -Fir #1 / #2 Standard #2 Stud #3 Stud1 #3 liStQndardl Dou (as Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group Fit Hem -Fir #1 & Btr #1 Dou ins Fir -Larch Southern Plnewww r #1 #1 #2 #2 1x4 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 grades, Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, Attach 'L' braces with 10d (0.128'x3.0' min) nails )K For Q) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. ))VI(For C2) 'L' braces, space nails at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing rust be a minimum of 80Y of web member length. Gable Vertical Plate Sizes Vertical Len th No Splice Less than 4' 0' 2X3 Greater than 4' 0', but Less than Il' 6' 3X4 Greater than 11' 6' 4X4 _ + Refer tocommon truss design for II s peak, splice, ice, and heel plates. w Refer to the Building Designer for conditions not addressed by this detail. I. REF ASCE7-10-GAM6015 DATE 10/01/14 DRWG A16015ENC101014 X. TOT, LD, 60 PSF SPACING 24,0' Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or: 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 n- 19n mr.k 1JLn4 Cn _4 t4, rn.,..., u„:..— ­­11 . S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace x (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 p [' �I #1 #2 0. U r #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' 6' 14' 0' 14' 0' 0 Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 1 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' —� 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, ill 11' 8' 14' 0' 14' 0' d P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' IT 9' 14' 0' 14' 0' 14' 0' U H 9' 9' 1' 10' 5' 10' 10' 13' 9' 14' 0' 14' V 14' 0' QJ 0 I� Standard 4' 2' 6' V 6' S' 8' 1' 8' B' 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' ill 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' F 10' 7' ill 0' 13' I1' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, ill 13' 4' 1 14' 0' 14' 0' 14' 0' W 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' S' 8' 6' 0' 7' 6' 8' 0' 10, 2' 10, 10' ill 10' 12' 7' 14' 0' 14' 0' 0 S #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 _ P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' II' 6' 12, 0' 14' 0' 14, 0' 14' 0' 14' 0' LD U L I P 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 I Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' ill 10, 3' ill 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' 0_1.--i #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' V Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' ill 6' 12' 0' 13' 7' 14' 0' 14' 0' 1 140' Aboutj� able Truss Diagonal brace option - vertical length may be doubled when diagonal 18' -brace Is used. Connect IL JIMIl diagonal brace for 600# 9/0f at each end. Max web total length Is 14'. 'L' Brace End �1 W '� I ones, Ztyp, (`� O. 2x6 DF-L #2 or `yJl •A� better diagonal r 00 , Vertical length shown ®� braces single aIn table above. or double cut 45' (as shown) at upper end. Connect diagonal on� WVZ __ Bearing ¢ g at LLli (,E midpoint of vertical we Refer to chart abc C$ ma "WARNB431" READ AND F®.LDV ALL MITES 13N THIS DRAVINGI v D11PURTANT-m FURNISH THIS DRAVM TO ALL CONTRACTORS INCLUDING THE INSTALLER& seTrusses � • S io 0��� require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and 0 ®q follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety ® l? [1 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing bottom A I P YYY and chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs r/® tt�+ &PINE shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division 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 handing, shipping, AN ITW COMPANY Installation & bracing of trusses. A seal on this drawing or cover page Usti g this drawing, Indicates acceptance of professional 11514\ Earth\ City\ Expressway engineering responsibility solely for the design sham The suitability and use of this drawing \ 1 Suite\ 242 for any structure Is the responsibility of the Bulldog Designer per ANSI/TPI I Sect. \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sdci/"178 ALPINE, wwv.atpineltw.comi TPI, www.tpinstorgi SBCAb www.sbcindustry.orgi ILO — Yoonhwak Kim FLPE#8636 Bracing Group Species and Grades: Group Al S ruce-Pine-Fir Hen -Fir #1 / #2 Stnndnrd #2 1 Stud #3 1 Stud 1 #3 IStandard Do", u (as Fir -Larch Southern Plnewww #3 #3 Stud Stud Stand nrd Standard Group BI Hen -Fir, #1 & Btr #1 Douglas Fir -Larch Southern Plnewww al #1 #2 1 1 #2 Ix4 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 75 plf over continuous bearing (5 psf TC Dead Lond). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with IOd (0.128'x3.0' min) nails. ME 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. Gable Vertical Plate Sizes i Vertical Len th No Splice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than IL' 6' 4X4 I+ Refer tocommon truss design for peak, splice, ice, and heel plates. s Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 TOT, LD, 60 PSF SPACING 24.0' Gable Stud Reinforcement Detail ASCE 7-101 160 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 ❑ru ml mnh %ji r4 Snoor4_ qn' m.— uvi-k+ P_+i. ii , r.,,_i--- A r.,...,-..__ n I_ S 2x4 Brace Gable Vertical Spacing Species I Grade No Braces (1) lx4 'LBrace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace wx (1) 2x6 'L' Brace x (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S # 1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' C' 13' 9' 14' 0' U P #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' li' 11' 13' 7' 14' 0' H F Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' I1' 11' 13' 7' 14' 0' Q Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' B' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' #1 3' 10, 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' ill 9' 12' 2' 13, 11' 14' 0' S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 6' 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 #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10' 1' 10, 6' 13' 3' 13, 9' 14' 0' 14' 0' -P - S P F #3 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 9' 11' 10' 4' 13' l' 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' Q.1 0 I� Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' 11' 10' 4' 11, 10' 1 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' l' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13, 3' 14' 0' 14' 0' QJ D F L Stud 4' 1' 5' 11' 6' 4' 7' 11' 1 8' 5' 10' D. 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10' 2' 11' 0' ill 9' 14' 0' 14' 0' #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P F #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' LD U L_ I F Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O f 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' 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' ri D F L Stud 4' 6' G' 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' l' 8' 7' 10' 11' 11' 5' 12' 8' 13' 7' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used, Connect diagonal brace for 690# at each end. Max web total length Is 14'. Vertical length shown In table above, Connect diagonal at AN ITW CO \ \ 514%Earth\ City\ Expressway \ \ Suite\ 242 \ 1 Earth\ City,\ MO\ 63045 2x6 DF-L #2 or better diagonal brae) single or double cut (as shown) at upper end, A .`ut T 18'+ruce L I T 18, L 1 10t `r' Refer to chart abode —WARNING1v READ AND FOLLOW ALL NQTES ON THIS BRAW240 0' "IMPORTANT.. FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDM THE INSTALLERS 01 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (Bullding Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions, Installers shall provide temporary bracing per, BCSI. Unless noted otherwise, top chord shoU have properly attached structural sheathing and botton choi shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of web! shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 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, 'nstallntion 6 bracing of trusses. A seal oru this d-nwl g or cover page Listing this drawing, Indicates acceptance of professional engineering responsMity solely for the design shown. The sdtnbdlty and use of this drawing for any structure Is the respons8b0.ity of the Budding Designer per ANSI/TPI 1 SecB For more Information see this Job's general notes page and these web �tp$ ALPIND www,alpineitw,coml TPD vw.tpinst,orgl SBCA, www,sbcindustry.orgl ICG nw.{ a 1).T0 WA, -A , 'PP,, w S' ®� �gb�e e 44,10NA� �N,k Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Standard Dou las Flr-Larch Southern Plnexxx #3 #3 Stud Stud Standnrd Standard Group BI Hero -Fir #1 & Btr #1 Dou ins Fir -Larch Southern Plnewwx #1 #1 #2 #2 Ix4 Braces shot( be SRB (Stress -Rated Board). xwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values maybe used with these nodes, 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) nails. AE For (1) 'L' brace, space nails at 2' o,c, In 18' end zones and 4' o,c. between zones. iK)KFor (2) 'L' braces+ space malls 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 +'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-GAB16030 DATE 10/01/14 DRWG A16030ENC101014 No S lice Less than 4' 0' 2X4 Greater than 4' 0', but 04 Less AX, TOT, LD, 60 PSF MAX, SPACING 24,0' Gable Stud Reinf orcement 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 Orl 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12, 0' 13' 9' 14' 0' U S[ P r #3 3' 6' 5' S' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' H F Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' Q Stnndnrd 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' F Stud 3' 7' 4' 10' S' 2' 6' S' 6' 11' B' 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 r #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13, 9' 14' 0' 14' 0' _ S P r #3 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' U u F Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' 0) O �l Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' ill 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 T 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' Q1 D F L Stud 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 100' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' S' 7' 7' 0' 7' 6' 9' 5' 10, 2' 11' 0' 11' 9' 14' 0' 14' 0' -Q� #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' C5 S P F #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' _ 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' U H F Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 4' 5' 6' 6' 6' 11' 8' 8' 9' 3' 10, ill 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' 1V 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' D F 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' 0' Diagonal brace options vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 690# at each end. Max web total length Is 14'. 2x6 DF-L #2 or I better diagonal Vertical length shown i brace: single In table above. or double cut 45' (as shown) at upper end. Connect diagonal at midoolnt of vertical AN ITW CO 11 514% Eanh\ City\ Expressway \ \ Suite\ 242 \ \ Eanh\ City,\ MO\ 63045 NY (A 'L' Brace En / 14N W` Refer to chart abdTse ■aVARN1NG1a READ AND FCLLOV ALL NOTES ON THIS DRAVINGI 01 —BfWTANTww FURNISH THIS DRAVING 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 BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall hove bracing Installed per BCSI sections B3, B7 or 830, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Bullding Components Group Inc. shall not be responsible for any deviation fr< this drawing, any fol(ure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, nstallatlon 6 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility solely for the design shown. The sultabllty and use of this drawing Par any structure Is the responsbllty of the Building Designer per ANSI/TPI 1 Sec2. For more Information see this Job's general notes page and these web IC s ry.orgi %R ALPINE. www.nlpheitw.comi TPIi www.tpinst.orgi SBCAi www.sbcindust. ww.J Bracing Group Species and Grades; Group AI Sp ruce-Pine-Fir Hem-Flr #1 / #2 ISt.rid.rd 1 #2 1 Stud #3 1 Stud 1 #3 Istandard Dou las Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Stnndnrd Group BI Hen -Fir #1 & Btr #1 Do, u Ins Fir -Larch Southern Plnewww #1 #1 #2 #2 Ix4 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. Attach 'L' braces with IOd (0.128'x3.0' min) nails. )K For (1) 'L' brace, space nails at 2' o.c, In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' braces, space nulls at 3' o.c. In 18' end zones and 6' o.c, between zones, 'L' bracing must be a minimum of 80% _of web _ member length. Gable Vertical Plate Sizes + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. Vertical Len0 th No S lice Less than 4' Greater than 4' 0', but 4X4 Less than 12' 0' X. TOT. LD, 60 PSF X, SPACING 24,0' REF ASCE7-16-GAB16030 DATE 01/26/2018 DRWG A16030ENC160118 X. TOT. LD, 60 PSF X, SPACING 24,0' REF ASCE7-16-GAB16030 DATE 01/26/2018 DRWG A16030ENC160118 'T' Reinforcing Member Gable Truss Gable Detai( For Let -in Verticals Truss Plate Sizes pproprlate Alpine gable detall for e sizes for vertical studs. Engineered truss design for peak, Ib, and heel plates. vertical plates overlap, use a bte that covers, the total area of lapped plates to span the web, ei 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nallsi 10d Common (0.148'x 3,',min) Nails at 4' o,c, plus (4) nails in the top and bottom chords. Toenalled Nails, 10d Common (0.148'x3',min) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detall 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 Detall Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A18015ENC100118, A20015ENC100118, A20015ENDIOOI A11530ENC100118, A12030ENC100118, A14030ENCI M WVC90 A18030ENC100118 A20030ENC100118,A20030 ENO1 AS O 3 1�Q S11515ENC100118, S12015ENC100118,S14015EN 0118,6 S18015ENC100118, S20015ENC100118, S20015E*1001la S 0 15P 1 8 S11530ENC100118, S12030ENC100118, S140300C100108, S 7 so „0 S18030ENC100118, S20030ENC100118, S2003ftlJ118, S20030PED100118 V a g a vO See appropriate Alpine gable detail for maxlmSm unr�lnforced-6ertical lgng h:� ro @ q ATE OF K WARNINGiv READ AND FOLLOW ALL NOTES ON THIS DRAWING � vDTMTANT" FIRMSH 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 SECA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor ep,141NE shall have a properly attached rigid telling. Locations shown for permanent lateral restrait of webs shall have bracing Installed per BCSI sectionsB3, B7 or 210, as applicable, Apply plates to each face of truss and position as shown above andon 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 frc this drawing, any failure to, build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation g bracing of trusses. \ \ 5141 Earth\ Cil \ Expressway As eat reon this drawing or cover page Usti g this drawing, indicates acceptance of professlonal Y P Y engireng sponslblilty solely for the design shown. The suitability and use of this drawling \ \ Suite\ 242 for any structure Is the responsibility of the Budding Designer per ANSI/TPI 1 S-2- \\ Earth\ City,\ Mot 63045 For more Information see this Job's general notes page and these web sl l i ALPINE, w-alptneltw.comi TPIr www.tpinst,orgl SECA, www.sbcindustry.orgi ICO wwwf f L7r "®C OR1D s" Id11d�Od1AA 4 Yoonhwak Kim, FL PE #86367 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable 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. Mr. 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' ri MAX, TOT. LD, 60 PSF DUR, FAC, ANY MAX. SPACING 24,0' REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 VALLEY FRAMING & BRACING DETAIL R ac tax 01 Lumber Size and Grade Minumum Requirements 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. (TYp) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (w•) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails GENERAL NOTES (NOT REQUIRED IF SLEEPERS ARE USED) 13. Collar beam to rafter 4 16d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. NOTE: 16d (0.162"x3.s") COMMON NAILS _2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge Purlins should overlap sheathing one truss spacing minimum, o(crifple with 10d 10.128"x3.0") nails at 6" o.c. "r, or scab must be 90 % of cripple length. Cripp "V In cases that this is impractical, overlap sheathing a minimum as over 10'-0' long requre two CLR's or both faces w/ or scab. Use stress of 6", and nail upwards through sheathing into purlin with a graded lumber & box or common nails. minimum of 8-8d (0.131"x2.5") common wire nails. ;Narrow edge of cripple can face ridge or rafter, --Effects-of not providing.sheathing below a valley set _ as long as the proper number of nails are -- - must be evaluated by the building designer. installed Into ridge board — — — - This drawing applies to valleys with the following conditions: -Install blocking under rafter if sleepers are not used. Spans (distance between heels) 40'-0" or less -Install blocking under cripples If cripples fall between -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 lower truss top chords and lateral bracing Is not used. -Apply all nailing in accordance to current NDS require Nails are common wire nails unless noted otherwise -Or A Maximum of ASCE 7.10, 180 mph, Enclosed, Exp D, Kzt=1.0 ��•N••••�• (A) I (B)") "VARr1DOM WEAD AHm ra.LW ALL HnM a nnaS DRAVM �TZ • TWTM FUIM I THIS WAVa(s TD Au CIl(tRACTURS I(ClUWG tHc ntsTAurltra"� .� Trusses requre extrme core h fcbricnthg, MMlltp, Instaluurr�hg • y e TC LL 20 30 40 54 REF VALLEY FRAMING DATE 10/01/14 shipping, and brachp Refelrw�arh� fo<m. to faro•! edition of aCSI (awarhg C.Vonent Safety rr almtlon,'by TPI and SBCA) fcr=- tl• — C ` TC DL 10 20 7 7 practices prlar to performing these functions, Installers shall provide tenpamrY bradno peG 1CSL unless nated otherwise, tap chord shalt have property attached stn,ct—t sheathing and baS On chonei shall have a attached rW ceUnp. Locations for • _ STATE OF I i BC DL 0 0 0 0 DRWG VACNVIS01015 TTTTTT r� Q ���� property shown pernanent lateral restraint.,pF shoo have bracing Installed per B= sectlans 33, In ar a1o, as apple. Apply plates to wally f of inns and position above and an the Joint Detoss, Wess noted otherwise. �� e Q S -�.� �i (r� ��� BC LL 0 0 0 0 -Z f— s Refer to draw4ps 16eA-Z for standard plate OA �• R `_ �`iv e•�• AN 1TWODMPANY Alpine a division of ITV Bultding Components r•'aup Inc shalt not be responsible for nary devktor` this drawing, any failure to build the truss h eonfornance .Ith AnSI/TK 1, or for in eNpplrq Installation `� ••�•e• ` ``h. 'aili••' �� d ss�ONAL TOT. LD.30 50 47 61 _t `tbracing mv ; or �;' pag.listing; this drawing, hdoate= acceptance of prafe==�al solely Ior the slum 7}hr ° far eny`°0�" ` "`w`e i` y,�ldtig ne�q""�4v6°p'nh'AtsvTP�I 1 ti� ��''� t� DUR. FAC. 1.25/1.15 13369 Lakelmnt hive City, M063016 ^sP°n�ibtrh' yr� �°cseeEarth •W�„LPM,ltonjTFwA�,-,"f�g to SPACING SEE ABOVE