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Home My WebLink AboutEngineering PacakageBuilder: ENGINEERING PACKAGE ).R.HORTON / BREVARD Project: FA5/320 CREEKS IDE Model/Building: 4EHJH Lot Alt: 01 H Lot:1 64 Block: Address: JobNumber: N362326 .............................................................. Revision Date: Universal Unit. �� I New Load #: F�-LA1 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPNE� Mardh 1.3,2019 armNmkBRrir Mt. Bob. Michaelis. Carpenter. C66tractofs of Am6dd&, -Inc, 4900 Avenue G, Northwest Nhter HaVen, 5L 33880-6201 Re: Alternative installatioria-for a single ply carried tm9s with a Width less than the hanger width, .and wood. blocking to -achieve full design load vafue,fdrfti*ce'rMotinted.'banger-a 6hm' tta entbn a*otyd ply supporting girder (Reference detail WA3702). 'OeqrBob, Fota sihg16 ply carried tfusswith- A width less than the hanger width you can install a prefabricated jack scab truss. 6-for wQocl'flller blpcking, The chord sizes, chordgrades, and -Aloiryt.-connecior plat6(s) to tie'the sEirile as the single. ply carried truss: The pr6f4biidatbd jack §ddb truss (*Y- Will haV& q minimum jen,gthpf 48' andlwill .have a.minimum pitch of 5712. The single. ply carried truss shall have reaction Of 3,5009 or'less. Attach prefabricatedJack..'scabjr.uss with'two (2)rows of 0.1 28'x3.06 GUn Nails at 2" per MW-stagget&d I" (See Figiar6 I b6loW). Pl6ase-referto-the Simpsqn -Strong..-Tie Catalog C-0 2019;.page 216., Pigurjp:3'fqr more information, Fora s[Rgib- ply.gIfdeethat requirds WOodbl6ckitYg W adhle.v6-full design load Value for-face-mQunted hangers -Affac4 one wood. block tot' he back face of the. single -ply girder with the same size and gr6dd.-d§ the bottom. c6rd ..pf tine single ply gird4t..'Tha�wood block (666th lo be such that -the wood blocking..qxtends to each. adjqdent*pa6el 'points (webs acid bott6m!ch6fd intersections). Attach wood block (I -with rows of &A2 " x3.W Gun Nails at 67 O.C. per row, staggered 3. O"'applied to the 6759 ForumDrive Suite 365 Orlando, �L 32821 www.a[pinei w.com A ALPINE A"aw.coW4m single ply girder face, With additional (2.'Q) 0.AZWIX369" Gun Nails at,each'panel*-pojnt appiled toft wood. block face (See Figure 7 bWb.W.'Please refer to the Simpson Strohg-Tie Catalog C-C-2019, page 215, Fig.dee"I for M"Or'&. inforination. Figure-2 The appl.ibation of-.pf6f6bdcated jack scab tftiss f6r wood filler blocking or wood blocking to, achieve full. design load value for face=mounted hangem must be approved by fhe- hardware manufacturer: All edge and end distances,_ andbpating for all nail connections must be suOlOent to lJreV6nt:.S*pIittfng of 'wood.. If I can be -of any h0her assistance or if you have any questiQnsi please give me a cal . 1. sw.4 H. _A� No: 108r3i Willibrh H. Kriqk-P.E.. Chief Engineer Alr;kpp an ITW Conipany Engineering D poartmerit NAL Orlando, "FL 6750'Fofom- DN6 Sdfte:306; -Oilafido, FL 32821 (863) 422-8685 ww—WalpineUxprh 14MM-1 ALPINE MaWCDWMv April 26,,2019 Mr. Bob Michaelis Cqrpenter Contract6rs. of.Amerijea, Inc. 39oD Avenue G; NorfhWqqt Wjhtet H6v&n, FL 33880-6201 Dear Bob, Rd- Strongback bridging 06 ibbftrusses. I -understqnd there is some corid&n over oOr'recdmiriendffi6hs f6t str6ngback bridging on roof trusses. -Strongback bridging for roof trusses is nQt.a requirement o.f,ANSI-TPI 2014 nor is it a requirement ofthe BUildihg Corrip6hdrit Safety Information- (BbS(j But strongback bridging ofy roof trusses is' recommended by Carpehtef Cohtractdrt 6f.'America. Stf6hgb4dk bfidglitig -seN6S the following two func8dn.sv One,, O(jO§ing aligns the bottom -chords after they are. set -so they are uniform along the ceiling Rife and helps. -With ceiling swi0abli-16y Two; 'bridging reduces relative deflection of adjacent trusses. Stpppglback-. briclgir�g'.does- dot-prevent-pt reduce:-ovetalf indiVidual deflection, especlaily any. roof-trusses- fhe.ja 1_ inch: .$trongbgqlr bridging In roof trusses &5s hot serve as.ternpbrary..br pdrmah6h't' bracing .and is not -intended to distribute. or share design loads -between f(dssEp. Consequently, no design I . oads have -been accounted for With this detWI.and dontiriubUs-!§trohgback'bHdgihg should not be.attached betwdeh bbftuilon and.girder trusses-. The use -of strx)ngback: brildging, -shall not 'interfere with other, design n.. .. . e wit cbrisid6rati6ns as soecifieclb�y- t4o Engineer Of Record or the Building Designer. The dijtL-r ends oflM stropigback. brlcl�lng.shall be--attAched. to a wall -or another -secure end restraint, t, or as specified' by thd Engineer of Redotd br.tkie Building .Designer. -Strongback Wging'shalt be a- minimum -of 2x6 nominal lUrribOr otiented Wth the depth vertical. Attach with M. 1�6cl :common calls (0.162"x3.5p) nails at each intersecfinj 'meimber. When extending the 'strondback bridging overlap. by at aminimum :of two 'trusses. The liocati6n of. the. strongback. 6niq4ing maybe specified by *the Truss MahufiWUreFr,. EngMe& bT Record, or Building Designer. ''Please refer'lo BCS1 'Stro'ngb.adkjhg'Prpv1sions" or to Alpine, 9TR8MI3RI Q14 detail for more. information. The graphic ft*h (Figure_ 1) is f6r gerioric illustrative pjjrpose'o'nly. 6750 Fbrurn Diiva.Sulte 305; Orkindo, FL.32821- (800) 521-8790-(863) 4�2-8685 wmW;A1pir3eitw.coM, A&I.: ALPINE rx V v U L_ I 'A.-L L I .. J Figure.l. 'If 1 can bd of any further assis.tarIbe'or'ifypu haw any questions, please give me a -call. 'Sinc rely.,- NO-70861 4k Willlam.H. Knck Chief'S ngj.oppr Alpine an ItWCornpany Engine!e'n'n'gDe*'pa'* ftdfit Orlando,. FL $021 6760 Forum Drive Suite 30B, Orlarido, *FL 32821 (BQO) 521-9790 - (893).422-8685 WwW. a 1PI riditworn STRQNG•BACK BRIDGING' R.ECOMMENDATI❑NS ►All scab -on blocks shall be a minimum 2x4 OTT .$tRONGBACK 'stress grgde'd •lumberr' BRIDGING TOGETHER ►'All, strongback bridging .and bracing •shall• 'be• a minlinurl 2x6 'stress. graded Auriber.' 4• ►T.he •purpose of strongbacle bridging Is -to- develop* ATTACH SCAB WITH' 10d •BOX/GUN , develop load sharing betweQn: inellvidual trusses,: 4. -41 bib (O1EB,'x3A'I HAILS IN' 2 ROWS At resulting In 'an 'overall Increase In the SCAB SHOW stlness of the floor s stem: -2x6 NOTEr 'IN LIEU'OF SPLICING qS 61'am PPy LAP`STRO GBACK-BRIDGING MEMBERS strbri ongback dging; .posltlohed•ds•..sliowh' In iOR-AT L AST ONE TRUSS SPACING de�talls, Is recommended a•:t 10' 4' •ox. (max.) STRONGBACK BRIDGINGSPLICE DETAIL NOTEI Details 1 and 2 'are 'the pref'errecf attachmeht methods ►Thg terms 'b'rldgirig' 'ard ''brdclhg', are• sometimes ATTACH STAONGBACIC 10 mistakenly used' Interchangeably. ''Erasing' I's •an WED W/'(3) 10d -COMMON Important -structural requireKent•• of Any floor -(0.1481X3')- , MAILS'OR (4) IOd.EOV' OR v' or roof s.Kstem. Re.Per to• ;Elie Truss D'e$Igh 28rx30') NAILS 'Dr4wing (TDD) .fdrr -the: bracing .requlr•'ements •for each• IridiVidupl truss component. Rrldging',.' particu(arly''strongb.4►Kk bridging'' •k;-:a• recommehda-tion• for h truss system to help control VlbratloIiI Tri addle o►r• tq aiding. In the dls trlbutl.on t5f polrit' loads beti4eeri adja4en t 'truss, strongl3ack brtclging. serves 'to reduce o STRONGBACK BRIDGING 'bounce' or residual Gibratl.6h. 'resulting from SP I Gu ENS: • moving polri't lopds, such as footsteps. :to IV None' ri utred V. iu.2V l rh.:Gt wAr 0 The Performance bf .'all floor systems -are (2) �10d CON .MON,(B148rx349 OR 2Y �, a "� M enhanced by the Ihstallailbl) of 'strongi ack BOX/GUN.(0,128'x3.o.')-NAi..At 2x6 CNINIMU) STRENGBACK+ • bridging and •theftfo a Is' �stron ( recommended TOP -AND •BGTTmi Or Ex RESTRAINEV AT EACH END. R 191 °f m °G g ' g I 9. y SCABcON BLOCK; ATTACH by Alpine. STRONGBAiK,TO BLOCK W/.(3) 10d COMMON (0.148'x3A1) NABS For addl+iandl Infdrmatloii regarding strlirigback OR'(4)lOd HOX/GUN.(0128'MAIN, ' � bridging, refer to BCSI .CBwilding Component Q.. Safety Informatlon). o i o t ATTACH STRONGBALI(+ AI�t111111MINllfh/r) i0 BOFTIM CFflRB STRONGBACK BRIDGING' ATTACHMENT ALT.ERNATIV_E,S '' .+�•'"''"',...,/A..20�� _ =.VNamu..'aGa wm ru3u✓ xL �• CR'nm WAVM : , �. '+y LL. PSF' REF .STRONGBACK mmswrANl�.ruwaprteas 3a+lvnc'+a A°,L CMUPAays I)CLUM+ MC. RMNAMM. r: . mtrkottin, lorelti o+.i�.laatn and 6ro R.rrr.'ia':rs1 + TLy DL• RSF DATE 16101414 ':wl.n•a'ttsr7ia e.,pon.nt s.F orn°tbn Ter °m` Pw.ror ..r.tY N 70 r y pr•nctk+• Prlar �4 Pir1 r1O'!MA. / .:Insi°W U p!n11d.:t tru r.laa..= `i'• IYO. / UI36� : ' °yllinndeN.*4 hvi oii.ky *° d.=w�t�Y rb.. ` del.., awe C 3DL PSF DRWG ST(28RI8ft1014 •Y 1 Il.htnY.. prcQ.rly ttnHMd Yw Lcmtbu•+kn= far prMMltf''latrnlrer{r ! hl . d �� IC hAv. 1vWV sow wo M �1b. J t- ala u, ppU�ohr d. Willa to:.nch Tact � .: . O °r•truis,oM oo=ro°ewantlr kvt:TktaU,klf°smtw,a.r.bt. = *LL PSF . AtP.r to: WbW-2•./.r•=tend.rd Wit. P�bw NNo.xN..� n �i.�n.r of nv l,+ ,.M; n,t•..w;l : t w :.:�....ul...r :r,y . diYk.b. r:$ �. g"rA F " • . D. PSF NI OW CDAIRINI ttYa" r ri.i y . y.rm re to rv' tM. }.v.= n . I�°N?° a 1, u rp h.prAl a;A.p° q 4�t a. &U- °. tr•..ty =r.trw.c .. . --".d -V* or eo..r .any tht. a."w ,wstQ .mP+.a..or ppr.•.+ '. GrQ ••��O FAC.. 1:00 13)T3 Rk:iwn Om. .notr.r r ao'.� Y tic t bdm'•afo.� 7M dfWN7l urd wa a tY6 daN�o J' ,�`�! 9hha 100 Id' .ry tr n..Pra+�ub q' 7utd:p D.spwr P^' ANOAPI 1'SarE' rl�- , .909200H.IYbts,M097aq 'rar nvr intbh'm:•W. ,I.b'+ c. 1 nca. p.pptt vA 1h.....E .N.n , S RACING. MarjluA Nsm .nu TNr .o. t>a SO +°p,d:a wrw Ict....ls..r.er� ngNgNlh�m a It • 0 'SHORINS ED.-t-TAX R.E., 06E -we" ir -9A.-TER -AL V 500; ME. -.TV- ft Acw-PR. F.4 081.Tnwt;�Sl. SHOA-ING 0. L. Irm MAIMUAL.. 'MAXIMUR -p PAM 2-'TAUSS S..., a =10 ORR F PLOEIS MD.: -buildive Or At 0 X. , .7 Efar 6s t1par!t, , , . -13E fill, pon TO. 13 K.�'"!HlsTfilpG�'Dfl-�.&A I y0r. 3 Auk. 12E 4r CA E=i KOO - W-1 L ntf-%•-.-. ,4L 4 a Y 0 xaw 15-V VTOTQ211-13d3N 9MMQ y[/TO/01 3.Lya NIddMI N3EW3W d321 ,aveim , , a'a+s t I.WiSITY •'+d ++wM•R WeIY�S '��° N11R' P•dn/P N /e .m pY• p11�A+ •YL v.oyr P.y 4 w 1•Yol•tl+Jg+tl ♦� uugtlnaa >;+F•aW 'e4+•+P •IyF eM+•tl +O•d . 'dyddMs �eyiH+ Jo/ J= , Jd SeY u■ 41S, o Yea WJ/ ugi•�NP /iY•�e/ .1y�.Yod..�la ++91�•y: �Yt• JnoJe ,w,Y_awo M�vaiuoy+Keieoat ANYANCOA U NY sn�i)yimrr°na°a°s wl w°aioN a,'rd aTMw,�a r m�Q/iY av .l,�nr nA�od+ 11ron-aQ 6UP'OdS TON #0999 #5609 #0829 #S915 +e$ 9xZ p.ao�o ao qaM #9vttb Wop #OySE #09yE yxz p.+oNo ao qaM. #SZLS #SZZS #OOS•b #966t, .2b 9x Z PuoLio uo qaM #SERE #SOSE #StiOE #SL6Z {,xZ p AoU3 .lo qaM #SbLV #962# #969E #SES6 ,9E 9xz pjoU2 ao qaM #OTZE #OE6z #OESZ #OLN? yxZ p.aog3 uo qaM #SLSE #SITE #9982 #OEZZ ,0E 9x2 p.aoyo .ao qaA #55SZ #STER 4096T #016[ yxZ p.a04o +ao qaM #0293 #SyZZ #SBST #S9K .trZ 9xZ p.4040 .ao qaM #SbLT #S6yT #SSOT #SL6 yx2 paoy3 -�o qaM #STbT #S6zT #SSO[ #SL5 Yet yxz Alup qaM #068 #0E1 #SE9 #OZ9 ,ZT lrxZ : 'Club qaM dAS 1-dC[ dH o-ddS -1 azlg I ,.aacgwapl - ao Aod Irolxd aagwaW wnwixrow pa as roq s Moil a a - aagwa aov 9xZ pa laB6ro}S Moo ajf%n - 4acl= yxg d q- uoa j = 0 1s11roN <ulw `.E x .BZi'0) xoH POT aond N=Er = ,aaBBroq.s + O + O + o + O O + o + o + o + tooldb� = ,spnol ul-all. ,Cuo q..aoddns q.Ou Row p.aouD ua>{o.aH 'nano aq told mpamuo� a4q. my}ffM Dul a an�7o suolq gas qaM .io p.Ioyo paBvwop jo$ pasn aq q.vu /Caw IJWgap .alvda.a c14t -sa011ds laund-plu }.v a}old loq �auuo7 uano.ag .ao j pasn aq A -ow ilvq.ap ,alvd— 5141 '.+OS9T ap-B NSW puvgi n �6 .uaB vinn�a owuad�wnw Xvwlvaap s144 u41M asn•.loj p q 1 P q•�I I 41 lagwaw aplr gooa oq ul (ulw �,Ex,Bg>;'0) s11vu unB act xoq p% oulsn I(vN 'pajaDBvq.s sm" ,D.o A q.v sMo.l <E) as a4q. oulsn s.Aagwaw gxa oq•ul 11vN 'pa,aaDBoq.s sMo.a tv'o ,y q o SMOJ (9) O A} Bulsn suagwaw bx2 oq-ul "ON -lauod uaslo.aq a4q. u144IM aq q.snw (S) 41-Dual ,lagwaw gooS (H) + C 1)�Z> - (s)4q.Dual ,eagwaw apls wnwl. 'a=4 .aid gvos auo Iddy -.aagwaw paBvwop sv sapadds puv 'ap,AB �azlS awes rs+agwaw apls 9xZ OM;. .lo yxz oML = (S) <g) va/v paoowvp jo apls 4ava uo'anungslp Bulllvu wnwlulK = ('1) uol}gas paBvwop jo 4q Bual xaw ,BT 'va.an paDvwoQ = (H) Ilv+ap sl4?. g41M Aldwoa q.ou op q n4q 5,Alvda,4 An jQ,+ ua,an}ov jnuvw ssmA:} a4} }ovq.uoD 'panto In a av ssn.+q. aad srlva ag oMq. uv4q. a,low ou puv lauvd p.4ogD aa� >{oa.aq aun uvua. aaow alb 's.aagwaw uarlodq 9x2 .w yxg 4q.IM sassnuq. Ald alBDuls .ao j IUD pllan sl UOISap sI41 .lagwaw qaM Jo d a a gads Dmmv.ap slut poo-1 3o uol}-o.anQ ao.+ pasva.aoui aq stow sao.aad AaclWaH p 104� uasjouq 4q.IM ssn.aq. v .aoj SAID a s Ijl /0 = uoll.v.anQ pno-i ljn�-aC[ jj-oda�-.4ao{w@N ua>10ja Jo pa>p� o.A� TWID. a TMfgp� UNDER VALLEY fRA-MiNG VALLL,F-Y RAFrER-OR MOOS 'P r.t "oh IoWlut�thWj fp" -thd'V-4I8ysDr'fiIQQPQM yd'jjpjfi,e,.dj . •frSairE so that vrippra focatioris are w;rXjnV.M-fI: §Grw'Iyqtwaqj M".. ' Iyffticfl-4'p ftkulgamoriVost 4 4W'td&40IW' 41Aito&nMis mitir' &two-w sleepeTs. 4161it'664UR S. 4'l6dtvr4-.AzIIs sleapgr Jk.trlm •& 'Bjdga:bobrdCu-T.00f aldek A led toc-iliius X.R)FiA[Mit. -R7idj.,bd,2;r)I IOAAW 444d.tOP,011As S. 'Fulum, to (TyR)- 3. .0' T'-ft"r to., 6 ib'd kfois* io. -f ...•*4'�HppI'(-. - .1-1, Tqwao uro.bJa- -3a. -CrT0pWf6-ji�kIfn'. USEDI .13. .'QIfSrbLAhvt0jrSfW 4 I6Ttot-n2ItS. t"Alt-§ :jd'-Vj L hilhufter, km — net us... P1.4'.5b 40-54 RUP 'VAL W,:-*.04 'TC M, JU ZO 7 7 DATE: 10/ I MI. ': t * I . - t .0 0 0 DRW'G -9TAY OF QV BC- -LL 0 .0 a, 0 50 47 61 �01E 'FAC, Simpson Sti ong Tie'tl Wood Construction Connectors SIMOSON In N F�- lb These products are avallable with additional conx)slcn protection. Fbr more Informatlon, see p. 15. Codes: See p. 12 for Code Reference Key ChM. Jens J. Allowan AJ Ga Code �.N eclesileader7' 'Ids. eide�. Tau Bet., o :ff -A Is `Fl4o� Sn'Dvv*. Roof- 26/ 16 2 (14)0.14SX3 710 1.425 1,`•55.1555. IUS2.56!16 Min. j (16) 0.148 x 3 = 70 I.W511.605 1,80's 1.55s 1.z55 lMax. 21,i x 16 MIU2.56/16 pi. 15?4. 21h - (24) 0.162 x 3% (2) 0.148 x 1 In 230 2,970 3.370:3.480 U314 - ✓ 129/1-1 101,� 2 - 1.9-45 2:T05-�zi=5- 5, - 1.675,1.89512.045 H U316 HUC316 2M.1 14% 21h - !20) 0.162 x 31h (8) 0.146 x 1 1h 1,515 9 __, `3.6 2,975 3,360 10 2,565 2,895 3,11D IBC, _1_� k3,455,3,92014,045 S_4 -.480 FL. LA MIU2 56/20 Zy1fl L'-14 21h :�965-%,695 3.110 21A x 20 i- --29A.1 19% 21A (24) 0.162 x 31/z (2) 0.148 x 11/1 230 0�0 4 03014,0604.060 3,4651 ILI, 0 4 zw* :- R281'b 2%x9% to 26 2%"widle joists use the same hangers as 21ff Wide Joists and have the same loads, 14W 9 0 'Ustl 0 2,245 -4 12. 25 Aq 1.79 . 686 V� 1 3 x 11 N 3% 1 11 A Ui (20) 0.162 x 31.,i (2) 0.148 x 1 11z I -, __, 35 - 3,135 2,475 69C �2,695! 2,695 FL. HU212-2 I HUC212-2 3% 10-'6 21`z Max. (22) 0.162 x 31/-. (10) 0.148 x 3 1.795 3,275 3,695,3.970 2,820 3,180 3,425 LA `124) 0_10 3Q*75 2, U H.0 air' !3!q 12 46Q Z-890: 10 5 t 1T M* 301:$ 755JA-�. 40 2 D - jjm '31101 FL I ;.4 1 ;4 :ilpv V .5 7�26 IBC. -A 4 a :8:0a�: um PL Sir 45 20 15, 2 E6 i 31/A X 5 "A if 5% 3 (14) 0.1620A (6) 0.162 x 311 1.320 2.755 3,155 3.405 2.395 2.715 12,930 HGUS46 3 5A 4346 4 (20) 0.162 x 31/z (8) 0.162 x 31,S 2,155 4,36014,085 5,230 3,750 14,200 4.500 0 5 '3 '61 4;� 17.W (221 A ("A0J.IkN, *0§' 5 Ab�§ .47,415 t:t. D-i J$� fjB41.5 6,415 1 IUS3.56/9.5 3%1 9'V, 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1.02011 ,160 1,250 210 2,305 2.615 12.820 1.98012,245 2.425 MIL13.56/9 3% B% 21A - (116) 0.162x 31h (2) 0,148 x 1 1h U410 31/w 8% 2 - (14)0.16 x3% (6) 0.148 x 3 970 2.01512,28512,465 1,73511,965 2,120 HUS41D 37% 8% 2 - (8) 0.162 x 31,1 (8) 0162 x 3% 2,990 2.12512.42012,615 1.820 j 2,070 2.240 31K x Th HHUS�110 TU4-10/86IC410 3% 9 3 - (3010,162xilh (10) 0.162x3li 3.565 5,63516.380 6,,145 4,845 5.486 5 54� ,5 _VU _DS Na 13% 21A - (36) 0.162 x 31h (12) 0.162x-,,Ih 3,25 7,460 17.460 17,466 6,416,13.415 6, C 0 410 -S 3 - (12) VV x 2,N'SDS (6) 'Wx 21,2'SDS 2,N. 5 4.500 1 1,500 k San 3.2,1013,:mD HGUS410 4 - (46) 0.1620'it (16) 0.1620% 4,095. 9.100 19,100 9,100 7,82517-825 7,3215 IBC LGU3.63-SD _3% 35/a_ 8 to30 4 - (16) 'Wx 21h"SDS (12) 'Wx 2W sus 5,555 6.7,2016.720 6.720 4,840! I 4.840 4 -W FL, LA 7 MGU3.63-SDS 3% 91/4 to 30 4Yz - (24) x 21h" SDS (16)1/4'x2WSDS 7.260 9,450] 9.450 9,450 6.80516,605 6.805 3,4 Mi 0 1.1;190 1 ,695 2..695 046 Oxi X:3! 4 P _]'2,4�751 2,245. 77 0.1 DWS41 45V4 5"U4q 2.,-2t 2;490 ---(22) (Y.162,03i - 3,425 KUCQ41Z-SW -t14j. Y;".x 2lu SDS 46) li iVNVS 3,.6n, 3 %AD .8,085 IGUZaa-SDS �v 43 �06) Y 'k-.2"' 40 - I'M R �4' Z'/' 6 Afi 17 146 ace iuuumon p. 1 ou. Simpson Strong-Tel.Wood Construction Connectors. Adjustable Truss Hangers ERF This product is preferable to similar connectors because of (a) easier Installation, (b) higher loads, (c) lower installed `? cost, Ora combination of these features. i The THA series have extra long straps that can be field -formed to I give height adjustability and top -flange hanger convenience. THA I hangers can be installed as top -flange or face -mount hangers. I THA4x and THA2x-2 models feature a dense nail pattern in the i straps, which provides more installation options and allows for easy top -flange installation. Material: See table j y Finish: Galvanized. Some products available in ZMAV coating. o See Corrosion Information, pp.13-15. 1 0 Installation: I d c ? _ •Use all specked fasteners; see General Notes. I UThe following installation methods may be used: to • Top -Flange Installation — The straps must be field formed j iover the header — see table for mir.'enum top -flange requirements. l F- Install top and face nails according to the table. Top nails shall 1 not be within 1/a From the edge of the top -Flange members. For the THA29, nails used for joist attachment must be driven at an j d. angle so that they penetrate through the comer of the joist and into the header. For all other top -flange installations, straighten ! tie double -shear nailing tabs and install the nails straight into tha 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. i 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 acaommodai s conditions where the supported member hangs either partially or entirely below the header. i • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the comer of the joist into the header. i • Uplift — Lowest face nails must be filed to achieve uplift loads. i Options: • THA hangers available with the header flanges turned in for W (except THA413) and larger, with no load reduction — orderTHAC hanger. Codes: See p.12 for Code Reference Key Chart 186 )£ tail for THAC422 ?. kr, 21he to, TTHAd2F2 - J THAC422 l the double tabs and install It into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of head4 Double -Shear Double- ? Dome Double -Shear 1 Shear Nailing t g: NaTn ? Side View; Na1Ng Side 4Taw g '. DO not r _ .'-t= (Available on Top Viewbendtab i some modeisl 11/5, typical lye for YHA422-2 and THA426-2 y - ,.. .b •�t on � THA418 Double 4x2— Use lull table value Single 4x2— See "''+..;t . nailertable p�S.. -tp Straighten the double shearnailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss SlMPSON " �THA29 2 face nails (tot to TRA44 Face -Mount (Min.) Installation ,yp[L:ar r ru+da Top Flange Installation 4 top nails (total 5 7 THA/THAC , Adjustable Truss Hangers (cont.) IM These products are available w1h additional cormenn protection. For more information, see p.15. IN 2 U 6 S z z m 2 6 c 6 J SIMPSON• D. nef. Jasfeiiers SP.F/tIF. - - Motel' _ {iri.)°., '•fio � r � he Or ;(in:) � - - — :,�•. J111Pwe�ilg�oiit)s,*< max. Allbwableloatls Cade ,:. H C'::: Elan ge ;No_ `.:. .;. :•:1H' Depth :.._ ;;:t .ar yrn9:Meigbef . , "::;:;';Cart(ed ::'. oa./,..'. 1.JO. i'ffQrir ;11oiv; : wjZd- Rbpf'/.: Up1fN I FIp'or Spo (. 'Wind . Ref. . : (IUl• �n�� Face ;' NlemfieF 96p Lo]�1i5 4 1 ! $17Sli6Dj (160) (lpup (195). -- _•(125/150) +� r x '_Y'i- gs'.1 1• '4.!_ + "'ems-�il,y,.., '� ;. L*'s ,f (a s4 '1 elnsfal�y,�a_ }•r -.s,._ =r { i `a'� � '"'+•x t ?oP`aP 1,# r o '• a .7F .:l' `1% , + �a THA29 18 1% 9+Y'. 5% �--� 4 i t2j 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 - -- 1 30 1.750 - -- --- ?,75p 450 i.530 1.3z0 7,3U r I (6) 0.148 x 3 - - (4) 0.148 x 3 2.610 450 1.985 1 ': , 1 1 �1?b ` _;ta ' — j (4) 0.148 x 3 525 2,610 12,610 , ...- ..„.�..,.:, .13i'e ... %,1 .;'�,-'..,'� =ri<'(4)0:14nx,.. (2jD148x3 0:148irci+Iz S;4(iA i.do9': CEO r190 ]z71t)''.j.1.10. THA218 ( 18 1 % 17% 51h 2 I — (4) 0.14E x 3 (2) 0.148 x 3 (4) 0.148 x 1 z — 1.4611 1.460 1 z60 16C, I (�02 0:152:x3rTs::1;JuD•; .._.:., tie.......,. _u i ,' 995 ,' ;.- .:i »20: =i 51.9 i. 15 r: FL. TY,A222-2 116 31% 223'ie 8 2 — (4) 0.162 x 31h (210.162 x 31z (b) 0.14E z 3 — 1.9r30 1,5125 i,995 — I ??^4 1, ;15 LA THA4' 1` ; 73 A.+ THA4'8 16 3% 17YzI77/aI 2 I — 1(4)0.162x3+h(2)0.162x31h (6)0.148x3 — 1,9691995 1995� — 1AN 1,515 1515 ";LZ` 0. r + ~ _`2:''-4�'=��4j:D•I62�:�3?e1".i:; � 1 �•5... THA426 14 3sh 26 : 7t/s' 2 — 1(4) 0,162 x 31h (4) 0.162 x 31/z (6) 0.162 x 31/2 — 2,435 r 2,435 2,435 — ( 2,095 2,095 2.095 _ ..___ ;TNAd2 -2 1 ''7+h`' h} a 9Yi-1 — : (2,865: 2.865 ,2 8fi5 . FL THA426-2 114 71/< 2631, 9Y. 2 — 1(4) 0.162 x 31h (4) 0.162 x 31h (6) 0.162 x 3Yz — 3,33013,330 3,330 — i 2,865 2.865 2.865 � ,?�i�rf^�'�'P�j1c•, 7✓4 Jh.-34.�FCL Eyl"" �'C;� ��j. 5n �"" ��.R'.��i�)n�C G�h� Ffir4.1��1"3��r� L�'"'2 F!>Cp- y45U THA29 ; 18 1 % 9+14s 51A — ' 91Yhs 1 — (16) 0.14$ x 3 (4) 0.14E x 3 525 2,265 2,265 2.AP 1950 1.W) 8 0 3Se h' 3:44ez is n .` -- :(1�It:ul;3:x:'(4j:p349x3: - ��= n•1'' 4",�a - r 2U1:1• ^:n c .�.• ,5�s.` �lr. _:(. :2;i£t. _ . ,..L,. THA218 j18 15h 17-Ss 51h — 171Ks — (18)0.148x3 (4)0.148z3 855 2,i50 2:i501 2,450 735 _'1U; _105f 21ul" . f-. ,. .. �1. _ _ ^— :: �'', .<"-...�.[...:...•:...,. (,:, :..t .. ;:•t.=.i.•c1-`; :y `_t�:. ..,_.- ,. _ ... : r _. ( TNA222-2 tfi 3Ys 223 s 8 i 1415s t — (22) 0.162 x3!4 (8)0.762x3Yz 1,855 3,310 3."1i0 3.310 1.595"_.S•15 =,845 i 2 5 i5 FL LA IFltia3`•' %7f`5/e1 �3§e.:: Yz,= 13i£;,'v'L •': =`_' n� 4:i1't48;" 3 5i93 1r ' wit 35 i ±5(J 2.G1C1' S0� THA418 16 3N, 171A 7t/e — 1411. — (22) 0.162 x 31/zYz 1.856 3,310 3,3 ill 3,3 ill 1595 11,815 2,8451 234u T122.;16,:3.:'i.,t:71s1ir5 r0.162 2,845 F" r 1 .13a"f.:h ° S G;45 THA426 141 3% 26 7?b — 16Y+s — (30)0.162x3+hYz 1,855 4,415 4,4801 4,480 1,595,3,795 3.855 3,R55ji#iR < 31fz fi85 5=chic l :i_:„ ,,?.. (` ` 1.5 5 d4a5.'4745 9. 4746 FL�;(aojaiB2zj41a' THA426-2 14 71/, 26Y,s 9N — i 18 — (38) 0,162 x 31ri (6) 0.162 x 31z 1,855 5,52015,520 5,520 1,595 4,745 4,745 4.745 1, upua roads nave been increased for earthquake or wind loading with no further Increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top Range refers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the THA29 with 1 +h' min. top flange are based on a single 2x carrying member, all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 42 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 42 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148' x 11'z' 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 tace-mount nailing requirements and the other strap wrapped over the tr:ss,chord a=rduhg to the top -flange naling requirements (see drawmhg on p.186) and achieve full tabulated top-fange installation loads. 6. Refer to Installation instructions regarding fastener installation into carried (Joist) member, Based or. the installation condition, nails will be installed either straight with straighted double -shear naing tabs or slanted. 7. Fasteners: Nall dimensions in the table are fated diameter by length. See pp. 21-22 for fastener information. 0. 197 Simpson Strong-Tie°V/ood Con sbucfion Connectors Face -Mount Joist Hangers �aEFp This product is preferable to similar connectors because '4 of a) easierinstallatfon, b) higher loads, c) lower Installed cost, or combination of these features. The double -shear hanger sexes, ranaino from the liahl-capacity LUS hangers to the highest-capachy tiGUS hangers, feature "v!novati•:e doubie-shear nailing that distributes tit-- load through two points on each Joist nail for grater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAV coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed tlar!ges are not available for HGUS and HHUS • Other sides available; consult your Simpson Strong -Tire representative Codes: See p.12 for Code Reference Key Chart Double -Shear 1 Nailing Top View it Y T. ;Double -Shear Nailing 'Sid View. Do not bend tab I im ' Dome Double -Shear l •�=E :t Nailing Side View i (4vaF.ab;a on I"= some models) r 1• for 2'ts 14 for4rrs� C �= �' LYjy t* B WS28 HHUS210-2 SIMPSON - MUS28 r. �. off= '. ,•,v�'-. OrHUS210 (HUS26 HUS26, and HHUS similar) ewe HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 'o N 193 i 0 d C C O U N y tL d M 194 Simpson Strong -Tie" wood Construction connectors SIMPSON Face -Mount Joist Hangers (cont.) a ID 1� . -. - '� � flitiensions rn�^ , � ,•;Easiepers; `�' - loagc. '.c`; - - -�Mert(bery". <Meriiliiir.: Single 2x Sizes .4:11524.':j:;:: L1)S26_'''•.>=%41i:;:..::P51 5�_`; :'i j 1ff.,.... hire•_ :: y•::;j?ji;:.':Jei0:1'48:x:3.,,.'..:: MUS26 4'ys 18 list 26j 0.148x3 I (6) 0.148x3 HUS26 4% j 16 1% 3 (14)0.162X3'h (6)0.162X3'/s MUS28 6%. 18 1 "s . 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61h 16 1s/e 7 3 (22) 0.162 x 3re (8)0.162x314_ HGUS28 I 13% 12 1% Viva ( 5 (36)0.162x311 (12)0.162X3Yz :ilis2lo::�.::.JNS' .'-'i.atiu6: xn !' .' )a:ayg:'aid3 3:.. Hli$21U.:' '=83e".:. =:18:'.`; 1p"=Y'.'::�`;'"3=, 1$t]) Q.a63!13h.,:'(�0):D;1G2(3'!x' rJiGUS21D.: tB'3is:%::::;1^': t:$ ,i;9ya',(9fi)oi62;kli'k ?;(78j0]G2:ti31/ZS 1. See table below for allowable loads. These products are available w4th additional corrosion protection. For more InformaVion, see p.15, For stainless -steel fasteners, see p. 21. Many of these products are approved for installation r with Stmng-Drives SD Connector screws. �$ See pp. 335-1337 for more information. �lloara _ t3'F:1111bwable: ads' "� - ,�- -, n w. �i'"1ti+i(id- ��.-.��;=. �-t��g)�::--1so�.� iSP.'Ailoyrable:LDdd's, : 31'(i{ira-?fiouC ;SnCmn?_� •.,fioof'`.. md': t1a1, ; i1151;; "'�ii 1.0 �-:,j160 :.SP.F/HF' Ilowable Leads :' :'U ldfti '-Flaoi'; '_Sn6wi `floof � Wfnd ' 1f)0 19.. 25'`i'• 1S0 . cede . :Hef. Single 2x Sizes '•.W524-:�; �'1�3.�'y`.'&'b%E��+« T ;;:I�B'�.: iT.�.�S_. ': +155r°: ;:;'7'�r`.",_:�E2S'�' :.$9(1;..'.-.`:`i;�.2A';''..4�U_:-:_'?195;`'.::.:565 _: :' 6:f5.: ':`770,.' LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1.150 1.475 865 635 725 785 ( 1,000 IBC, FL, MUS26:: •"= ;:ii:3?L` : �:2Q '',) ONE ,.n'# �£Oi:;ia15{;564 1fa .' :1.560°t = P1J1 955 I :•i,090 1',180.,; `1;5F , Lk HU526 1,320 2,735 3,005 "� 2S5 3,23'a 1, ED ED 1. For dimensions and fastener information, see table above. See table footnotes on p, 195 HHUS/HGUS See Hanger Options information on pp.98-39. 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 bad • 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 maylmum 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 bad 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bever cut 0.85 of table load. 0.41 of table load Acute side specay angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) An joist nails installed on the outside angle (non -acute side), LUS/MUS/HUS/HHUS/HGUS These products are avahable with For stairless Many of these products are approved for installation additional corrosion protection. steel fasteners, g, t with Strong-DriveQ SD Connector screws. For more Information, see p.15,. see p, 21. See pp. 335-337 for more information. E ' _ s !! _ htmen's(gtis{aq,); _ ;�asien@rsjfn, ;4)SPAilhwalt(eLp'adsy:;_�7,:,;;".SPi(HF,,'gllowahleLoads' ' "(ViGdel>; keel-: Nelght •_Ga;;"rF : p< -:W.. ;,H ;g„'. :.�: .".''T.a.�- C iti *. (Carried :-1 •• XF;: • • i i Yfaot Stiidw; sli of „per , P..., ulna' Aplift E3obi Snow Raoi'' Wind. Cade Ref, :;_ • i • .>, •: _ : ; 'l�eipb er.:. . b78iiitie"i; = �160) t. QO) {�15):< 1 2 r`).i:1s�f' {t60): 11DD}' {7 5j :. {12S) {160)'. F i Double 2x Sizes ! CUS2g2`="y:,1Zi:%' 1$c.$'fr.'Ja ?3: r�4)6152'X3?i^ '(2)012X:4r yr^`;1j091;070 91a ads: i,005.; a090 .i,370 HHUS26-2 49f6 14 3Yle 5Ye 3 (14) 0.162 x 3'h (6) 0.162 X 31A h 32J : 2,830 3.190 3.415 4,250 11.135 2.435 2,745 .2,93513,655 HGUS26-2 4is 12'33i6 53isr_4 (20)0.162x311 (8)0.162x31h 2,155'4,340 4,850 5,170 5,575j1.8551,3,730 4,170 4.44514.795 1 8;.1;3 :7::;36j'D:(62•x8'J2: {4)O.1:fiEX31h,: L6 ,`2ri9(Y fi:61 ;::2¢K0 •9aD: �.1,130; 1;280 "'-']1,745 MU.VL,: 63 :3:4{g '7'fA; (22�_tI3fi2,K31Ix '(8%�:1R2.i4?Tfi �>S?t�»i:?4 653?} j 5 5980 .1;575,.9,6`0 .4,1'35 '*4;435 'S.i45. LA #i0U ?82 tTi55:,.iZ;j gI6,7Y16 746a 27✓}0I6,415''6;415,.6,,415: WS210-2 57AG -.8 3'h 9(8) 0.162 x 31h (6) 0,162 X3'h 1.449 (1,830 2.075 2,245 2,830 1.24511,575 1.785 1,930 2435 (30) O.ifi2 x 3 h i HHUS210-2 B?re t4 3?i6 87h (10) O.162 x 3!yZ 3,S tt i 5,705 6,435 6,46 6,485 3;335 4.905 5.340 5 t160 5 t9f1 HGL'S210-2 8�is 12 Mist 91Ss 4 (46)0.162x31h (16)0.162X3h 4,095 9.100 9,100 9,100 9,1D0 3,520i74fi0 7,825 7,825 7,825 Triple 2x Sizes 3::4? s;.8 40i .,;' ,3i->4a . ... ..= ,. ?Q a o 5 -t;a ess a;730.:4,170:.'d,4.Q¢. 4:795 IBC, FL.b Y4_i';x3;h "` 12}A 162>)3)h 3% ,.B3h 3_HGUS210-3 14 4''>ys 87h 3 (30)0.162x3% (10)0.162x3h 3,405 5,630 6,375 6,485 6,485 2.930 4,640 5,485 5,575 5,575 854s 12 4% 9Ya 4 (46) 0.162 x 31h 06) 0.162 x 31h 4,095 9,100 9,10D 9,100 9.100 13,52017,825 7.825 .7.825 7.825 •:: lU'fe• l$: k) c10 >r4 j56jQ}� 9'hl2ojUi162i3'li: 9r5jG'4? `':� «51 z 0 'iZB= ' 0 •;736. IBC. FL, j LA : 1. 98: L4i is i2'/9 4' (G6).816Zx3;}' (22)01fi x3'4 a69 1(11 i.0i?3. 10 10 24 ,900'.8i913 5190:.'J3190'.� 8,19a Quadruple 2x Sizes _ a n... ;f�E1}�ltlfi21133�ii 8)A,?�a�:; ;c6',1�i �7i34(i: ,'r�},-',6a.:: �it`l,[!• ,` t��]5�'.1;955' �.3,1734. 3.17.11:..4,dA5 9J95 IBC, FL, HGUS28-4 711, 12 6M6 Ne 4 (36) 0.162 x 3'h (12) 0.162 x 3111 3,235 7,460 7.460 7,460 7,460 12,780 16,415 6,415 6,415 6.415 LA HHUS210-4 M 14 61A 8% 3 (30)O.i62x3Y- (10)0.1620% 3,405 5.630 6,375 6.485 6.48512,930 4,84D 5,485 5,57515,575 FL 1 A`.'(86),01•'&2X3*�Zj(16)U,18ic'/x;>'4Q9A ,1`(S1Q ?JAU`;9,71)II 9'IQ Q;;3;52Q'7:;82$,:7,825.'t825:.7,825 I P162'Kij2 ' x .` Y, a ... QBti ':!£0::7 55 '7,78i1 :^v0: 18C.FL ;NGUS4 4 :.7254i ''1 6}is; i23f 4 �¢$J OS2X3Yz' :i22j p j62;x3 Lr;` 5 69f1,2,: 1g Jt125 1QrT25�:4,9D0. ;8 710; 8;710 .5,710. B f 10. LA U Sizes l :- :3��fi 77 i;09018C, FL � .1:3:�t4 rd .iHUtIS`g6 ? 7�ts ..12.5 � a moo.' ? 4 ,[�bj O Tfi2k3 i.1(g) 016PX31Fr `21S 4D 4�&5I1`. 5 �Zji �r 51 1i8J5 3;7301` 4il 4;445-10§5- j 3:$55: WS48 43A 18 139A; BY, 2 I (00.16201r. (4) 0.162 x 31h 1,060 1,315 1.490 1,610 2.0301 910 1,130 1,280 1,385 1,745 IBC, FLJ HLIS48 6% 14 3% 7 2 (8)0.16201A (6)0.16201,6 1,320 1,580 1,790 1.930 2,415 1135 1.360 1.540 1,660 2,075 LA ! HHUS48 61y 14 35h 7Ye 3 -- (22)0.162x3h (8)O.lfi2x3.h 1,760 4,255 4,81U 5,155 5,980F15i513,67D I 4.135 4.435 5,145 l HGUS4B 631. 12 3% N. 4 (36) 0.162 x 314' (12) 0.162 x 3Yz 3,235 7.460 17,460 7,460 7,460 2.780 6.415 6.415 6.415 16,415 ® :LIJ54,4 :=:fi�1.;--78:j 3$fst �B31�,:''_2` •(B}.Q.'I¢2;X.3u°jj�6)`0:;5zx3�i::YES?��8 ..2b�.'�24.t, 2,-63E�11243 1;5y5: �77�5"],930' 2'�.35' sHF{J5`414`u 836 fa' 5 9°".:?3:T:••{3U)-01�2x$'%i {10);DI.�Zt�?�h ')w i5705 E��35 ') 4:905, 5)5 5 .a 5 5575 jIGU5�41ff.` _ r1?7s '.`]2 .36 •915s`: ':-4.`; ,j .bj 0.j6 iC31.' i6.0162x S'f . > pJ `910d::. ;:fJ.D. i9;)D13, 5,5 8 {4020' J T825 'T,825. 7,Ef25' i,825 IBC. FL HGUS412 103A. ' 12 35A 103N 4 (56) 0.152 x 3 h 1120) 0.162 x 31h 5,695 9.045 9,045 9,045 9.13,451 1,960 7,780 7,786 7.780 7 781) LA 1 1 HGUS414 _ 11 %s 12 3% 12N 4 l56) 0.162 x 3 h (rare) C.162 x 3Yx 5,695 10,125 10,1.•5 2 , � 10,1..5 1 _ 10,125r ',900 � 8,190 8,190 8,190 8.190 t � Double 4x Sizes NG.. T37S7.0';Si6;.:'.X2.`., �ls'- $a''{76):U,1.6@•(C;3T4'.�167OiY627(9"�iA3(!=.'45- , 1f95 g' 95. 3I1B5'2950'.I.7B?A:• 7820' 7820 Z82D .. ._✓.�.a, s, r. , j ..,.. . , flGUS73712 a'1D>(' �2e dye 14°4".' 4- '{56}T11t y{id/1 t20}0182Ji3Tfi:' 8i$ 95 �J, ' 9;24. �y2,9 Oda 1_7,g95' .7995..a:995 HGl]5737F14 : 11 h ,, _12 .;7i41..25hs'- a`_ �s6),Ii.1b2x-3 t''(22)ti 16r G3✓4 ,066; a,¢gf(� go py5D4 og 4 $7D' 9i63D. ;030 9,b9U .9;030 1 r. upsn roads have been increased for eadhouake 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 We loads. For less than minimum heel height, see technical bulletin T-C-REDHr at strongtie.com. 4. Truss chord cross -grain tension may Emil allowable loads in accordance with ANSLffPI 1-2014. Simpson Slung -Ties Connector Seleclor'software includes the evaluation of cross -grain tension In its hanger allowable loads. For additional information, contact Simpson Strong -Tie. b. Loads shown are based on a two-ply 2x prying member minimum for nailed hangers. With Sx carrying members, use 0.162" x 214' nails in the header and 0.152' x 316" in the joist, with no load reduction. Yfith single 2x carrying members, use 0.148' x h 1n nags in the header and 0.148' x 3' in the joist, and reduce the load 10 0.54 of the table •.alus. 6. Fasteners: Nag dimensions In tite table are listed diameter by length, See pp, 21-22 for fastener information. 195 196 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 3r/e". Minimum and maximum nailing options provide solutions for var.4ng heel heights and end conditions. Alternate allowable loads are provided for gaps between the end ofthe truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/s" per ASTNI D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners: see General Notes • Can be installed filling round holes only, or filling round and triangle holes for madmum values • See aftemate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 671h". Sea Hanger Options on pp. 98-99 for allowable loads. • S I tt L ^ HTU i I i Niin heel i height portable HTU26 1. "" V.F truss and carrying member HTU Installation for ee englneenng a er SD m strongue.com Standard Allowable Loads for installation with Strung -Drive°' SD fasteners. (for 1h' maximum gap, I Codes: See p,12 for Code Reference Key Chart � use Aftemate Allowable Loads.) r I Many of these products are approved for installation with Strong -Drive° SD Connector screws, See pp. 335-331 for more information. Standard Allowable Loads (1/8" Maximum Hanaer Gar)) SIIUIPSON Typical HTU26 Minimum Nailing Installation Alternate Installation— HTU28Installed on 2x8 Carrying Member (! TU2 i 0 similar! eiiersAn. t BFI R<A8`owaGle riads': ;:= $P,EIfIF'AI_fowablo ads . TJn::=' :: ,.. :r ::..,_EaFtymg 9c. „Cartibd°_j Gpi(E'aFlou{.;SnpW;:',A.OpLa,:Wifii( yUpiritc:EloOr-HoG1'j.iQllnd:>BeT. Dote ,,.,.:.-:•^::f«=9-•-:';_:�,; j., Membeit=` �4-Me7eber,; �BQj� �(100} -{135j {725�:_:(160r,'(160) �'(700);''{115)":r{]25) (160)' Single 2x Sizes ....,..: _ ;t20)�5(i2it3'%: 1:1°D,148.x }7i flit"' '•'G�c Tug �� -.. n :HTFl2fi(M?k1r:';.:',5�ii:: tT� 5'Jb;'Sr4i(7AIQ:162X1 �OA1rBiSz IbS_94 _w_"r E$D ];335:aL330:c=:::31154::'450'. IBC, HTU28 (Min.) 3Th ) 1 % ; 7Ys 31i (26)0.1620111 (A) D,148 x 11h 1.235 3,820 j 3,895 3,895 : 3,B95 1,060 : Z865 2,920 2,920 2,920 R., HTU28 (Max.) 71ia 1`/s ;711s 1 31' (26)0.162x3;4 {26)D,1480;i 2,020 3.8204.315 4.65S:5,435 1,73513,285 3,710 4005 4,675 LA 11I{1Z1QjMin.) "4' x:t34..' tioda i44 .133q:N ' +Dw5Z=300 ::1,145 :3. �5 _�2 ., j. 8"3225 'fl•A)21QM)axj 9j.: _i a 931�'t,3 I$2)A:t62x" ;H4:08-107 {i315r: a_ — x4G !x5.995. 2$50. d,G45: a a5 » 9^,h _ ,155 Double 2x Sizes jNT41�6.2'�Min:)_;'-,3T%aa 3c:;5r/s ,!4']'20):0,1.62.k3:i2: {l4).Q.r4BIX9,Sh 2;s1.'v;3?:-.. i5fl?`rt9FQ`•, 1,305 • 1,$50 :2,090. 'z;255. ,2;4E5'. tiT1126 2 Max. ; ( ) "5w'z;) 31is She; S1F r 2i1 ` 82k35�. :. 20 9:� B.x3 21 5..'Q $4D •1,8to-2,53Q. -:Z655 iMDft$�010 HTU28-2 (Mini 3T/e Mi. 71fs 311 (26)0.162x3iz (14)0.148x3 1,530 3,820 4310 3,820 75 4,310 4,310 1,315 2.865 i 3,235 16C. HTU28-2 (Max.! Ji102i0'ZtivliOJ` 71ia j 3xs 7}Ss 31h (26) 0.162 x 3'.h (26) 0.14E x 3 3,485 4s55 5.325 Z995 3,285 : 3;71u..�q 1'62:z,3::::{74)0:1A8:3;i �5 "rllsj65 M'¢81r'$f5,..:7510.i3.5}!)}3i61-0 kiTU21027A19>; 8aa::3 s<<:9i5s"4' 'a 132)O.d82.z$vz; `{82rd1-08Y'3 511 P... 79�1 31it ., 7 .'G'$Y ' •3,535 .4;045'• ¢Fca .... _ y=r ...... u . -11 u w jum tut truss) enu ana me carrying memoer. 2. Minimum heel heights readred for U table loads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthcriaks or wind loading with no further increase allowed. Reduce where other loads govern, 4. Wind (160) is a download rating. S. For hanger gaps between'Wiand W, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable loads in accordance with MJSVTPI 1-2014. Simpson Strong Mee Connector Selector' software includes tl ,e evaluation of cross -grain tenon in its hanger allowable loads. For additional information, contact Simpson Strong Tie. 7. Loads shown are based on a minimum two-ply 2x caW.ng member. For single 2x carrying members, use 0,148' x 11.0 nails in t ne header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp, 21 22 for fastener information. Simpson Strong-7710 Wood Construction Connectors SIMPSON Face -Mount Truss Hanger (cont.) Many of these pmducts are approved for Installation with Strong-Ddvee SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member _ ?Mina i`Mna�e=m':�t e'r-„ti::1.•f1�161 :.od -eI''!i.n e: ts.f. AlnZnum �ene9't,: - CNJem':hFbars••:�'eners-� it1-}_�'1��;*`;•_'h(]Qk7OS)p;`+r-'lC8'(nw1 �_L:c'iid0i� 'll "ift Fl, till rH • •Snow' 'R o o) :4rind '(160)•• CodesM mY),' )$ii' 1�-b ' 11,470 ,o(a1ud�5s 5aw�)"ir`f� 160(1A9)5� HTU26 (Min.) I 37A -' (2) 2x1 (10) 0.162x 3k (14) 0,148 x 1 % 925 1,6601{ i,7g0 1.U5 795 1 1,265 1.430 � 1,54.ri (Max.) 514 (2) 2 (10)0.16231k (200.148x1/a 1,240 1,470 ,rr I 0 ' i,540 -13HTU26 ' '10 IBC. _ :liTli2BN1) ;.� . `7/a i., . }2 �.. .� (-U)�P,14 3h : • -ry , r.. , liaafi;c.g1:: - 9t,�..:9_a_:•;ssa5u:.•i;. .._;Y '`• G95 -�2", 60`', {. , c�855,%:: ;?;060, `.: 3,360. FL, LAI HTU2i0{Nfae :. gl<.,.`,:{2�_7x5• �3 .0.14f) ,t fi 2u<; 9 0i7 .3905 2375:1:=c531)(' ,2955:',"3OF�_.:3,360 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the aRemative Installation is 14', 3.4Vind (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) - - - - r W i1= ryjog +:`f- > Czrned it fd> 1 Aeon, 5nhoof ..Wmd' ew f .Cod UpiiH i floor• ,Snout ':Roof. .NfLhd. I e -Ref. iierghf : '':Member r I JNEmbef:-.^• 1p�0 108 > ] 1b0 160 till ; 1. uo (2i ;1.( J: •. .' Single 2x Sizes 26 =3Yi-.'r1.ss: 3We If/;::. 129), i}Tll2&, Alit.••'^`': �9�":'�"s%a: ti5+s �.3?�i:,(20)Lt162Jc31h (i4):!}742XJ'TFe n�475��iJ9Q,';=3.1AOi.'3�t)0;,43Y{lF)`- -- ,`�R=•...•_�,.a:;rr,'.,:,, .....1....._ 'i:Q90, .1�955, 7,955,:'1;955: 1, ( IBC, r rrffTU2,6,( ax.I:,';°•5h.,:'.,1'�,.r,.•�....8.,.r1201f1.6 A4 I��.. ._.__•. ? ei'5's' * !4• 1 2:'s3'fz:' .-.::4(20)'Q"1:F:_:-: . _...... 48%x1Yx„58L:c)t"'%2',.":85 ;-1,,12S,rr�;:�, .:... ..... .50.:7o-, ;4.:2,' fITU28 (Min.) 3 % 159 Ni; 31h 1(2610.162 x 3'/2 (1410.148 x 1 k 1,110 13.770 3.770 13,770 3,770 955 2,825 2,825 2.825 2.625 FL j LA HTU28 (Max.) TV, 1 "A 711. 31h (26) 0.162 x 31/2 (26) 0.148 x 1 k 1,920 13,820 4,315 14.655 5,015 1,695 2,865 3.335 3.490 i 3,765 ; i _ ;' �'-.. _ 'a3a;):9�e :.. .p. r. ,-,..,:::: ._:il' '0'lc . `•7i�si. +2 �i3' U.` `6D(1 3� Ut ,1..,,�_.,.,7 136f1Q;=1:♦)7 ;. 2 ...... ,.. 2,70D> ,2iZ0(]�:2,TU0 I }iTIJ210 (Max j 917a to- l `9Ya ' (32) 0 T$7f, : f3?) {3 4gBxl fh 33 25s f 4 70i 020"k 5 b0 hrr00 2.9Q0.3,39U _ 3,7(y5 '3,7b5 '3',Z15 . Double 2x Sizes ,ffU26L $9fi;1:.3iy's' :5 ° z:;(20JOi62it3'h' .(1A):U.tkdx?+ i51t344..:" i�.f:3;500.w3I1(#' :1;305..i,205''�,205': 2�f15;j2205 ,1fTU2E2"(11� vtt) ` `t'%1?.. ,.34Se 5! 3Yi.;^cRJO 1B2C.'fi• ,^ {20)0.14E x'3.`.; 3 4140 �'cT 3 �gQ }350� 1 C45 2 205. ? 2i265 '2,20f5' :2:205 HTU28-2 (Min.) 3% 13% 714a 3'h `(26) 0.162 x, 31/2 (14) 0.148 x 3 1.490) 3,820 3.980 3.980 1 3,980 1.2.80 2.865 Z985 2,985 12.985 IBC, FL HTU28-2 (Max.) 7% 31N 1731s 31h (26) 0.162 x 3'h (26) 0.148 x 3 3.035 3.820 a 31b 4,655 5 520 2,610 ? 2,855 3,2e"5 1 3.49U 14.14(1 LA •fJlli2lu-2: 41h'. ti ,'�j%s'h 3'Yi-e.� 93i's( 'i3;Y¢+,:.32..t162�19.1fz '�-}.�<p1.A1`.4:i's_'z`� ��'%'1�75'5u;•4�'i5�;;. '':�4� .":5!4:�a�5;'• °.;1�10:; .:3:190.r 31g0";319b.:3,190' HtU210- trltix}:=�'/e 3§Se.'931e;'',_?4,• f30,ifi2'x3'/z- (32)IJ.t4E (9� 3855':>2y�5 ?7_;;SaP;';6df0 ..3,315. '353U=398a ?1.300 ,4,855• 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights,required for tug 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 loads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between W and !a', use the Alternate Allowable Loads. 6. Truss chord cross -gram tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong-Te° Connector Sdedor'software Includes the evaluation of cross -gain tension in its hanger allowable Icads. For addittonal information, contact Sirmpson Strong-Tia. 7, Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.14B' x 1 1h' nags in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift Is 100% of the table load. B. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 2122 for h-stener information. a a- 197 Zd Q a a F Z 0 c 0 v, i w 0 m b Simpson Strong -Tie`-' l•Nocd Construction Connecters . $iMP$o�i 31J Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonryiconcrete wall as described below. Additionally HU hangers v.#Ji one flange concealed may be installed similarly. HU and HUG products are heavy-duty face-mounr Joist hangers made from 14-gauge galvanized steel. • The HUG is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 245e° or greater, at 100% of the table load. Specify HUG, • HU is available with one flange concealed when the W dimension is less than 26Ae at 100% of the table load. Specify as an W version and specify flange to conceal. • For any HU or HUG shown in this catalog, the user may substitute all face nails with'/a" x 1 W Tftene 2 sinews (Model TTN2-251341I)'fOr concrete and !,.'x 2W Trten 2 scr?:vs ;FAodeI-fTN2-25234Fg for C:FCMIJ. Follow all installation instructions and use the loads from the sewn lum` er or EArP s,,&.)ns: Material:14 gauge Finish: Galvanized; ZMA)CO and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Tden 2 screws. T'den screws for GFCMU (Sre" x 27e° — Model TTN2-25234H) and for concrete ('/<° x 1 W — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/rs"-diameter hole to the specified embedment depth plus W'. • Alternatively, drill the I/re-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Overs'¢ed-dameter 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. I • Titen Instalation Tool flits are available. They include a Yis" drill bit and hex -head driver bit (Model TTNT01-RC); aMio" x 4r/z" drill bit is also available (Model MDB18412). • A minimum edge distance of 1 1/2" and minimum end distance of 37/e' is required as shown In Figure 1 for foil uplift load. • 'IJilare 110 uplift loan is r:luirc-1, a rnirlirrnrnl and dislaltia of 1 `2" is m.,mitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 I.L. HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall _W. - ''end�Cisl2oca Figure 2 — HUC410 Installed on Masonry Block End Wall 237 Simpson Strong -Tie''' Wood Construction Connecfor; VTITMTIM HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) M -Riess products are available with additional corrosion protection. For more information. see p. 15. 4< v A Y r-06 'ecopcoed;... . . . . . . . . .... Ju g, iz ~ HU26 7 HU26X (4) IA x 21K (4) 'V4 x 1 (2) 0.148 x 1112 335 1.000 335 1,545 HU24-2 HUG24-2 (4) %x 2Y4 (4)Y4xlY. (2) 0.148 x 3 380 1,000 380 1 1,545 in; '011ASP 'Ai -A P4 %O 0 HU26-3,Min) 111.1026-3tMin.) (fl) 1/4 x 2Y, (8) I/d x I -Y, (4) 0.148 X 3 760 1 2.000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) Y, x 2Y. (12) V, x 1 N (6) 0.148 X 3 1,135 11 3.000 1,135 3.950 HU210 HU21OX (8) Y. x 2Y5 (8)YW-i (4) 0.148 X 11h 545 2.000 760 2,415 U, �!.r VIRI., .1y a ro HU210-3 (Min.) HUC210-3 (Min.) (14) 114 x 2Y4 (14) 1/4 x 1 Ya (6) 0.148 x 3 1.135 1 3,500 1 1.135 4.920 HU210-3(Max.) HUC21M (Max) 0) % x 21/4 (1 lij 1/4 X 11/4 ('0)0.1480 1,800 4.500 1,800 5.085 5,% 7- YHI.121�Xl' 'f 77 7, pw, 0 4 11 HU212-2 (Min.) I IUC212-2 (Min.) (16) !A x 2�4 ;l 6) 1/4 X 1:Y4 (6) 0.148 x 3 1,135 1 4,000 1.135 4,920 HUC2121- (Max.) HU212-2 (Max.) 2 A x 2:K (22) Y (2 2) 1/4 x 1 N (10) 0.148 x 3 1.350 5,085 1,350 5.085 :-A 00 zi HU214 HU214X (12) 91 x 2:Y4 (1?3'/4XlY4 (6)0.1480K, 1.135 2,665 1,135 2,665 .0 H021 4-3 (Min) HUC214-3 (Min.) (18) W x 2 3/4 (18) Ya X 1:144 (8) 0.148 x 3 11.515 1 4.500 1.515 6,0115 HU214-3 (Max.) 11UG214-3 (Max.) (24) 1/4 x 2Y4 (24) 1/4 x 1 3/t (12) 0.148 x 3 2,015 5,085 2,015 5,085 0 :],Ow HU216-2 (Min.1 HUC216-2 IMin.) (20) 1.14 x 2Y4 (2 0) 1/4 x 1 -Y4 (8) 0.148 x 3 1.515 4.920 1 1.515 41920 F.HU216 _?W-) HUC21h-2 (MM) (2 Fj 114 x Z- (26) 1A x I Y, (12)0.148x3 2,015 5,085 2,015 5.085 ........... AM W., :HU t HU7 (Min.) (Hot available) 2) 114 x 2 (12) Ya x 13A (4) 0.148 x 134 545 1 2,980 t 760 2,980 H U7 Max.) (Notavailable) (16) 114 x 2 V. (16) VA x lN (8) 0.148 x IA 1,085 3,485 1.085 3.465 ""PA - - _2)4. Lt, L�( x J HUll (Min.) (Not available) (2 Z) 114 x 2; (22) 1/4 X 1 Y' (6) 0.148 x 111 1,135 3,230 1.135 3,230 Hull (Max.) (Not available) (3 U; 114 x 2 Y14 0) '1A X 1 V4 (10) 0.148 x 1 Ih 1,445 3,735 -4 i 1,445 3.735 .:Hui - "Y'L .01, - 05�,Yw 238 STAGGER JOINT5 - TYP. 3 w� N UPLIFT EAR ANCHOR RAISED HEEL ROOF TRUSSES SEE PLAN lool =1 ima��a� - -i'__:'� EACN TRUSS - SEE B/SKI-4 PLAN l+ NOTES ADD L FRAMING NOT SHOWN FOR CLARITY RA15ED HEEL TRUSS BEARING(A �-� ) 5"MNT9 SKI SOFFIT/FASCIA-OF SEE ARCH,HING SEE ��f�I-SEE AN IPLAN EL ROOF TRUSSES RBBON BOARD-... SEE SCHEDULE FOR SPACNG 4 IBBON BOARD- SEE FASTENING w m TRUSSEESS _HEDULE FOR SPACING 6 _. gSTENING 70 TF3155E5 WALL SHEATHING -SEE PLAN - MIN. 15132' COX PLYWOOD OR l/I( 0' WITH 8d GUN NAILS GYP. CEILING. (013P X 2 V2') a 6' O.C. TO UPLIFT/SHEAR SEE PLAN -MASONRY WALL- SEE PLAN RIBBON BOARDS ANCHOR EACH TRU55• SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD MA50NRY.WAL:.- INTO END GRAIN OF ROOF TRUSS SEE PLMI BOTTOM CHORD RAISED HEEL TRUSS �-� BEARING/ B � 6CALe. WS SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBCN MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 39 (Va6d•128 MPH) 2X4 5P62 24' TO EACH TRUSS,14) EXP. B, NAILS AT JOINTS ENCLOSED Vult:ISO MPH (2)12.1 GUN (0,131' X 31) (Va5d=139 MPH) 2X4 SPF 2 16, TO EACH TRUSS, (4) EXP.. C. __ _ _ _ _ _ _ _ _ _ _ _ NAILS AT JOINTS -. ENCLOSED nre SK.1 Plggyback Detail - ASCE 7-101 180 mph, 30" Mean Hgt, Partially Enclosed, Exp, C, Kzt=1,00 180 mph Wind, 30.00 ft Mean Ngt, ASCE 7-10, Part. Enclosed Bldg, located anywhere In roof, Exp C, Wind DL= 5.0 psF (min), Kzt=1.0. Or 160 mph wind, 30.00 ft Mean Mgt, ASCE 7-10, Part, Enclosed Bldg. Located anywhere In roof, Exp D, wind DL= 5.0 psF (min), Kzt=1.0, Notet Top chords of trusses supporting piggyback cap trusses must be adequately braced by sheathing or purllns. The building Engineer of Record shall provide diagonal bracing or any other suitable anchorage to permanently restrain purllns, and lateral bracing for out of plane loads over gable ends. Maximum truss spacing Is 24' o.c. detail Is not applicable IF cap supports additional loads such as cupola, steeple, chimney or, drag strut leads, wM ReFer to Enaineer's sealed truss deslan drawing for plaavback and base truss specifications. Piggyback cap truss slant nailed to all top chord purlln bracing with (2) 16d box nails (0.135'x3.5') and secure top chord with 2x4 q3 grade scab (1 side only at each end) attached with 2 rows of 10d box nails (0.1281x3') at 4' o,c. 12 Up to 12 I Top Chord Scab (Typical Each End) AN TTWCOMA4NY 13339 L.Mf—1 OA. Earth City, MO 63D96 ++ Flat top chord purllns required at both ends and at a maximum of 24' Intervals unless otherwise noted on base truss design drawing. Attach purlln bracing to the flat top chord using a minimum of (2) 16d box nails (0.135'x3.51), r In addition, provide connection with one of the following methods) Trulox 28PB Wave Ploavback Plate Use 3X8 Trulax plates for 2x4 chord member, and One 28PB wave plgggyback plate to each face 3X10 Trulox plates for 2x6 and larger chord ee gg o.c. Att hh {eeth to piggyback at tlm of members, Attach to each face a 8' o.c, with <4) fabrication. l� tech to sup omi truss whit 0,120'xl.375' nails Into cup bottom chord and (4) (4) 0.120'xi.375' nails per face per pl . In base truss top chord. Trulox plates may be Pig yback plates may be staggered 4� o.c. front staggered 4' o.c. front to back faces. to back faces. APA Rated Gusset 2x4 Vertical Scabs B'x8'x7/16' (min) APA rated sheathing gussets 2x4 SPF 82, full chord depth scabs (each Face). (each face). Attach 8 8' o.c. wlth (8) 6d cnnon Attach 2 8' o.c. with (6) 10d box nails <0.128'x3'). (0,113'x2') nails per gusset, C4) n cap bottom er scab, (3) in cap bat -ton chord and (3) In chord and (4) In base truss top chord. Gussets ease truss top chord. Scabs may be staggered may be staggered 4' o.c, front to back faces. 4' o.c, front to back faces. s DVMTANT>v w THIS RUVVING 1UALLLCKIN RACiUD dWe1GVINM THE INSTALLERS rswW exb— care In fabrkatbm. hwdlh0, sWpptng, bstalting and brash@ Refer to ITV r�p Cmpa—ta Grasp Ina. shaU mat bs nsp—M, Par an de0tatbn f o t4ay6sWd thr twee h -.Pxr . dth ANSIRPI I. ar for h- 9, shbWng, ng a mvsr UUstllrgpn tMv dnsbq, h 11-11" vcceplarice of Prafssabal tlTyi nNysVansiAkY ofrthr Bulldi7gshom slv+sr' MryAtAl/iPI 1 SecE ��'�g . hfotnatlan see this ,Job's general notes page d thess vab sltas- ihelt—on) TPh ses.tphstw•g) SECA, V-5bUndMtny—Q) ICO exe)CCSGFQMrg Flat Top Chard <= 36' SPACING 24,0' REF PIGGYBACK DATE 10/01/14 DRWG PB180101014 Seal bec! P gg; k;ack Retal,l Mbtel.Top chprols ti •. tri,lsses supporting piggyback' tap :tl:tlsges;'MGst .1se aclepuotely. brtiod py;.shG'athing 6r pdrtlrls. .T.he `bul(dinq Ehgiheer of- IzeGArcl, sHA11+ Urncing 'over provide dlagogAl' or;nriy other''sultable n'nihorage to'perpinl7ent(y r..estraln purlln§,, and _lateral bra¢Irlg £or. out of planb loatls '8alite ends. :Refer to .Ehbinebr's sealed truss- desIJ iiropilhg for. plggyback:!arjd base truss •speclFicatlons, MaxtMum truss sP6 3 g. is ,`2'4' d,c; De dll Is: no appllCabte- If-Cq'p., supports' add,tlona( loads such 'ds' cupola;, $teeplg, • chl�rtey, on' drag stru-b loads. >« :2x4,2x6,2x8,2x10 'or 2x1E, :N2: or lt2 ,PT, SPF, .Hem_=FIr~,.. ++ petgll :Yallt�. only .far Bill • overlap -of piggyback chord as shown: Kor . SP' aS needed. A:ttadh '•scdb to ahe :face of thuss:'with 0. '(0,162'45f) :common malts. or 0.12QNS! gun 'nails' +' Gont(nuaas La;terat' Broidne;.(CLB) ns- s eolflect 'on.: the suppporting' truss JV• BGC Vir 2JI_•oz., -1 specified. At. @ 3' .oc throUgFioLit top chord., Plggyb"4ck 'pei? ' drawingg, t'ach' mWing or. at not. ach.,to ea;h supppr.tlh :trusg'wlth -(2) lfsd (0162 x3.5) comMgn nails, ztx n$ ITWBCG A♦ to' -t'op chord, of su.pontlh -.truss Using either the: :'attachrient sl}eciffebt on Afp1ne drgwing (O 1%f ha l's)':•atl pracing :mmterlal - to be suppli, and rittaahed at. bo EM. endsl to a. suitable support py erection• contractor. -or..YtK-.. ggun halls gun'., 8� oc::£or ASSCE •7-16r 160. mph, Ene El'dg, xp.:B &,C;,:30 1H t'CI,B. luMberl. gx4 or 2>S6 #2 or 1t2,PTt SPF, 'R m-Fln; oh• SP. 6 o6 .Qor ASCE lt-'16, 1E0� mt h+ ppart.• Enc 1{tdg,. EXp B, '3Q MB 64'• oci. for ASCE .7-d6•; .180:.mph, Enc, Bldg,, EXp:..C, 0' MH •� "CLB lhay beceplled. to 'tpp edge. of 5uppgr6lnQ tmAsS'•top chord. 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ALPINE Phone_ (800)755-6001 _.a+N"�ttl7Mk hs.: www.alpineitw:com e y s Nq. 7{]8 site, information: Customer, Carpenter Contractors of America Job Number. N362326 Job Description: 7A5/320 ,4EHJH ,01 H ,RL01 /4EHB / 2601 / HAYDEN EXPRESS Address:: Job Eq,4)qpe(jng Criteria; Design Code.: FBC 7th Ed. 2020 Res. inteliiVlEW Version: 20.02.00A JRef#: 1Xa189750091 Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pst): 37.00 Building Type, Closed This package contains general notes pages, 34 truss drawing(s) and 5 detail(s). Item. Drawing hIulier Tres 1 301.21.1437.271.93 Al 3 301,21.1437.27256 A3 5 301.21.1437.27115 A5 7 301.21.1437.27709 A7 9 301.21.1437.28210 A9G 11 301.21.1437.27460 B2G 13 301.21',143728055 Li 15 301.21.1437.27397 EGE 17 301.21.1437.28006 EJ3 19 301.21.1.437.27381 CJ3E 21 301.21.1437.28131 CJ1L 23 301.21.1437.27474 E.17 25' 301.21.1437.27209 CJ5A 27 301,21.1437,27929 CJ52 29 301.21.1437.27835 CJ3A 31 301.21.1437:27787 CJ1 33 301.21.1437.28054 HJ3 35 A16015ENC101014 37 A16030ENC101014 39 1 GBLLET1N0118 ttexri . , 0(awi(tig Nutribe( Truss 2 301.21.1437.27819 A2 4 301.21.1437 27896 A4 6 301.21.1437.27615 A6 8 301.21.1437.27552 A8G 10 30111.1437.27663 B1 12 301.21.1437.27461 MEG 14 301.21.1437.28115 L2G 16 301.21.1437.27147 EJ6E 18 30111.1437,27585 CJ5E 20 301.21.1437.27522 CJ1 E 22 301.21.1437.28179 MG1 24 301.21.1437.27741 EJ72 26 301.21.1437.27163 CJ5 28 301.21.1437.27318 CJ3 30 301.21 A 437,27866 CJ32 32 301.21.1437.27881 HJ6E 34 301.21.1437.27521 HJ7 36 A16015ENC160118 38 A16030ENC160118 Florida Certificate of Product Approval #FL1999 Printed 10/28/2021 2:42:24 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer, The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave,, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.org. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. i BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated, lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CS] = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth'City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 67490 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T6 FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01H ,RL01 / 4EH6 / 2601 / HAYDEN EXPRESS D wNo: 301.21.1437.27193 Truss Label: Al / YK 10/28/2021 m bo 6'3 6'1"4 1 1' "59 18'3"4 21'4"1?, 27'5"7 4 + 6'6'0"11 13 8 6'01.11 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: 22.84 it 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, 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): WAVE 10 29'10" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.259 L 999 360 VERT(CL): 0.481 L 983 240 HORZ(LL): 0.097 K - - HORZ(TL): 0.179 K Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.863 Max Web CSI: 0.392 EW Ver: 20.02.00A.1020.20 ys- r'fji � r . n s � s B� CoaI��Na4 ® �Di4�6ibb3b8�8' 10/29/2021 33'6112 39'8" 6'1"5 6-1"4 N V CO 8" 39 39'" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /861 [785 /303 N 1546 /- /- /861 f785 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1981 - 3037 F - G 1518 - 2011 C - D 1835 - 2773 G - H 1835 - 2773 D - E 1518 - 2011 H - 1 1982 - 3037 E - F 1525 -1892 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2726 -1720 L - K 2369 -1414 M - L 2369 -1433 K - 1 2726 -1702 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 453 - 75 L - F 521 - 323 D - L 555 - 703 L - G 556 - 703 E - L 521 - 323 G - K 453 - 76 "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 SECA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have ropey attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for, permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabgle. Applgy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents 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 bracingof trusses. A seal on this drawing or cover page listing this drawin indicates acceptance of professional enctimeenng responsibilittyy solelyorthe design shown. The suitability and use ofq is drawing for any sfructure is the responsibility of the Building -Designer per ANS11TP1 1 Sec.2. ALPINE M MCO.PAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67491 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T12 / FROM: RAA Qly: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EH8 / 2601 / HAYDEN EXPRESS DnvNo: 301.21.1437.27819 Truss Label: A2 / WHK 10/28/2021 6'14 12'2"9 17' 22'8" 27'5"7 6'1„4 6'1"5 4'9"7 5'8" 4'97 9'10" 9'10" =_5X5 =5X5 E F 39'8" 10, 10' i 19'10" 29'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.58 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 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): Deft/CSI Criteria PP Deflection in loc L/defl L/# 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 EW Ver: 20.02.00A.1020.20 33 f'12 39'8" 6'1"5 6'1114 "8 ' 39 39 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1645 /- /- /867 f786 /284 N 1645 /- /- /867 1786 /- Wind reactions based on MWFRS B Big Width = 8.0 Min Req = 1.5 N Big 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 ,�atg611$$0$d$tfl3jrpJ�tftD - L 494 -708 L - G 494 -708 ft� E - L 590 - 280 G - K 456 - 81 'x r y �0,�p+�«eaeoa�e jE tY t 01 O« s 0 4. 7W F a e e � r �Tf fit tl®fa �r g�• 4��~ COA��iV%��« ,e 10/29/2021 —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 forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to 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 notberesponsible 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 drawin or cover page listing this drawing indicates acceptance of professional engiineering responsibilit�yr solelyor the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSIFr 11 Sec.2. ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL,32821 SEQN: 67492! HIPS Ply: 1 Job Number: N362326 Cust: R8975 JRef:1Xa189750091 T11 / FROM: RAA Qly: 2 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 301.21.1437.27256 Truss Label: A3 / WHK 10/28/2021 7'8"6 15' 19'10" 24'8" 7'8"6 7'3"10 4'10" 4'l0" 9'10" 9'10" ;5X5 Ill2X4 =5X5 D E T3 F 31,111,10 39'8" T310 7'8"6 Ill6X8 oz =8X8 oo 1116X8 10, 19,10" 39'8" 10, 29'10" 9.10.1 8" 39 39'" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph. Pf: NA Ce: NA VERT(LL): 0.278 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.480 E 985 240 B 1692 /- /- /874 /789 /255 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.092 J - - M 1692 /- 1- /874 /789 /- EXP: C Kzt: NA, HORZ(TL): 0.159 J Wind reactions based on MWFRS Des Ld: 37.00 Mean Hei ht: 22.16 ft g Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.757 M Brg Width = 8.0 Min Req = 1.5 P Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.840 Re Fac: Yes Max Web CSI: 0.385 Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft P Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens, Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2277 -3391 E - F 2062 - 2703 C - D 2224 - 3172 F - G 2225 - 3172 Top chord: 2x4 SP #1; T3 2x4 SP #2 N; D - E 2062 -2703 G - H 2277 - 3391 Bot chord: 2x4 SP 2400f-2.0E; 132,133 2x6 SP #2 N; Webs: 2x4 SP #2 N; W1,W4,W7 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom B - L 3045 -1981 K - J 2456 -1533 chord live load in areas with 42"-high x 24"-wide L - K 2456 -1552 J - H 3045 -1963 clearance. Wind Maximum Web Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp. member design. C - L 447 -349 K - F 411 -252 Wind loading based on both gable and hip roof types. L - D 639 -300 F - J 639 - 300 D - K 411 - 252 J - G 447 - 349 '�1tmSiltliiDitrsga rf r E - K 389 -207 !f F F ® s 0 « (f omA, L 10/29/2021 **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 bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANn CCWAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional encLineering responsibili 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/T 11 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 67493 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T10 / FROM: RAA Qly: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 301.21.1437.27896 Truss Label: A4 / WHK 10/28/2021 T4"5 13' 19'10" 26'8" 32'3"11 39'8" 7'4"5 5'7"10 + 6'10" 6'10" I 5'711 7'4"6 :5X5 III2X4 T2 =5F5 D E 39'8" 910" 10' 10, 9'10" 19,10" 29'10" Loading Criteria (psf) Wind Criteria I Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE' 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph i Pf: NA Ce: NA VERT(LL): 0.292 E 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.512 E 925 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.089 J - - Des Ld: 37.00 C Kzt: NA HORZ(TL): 0.156 J Building g Code: NCBCLL: 10.00 Mea ft Mean Height: 21.75 Creep Factor: 2.0 Soffit: 0.00 TCDL: 4.psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.689 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.778 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.748 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; 62,83 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 10/29/2021 9'10" 39'8" 1� ♦ 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 "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 of webs shall have bracingg installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to 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 ANMCDWG truss in conformance with ANSI/TPI 1, or for handling, shipping,, installs ion and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enppsneering responsibili{{�� 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 ANSI/TPI 1 Sec.2. For more information see these web sites:, Alpine: alpineitw.com;_ TPI: tpinst.org; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 67494 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T9 / FROM: RAA Oty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.27115 Truss Label: A5 / WHK 10/28/2021 7'4 16'11"4 228"12 2V8" 323"12 39'8" 7:44 + 37"12� 5'11"4 '{ 5'9"8 5'11"4 '+ 3,7"12+ 7'4"4 T �n 1 6733 =5X5 =5X5 =4X4 5X5 D E F G 14 5 2X4 ar2X4 T C W H (a) (a) r W6 n Pn A B J �18'8"12 =4X6(82) =8X10 B2 =8xa B3 -8X1n-4x6re21 �1'+ 9'10" 9'10" 10, 19,10" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph' Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.33 it NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 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 tA/G\JF Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; 132,133 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; 10, 29' 10" 9.101, " 39'8 39'6 Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.307 L 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.569 L 831 240 B 1546 !- !- /872 /791 /196 HORZ(LL): 0.094 K - - N 1546 /- /- /872 /791 /- HORZ(TL): 0.173 K Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Max TC CSI: 0.890 N Brg Width = 8.0 Min Req = 1.8 Max BC CSI: 0.825 Bearings B & I are a rigid surface. Max Web CSI: 0.314 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. VIEW Ver: 20.02.00A.1020.20 B - C 2614 - 3016 F - G 2270 - 2353 C - D 2542 - 2800 G - H 2542 - 2800 D - E 2271 - 2354 H - 1 2615 - 3016 E - F 2947 - 3107 Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRI3 or better continuous lateral restraint Chords Tens.Comp. Chords Tens. Comp. to be equally spaced. Attach with (2) 8d Box or Gun B - M 2698 -2287 L - K 3032 -2643 nails(0.113"x2.5",min.). Restraint material to be M - L 3030 -2659 supplied and attached at both ends to a suitable K - 1 2698 -2268 support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR Maximum Web Forces Webs Tens.Comp. Per Ply (Ibs) Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab M - D 823 -601 reinforcement to be same size, species, grade, and F - K 956 -817 80% length of web member. Attach with 0.128x3" gun M - E 951 -814 �{g6f41 rtlllfftl(J6JP nails @ 6" oc. itypJgl`r G - K 825 -604 vt@� Wind Wind loads based on MWFRS with additional C&C°�'� member design. o°+ `• °® Wind loading based on both gable and hip roof types. 7.08 _ o. O O ® _ D 0. d ®® �,# r� % COAB 4,,u 0°v 1;1109 10/29/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. AppTy to each face of truss and as shown above and on the Join Details, unless noted otherwise. Refer to plates position drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the truss in ANSI 1, for handling, bracinclof trusses. A this drawing ANI COWAW conformance with or shipping,, lnstalla ion and seal on or cover paWe listing this drawing indicates acceptance of professional engmeenng responsibility solely -for the design shown. The suitability and use of This drawing for is Building -Designer ANS]rr 1 Sec.2. 6750 Forum Drive Suite Fos any structure the responsibility of the per 1 For more information see these web sites:. Alpine: alpineitw.com; TPI: tpinst.org _SBCA: sbcindustry.com;__ICC. iccsafe.org;_ AWC: awc.org Orlando FL, 32821 SEQN: 67495 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xal89750091 T20 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.27615 Truss Label: A6 / WHK 10/28/2021 12'_0 1'10' 7'1"1 10'10" 19'10" 24'8" 30'8" 32'�"5 39'8" r 7,1"1 3'8"15, r° T2" 11" 4'10" 6' '{61,T T411 =5X5 III2X4 12 D =6X6 -5X5 5X5 T 2X4 E F T3 T 5 0 G H of 2X4 C Bl m b In B J s� i, A 1 18'8"12 4X6(B2) = axa = 5X8 _ �xa =axara�i 9'10" 9'10" 10, 19,10" - 39'8" 9'10" 29'8" 10, 39'8" i Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE-7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph, Pf: NA Ce: NA VERT(LL): 0.384 F 999 360 Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.712 F 664 240 B 1546 /- /- /855 1788 /193 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.104 L - - 0 1546 /- /- /859 f791 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.193 L Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 21.30 ft Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.896 0 Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 BCDL: 5.0 sf P MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.836 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 it Rep Fac: Yes Max Web CSI: 0.917 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 2618 - 3005 F - G 3611 - 3760 Lumber C - D 2523 - 2780 G - H 2615 - 2776 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 2200 -2352 H - 1 2614 -2789 Bot chord: 2x4 SP #1; E - F 3612 -3761 I - J 2684 -2992 Webs: 2x4 SP #3; W4 2x4 SP #2 N; Wind Maximum Bot Chord Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C Chords Tens.Comp. Chords Tens. Comp. member design. B - N 2688 -2277 M - L 3452 - 3105 Wind loading based on both gable and hip roof types. 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 txg�'tt�rg�/tir N - E 1923 -1815 G - L 1049 - 864 rxr8p'� `}•, 713 L - H 867 - 679 F - M 561 - �� Yd/tlb0 �q4D ppgqy��'�'�gp�0 r 4 p ' •K 2 all t v n � m 0 Ai 0 i ° d sA : •~� �� t� a•9 OoruuaP`°M �o� e COA��,+, 10/29/2021 **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 BCSL 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 ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawingg indicates acceptance of professional encreering responsibili��r solely -for the design shown. The suitability and use of this Suite For drawing for any sfructure is the responsibility of the Building Designer per ANSIrrP1 1 Sec.2.305 For more information see these web sites:i Alpine: al ineitw.com; TPI: t inst.or ' SBCA: sbcindust .com' ICC: iccsafe.or ' AWC: awc.org Orlando FL, 32821 SEQN: 67496 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T8 / FROM: RAA Qly: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.27709 Truss Label: A7 / WHK 10/28/2021 7'1"2 9' 16'8" 23' 30'8" 32'614 39,8" 7'1"2 1'10'114 7'8" + 6'4" + 7'8" + 1'10'14 7'1"2 e5X5 =4X4 =5X5 =5X5 D E T2 F T3 G 5 12 T P:::!! 2X4 (a) W or2X4 H (a) T M "v B s•3 A W6 n ;Q J T �18'8"12 = 4X6(62) = SX8 = 6X6 = 5X8 = 4X6(B2) 39'8" 9'10" + 10, + 10, 91101, 9'10" 19,10" 29'10" 39'8" Loading Criteria (ps0 Wind Criteria I Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.367 L 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1546 A /- /864 /827 /166 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.681 L 694 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.110 K - - N 1546 A /- /864 /827 P Des Ld: 37.00 EXP: C Kzt: NA HORZ TL 0.203 K ( ) Wind reactions based on MWFRS Building Code: NCBCLL: 00 Mean Height: 20.91 ft CreepFactor: 2.0 B Brg Width = 8.0 Min Req = 1.8 0. Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.898 N Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.869 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Re Fac: Yes p Max Web CSI: 0.320 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; T2,T3 2x4 SP #,1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ..rp91 r �• a • e • 0. Z08 1 a o • a :® S • ®�, COa NA 4` ra+racra 10/29/2021 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 Sot Chord Forces Per Ply (Ibs) Chords 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 - 564 "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 1310, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingComponents Group Inc. shall not be restonsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI 1, or for handling, shipping,, installs Ion and bracingof trusses. A seal on this drawin or cover paga 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibility solelyor the design shown. The suitability and use of this Suite 305 drawingrfor any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67499 / HIPS Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T14 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 301.21.1437.27552 Truss Label: A8G / WHK 10/28/2021 2 Complete Trusses Required 7' 13'5'14 19'T' 26'22 7' 6 5"14 6'4"2 6'4"2 12 =6X6 =4X4 =8X8 =4X4 5 F_- C D T2 E F T3 T io ro T-3/ 39'8" 32""' 39'8" 6'5"14 T =6X6 G 1112X4 =8X8 =3X8 =8X8 1112X4 v 1' 6'10"4 6'5"14 6'5"14 6'5"14 6'5"14 6'10"4 1' 6'1O'A 13'4"2 19'10" I 26'3"14 r 32'9"12 r 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE:7-16 TCDL: 7.00 Speed: 160 mph! BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 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. 1 28"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. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.434 E 999 360 VERT(CL): 0.813 E 581 240 HORZ(LL): 0.071 C - - HORZ(TL): 0.133 C Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.411 Max Web CSI: 0.743 Ver: 20.02.00A.1020.20 y ��" �r�i �a,G��+oswcroua6e a o. 708 1 ®Bt� 0 ° (' COA ON t�o° fi ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 3115 /- /- /- /1614 /- 0 3115 /- /- /- /1614 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 0 Brg Width = 8.0 Min Req = 1.8 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1762 - 3442 E - F 2781 - 5458 C - D 2492 - 4892 F - G 2493 - 4893 D - E 2781 - 5458 G - H 1763 - 3443 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 3147 -1600 L - K 4957 - 2539 N-M 3136 -1600 K-J 3137 -1601 M - L 4956 - 2539 J - H 3148 - 1601 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 1951 - 991 L - F 553 - 267 M - D 488 - 672 F - K 488 - 672 D - L 554 - 267 K - G 1951 - 991 10/29/2021 "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,itop chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or 610, as applicabgle. App y plates to each face of truss and position as shown above and on the JoinQDetails, 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 Build ingComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI ITPI 1, or for handling, shipping,, installation and bracinq of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANS11TP1 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ]CC: iccsafe.org; AWC: awc.org ALPINE ANR COMPANY 6750 Forum Drive Suite 305 Orland( FL, 32821 SEQN: 67500 / SPEC Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T38 / FROM: HMT Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.28210 Truss Label: A9G / WHK 10/28/2021 2 Complete Trusses Required 7'1"4 10'1O"+ 14'8" 19'10"4 24'8" 32'8" 39'8" 7'14 3'8"12 3'10" 5'2"4 + + 4'9"12 8' 7' =5X5 D 5 �2X4 T 12 C =8X8 III E F T3 =8X8 G T4 -6X6 H T o n 4X6(A1) (a) W N BB s-a A J 1�18'8"12 N M 133 L K 0 =8X10 =H1014 =10X10 1112X4 39'8" 1' 10 10, 7'8" 5'1"12 6'10"4 1' 10'' 20' 27'8" 32'9"12 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE�7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.426 F 999 360 Loc R+ / R- / Rh / Rw / U / RL B 2756 /- /- /- /1633 /- BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.789 F 598 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.092 D - - O 3785 /- /- /- /2265 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.170 D Wind reactions based on MWFRS Building Code: NCBCLL: 0.00 Mean Height: 21.30 ft Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.6 Soffit: 0.00 TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.730 O Brg Width = 8.0 Min Req = 2.2 Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.479 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.791 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20 0 /10 0 () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 B - C 1792 -2983 F - G 3944 -6563 C - D 1688 - 2876 G - H 3368 - 5683 Wind Duration: 1.60 WAVE HS Lumber Wind Top chord: 2x4 SP #2 N; T3,T4 2x6 SP SS; Wind loads and reactions based on MWFRS. D - E 1476 -2504 H - 1 2532 -4224 Bot chord: 2x6 SP SS; B3 2x8 SP 2400f-2.OE; Wind loading based on both gable and hip roof types. E - F 3951 -6570 Webs: 2x4 SP #3; W8 2x4 SP #2 N; Bracing Additional Notes (a) 1X4 #3SRB or better continuous lateral restraint WIND LOAD CASE MODIFIED! 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 plf at 32.67 TC: From 55 plf at 32.67 to 55 plf 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 lb Conc. Load at 21.14 BC: 129 lb Conc Load at 22 60 24 60 26 60 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 _y}t$it141 itilAidglJatPT�7g N - E 2091 - 3404 L - H 2117 -1255 ki,., E - M 1625 - 973 o 's Q° 0.7.08 1' ® 9 a a o a ®� � a�° BC: 127 lb Conc. Load at 28.60,30.60 COA Aj ff1V tALg,+t BC: 491 lb Conc. Load at 32.64 10/29/2021 "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 ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appllcal5 e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI/TPI 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 For drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2.305 For morb 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: 67475 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T2 / FROM: RAA Qly: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DnvNo: 301.21.1437.27663 Truss Label: B1 / WHK 10/2812021 9' + 12'S" 9'1"12 9'1"12 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: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP #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. =_5X8 T2 a5XD5 C 21' 21' 8'4" M V _L � 18'8"12 3'4"8 87 4 12'6"4 20'8"8 3"8 FW 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): 0.036 G 999 360 Loc R+ / R- / Rh / Rw / U / RL B 850 /- /- /475 /536 /137 Lu: NA Cs: NA VERT(CL): 0.066 G 999 240 Snow Duration: NA HORZ(LL): -0.015 H - - F 778 /- /- /396 /486 /- HORZ(TL): 0.026 E Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.822 F Brg Width = - Min Req = - TPI Std: 2014 Max BC CSI: 0.757 Bearing B is a rigid surface. Rep Fac: Yes Max Web CSI: 0.949 Bearing B requires a seat plate. FT/RT: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. VIEW Ver: 20.02.00A.1020.20 B-C 1163 -1274 D-E 1136 -1241 WAVE C - D 1178 -1073 10/29/2021 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 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have �roperlY 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 ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build inlg Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANI COMPAW truss in conformance with ANSI PI 1, or for handling, shipping,. Instailation and bracin44 of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional encLmeenng responsibility solely -for the design shown. The suitabilil9y and use of this Suite For drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.305 For mor6 information see these web sites: 'Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com;_ ]CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67478 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xal89750091 T5 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 301.21.1437.27460 Truss Label: B2G / WHK 10/28/2021 7, 14'8" 7, 7'8" _6C6 T2 =6XD6 21' 21' 6'4" 6'10"4 T11"8 5'10"12 1 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. ow Criteria (Pg,Pf in PSF) Defl/CSI Criteria NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# NA Ce: NA VERT(LL): 0.136 H 999 360 NA Cs: NA VERT(CL): 0.253 H 989 240 :)w Duration: NA HORZ(LL): 0.043 E - - HORZ(TL): 0.081 E )ding Code: Creep Factor: 2.0 C 7th Ed. 2020 Res. Max TC CSI: 0.786 1 Std: 2014 Max BC CSI: 0.945 p Fac: No Max Web CSI: 0.696 tRT:20(0)/10(0) to Type(s): VIEW Ver: 20.02.00A.1020.20 Alp xti �gt°� na®s••�f go °��'ss m o. 708 I s s s a 0 S RT a ` • COA�•"` 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1605 /- /- /- /997 /- F 1559 /- /- /- /953 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Reg = - 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 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have 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 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 1, or for handling, shipping,, installation and bracin of trusses. A sea! on this drawing or cover page listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Buildings esigner per ANSIR 1 Sec.2. ALPINE AN ITW COWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67479 / HIPM Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T39 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.27461 Truss Label: MEG / WHK 10/28/2021 5'9"8 11'8"15 17'8"6 17'-11"14 5'9"8 5'11"7 T 6111.7 38 fi 12 =5X8 4 F_�7-- C 1 5'11"4 5'11"4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE,7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Rt Bearing Leg: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 5.79 TC: From 27 plf at 5.79 to 27 plf at 17.99 BC: From 20 plf at 0.00 to 20 plf at 5.82 BC: From 10 pif 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 1 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. III2X4 D =4X12 E 1112X4 = bA14 = 3n6 1113X6 17'11"14 5'9"11 11'8"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 L/defl L/# 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 10/29/2021 Ve r: 20.02.00A.1020.20 TT F 1 N94 8 f11"14 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL J 1248 /- /- /- /541 /- F 1537 A A 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 **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 sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. AppTgy Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any. failure to build the ANRWCOMVANY truss in conformance with ANSI 1, or for handling, shipping,. lnstallapon and bracin4of trusses. A seal on this drawln or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engTeering responsibilityy solely -for the design shown. The suitabili y and use of this Suite 305 drawing for any s9ructure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: aloineitw.com: TPI: toinst.oro: SBCA: sbcindustrv.com: ]CC: iccsafe.oro: AWC: awc.orp Orlando FL, 32821 SEQN: 67476 / COMN Ply: 1 Job Number: N362326 Cust; R 8975 JRef:1Xa189750091 T24 / FROM: MRS Qty. 2 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrvvNo: 301.21.1437.28055 Truss Label: Lt / WHK 10/28/2021 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 " 5' 10, 5' 5' 12 =4C4 4 T B D N a E g,6„ F 2X4(A1) 1112X4 = 2X4(A1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 10, 5' 5' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 5' 10, Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.016 F 999 360 VERT(CL): 0.028 F 999 240 HORZ(LL): 0.005 F - - HORZ(TL): 0.009 F Creep Factor: 2.0 Max TC CSI: 0.396 Max BC CSI: 0.306 Max Web CSI: 0.079 VIEW Ver: 20.02.00A.1020.20 a � s v ° ° ,mod• � � m 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 429 /- /- 1273 /206 /79 D 429 /- /- /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 —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 3 require extreme care in fabricating, handlingshipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building rent Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary. per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly tl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, icabge. Apply Oates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to Is 160A-Z for standard plate positions. Refer to jobs 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 ANS11TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa e vs drawing indicates acceptance of professional encLmeering responsibility solely -for the design shown. The suitabiliffy and use of this I for any structure is the responsibility of the Building Designer, per ANSI/TPI 1 Sec.2. ALPINEMMCOM.W 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN:67480! HIPS Ply: 1 Job Number: N362326 Cust:R8975 JRef:1Xa189750091 T36 /I FROM: MRS Qty: 1 ,7A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.28115 Truss Label: L2G / WHK 10/28/2021 3"15 3' 7' 10, 3' 4' 3' 12 4 = 4X4 = 4M 2X4(A1) 10, 2X4 (A T i� 3T'12 318118 1 31"12 610"4 31"12 10, 1 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE'7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.037 G 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.074 G 999 240 B 628 A /- A /276 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.011 G - - E 628 A A A /276 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.020 G Wind reactions based on MWFRS Mean Height: 15.00 ft g NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.337 E 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: 0.502 Bearings B & E are a rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Re Fac: Varies b Ld Case Max Web CSI: 0.070 p y Members not listed have forces less than 375# Loc. from endwall: Any FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 506 -1313 D - E 506 -1313 Lumber C - D 461 -1249 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Special Loads B - H 1226 -466 G - E 1226 -466 ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) H - G 1249 -461 TC: From 55 plf at -1.00 to 55 plf at 3.00 TC: From 27 plf at 3.00 to 27 plf at 7.00 TC: From 55 plf at 7.00 to 55 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 98 lb Conc. Load at 3.03, 6.97 TC: 63 lb Conc. Load at 5.00 BC: 119 lb Conc. Load at 3.03, 6.97 ttctctrissx� �rtiptfgf BC: 50 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS.�ba'+°` Wind loading based on both gable and hip roof types.` o r v 0. f 1ef3 ° a e P .. s 0 $ e iTO pg� Mf�ttiq°Pmp$�O��g �4 CO 10/29/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracn installed per BCSI sections B3, 67 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANMCOMVAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibility 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 ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67477 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRet lXa189750091 T17 / FROM: RAA Qly: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.27397 Truss Label: EGE / WHK 10/28/2021 1'8"1 2 1'1 "8 1'8"12 "12 12 4 1112X4CD B go T T T A Tl r 8'8" EF G 4X4(B1) 1112X4 8 — 17'12 1812 ?112 "8 1'8"12 1'1 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 F Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.000 F Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf , FBC 7th Ed. 2020 Res. Max TC CSI: 0.177 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.061 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. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. �gggNit41 fiitbit3tlaq "ffi v�6' C Ono w°gR o r 01 . 41 O 11 � a Q./ U gt'�Q6_T ,} n S i m m a �t��cat1� 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 131 /- /- /113 /86 /49 B 42 /- /- /24 A /- G 49 /- !- /30 /33 /- Wind reactions based on MWFRS B Brg Width = 1.5 Min Req = 1.5 B Brg Width = 14.5 Min Req = 1.5 G Brg Width = 7.5 Min Req = 1.5 Bearings B, B, & F are a rigid surface. Bearings B, B, & F require a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building 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)Y attached structural sheathing and bottom chord shall have a properly Rid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, fle. AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the lformance with ANSI/TPI 1, or for handling, shipping,, mstallatlon.and bracin4 of trusses. A seal on this drawing or cover page drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabi y and use of this any s ructure is the responsibility of the Building -Designer per ANSI[TPI 1 Sec.2. ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67459 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T7 / FROM: RAA Qty: 7 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DnvNo: 301.21.1437.27147 Truss Label: EJ6E I WHK 10/28/2021 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 " 4X4(B 1) 5'9"8 1 519„8 Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA Speed: 160 mph Pf: NA Ce: NA Enclosure: Closed, Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Kzt: NA " Mean Height: 15.00 It Building Code: TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 C&C Dist a: 3.00 It Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAX/P 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. attached as applic drawing: Alpine, a truss in c *I listing thi drawing i C Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.007 D HORZ(TL): 0.012 D Creep Factor: 2.0 Max TC CSI: 0.805 Max BC CSI: 0.356 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 10'9"11 c� �f• Cn �' N � N 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL B 283 /- !- /210 /119 /117 D 106 /- A /58 /- /- C 141 /- /- /85 /126 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly d ceilin Locations shown for, permanent lateral restraint otYwebs shall have bracln installed per BCSI sections B3, B7 or B10, e. App�y plates to each face of truss and position as shown above and on the Join, Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW.BuildingCompodents Group Ina shall not be responsible for anv deviation from this drawing, any failure to build the any of trusses. A seal on this drawin or cover page or the design shown. The suitability and use of iris ALPINE AN" COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67460/ EJAC Ply: 1 Job Number: N362326 Cust: R8975 JRef:1Xa189750091 T42 / FROM: MRS Qty: 3 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.28006 Truss Label: EJ3 / WHK 10/28/2021 12 4 2X4(A1) �— 1' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 3' 3' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C T Ln co Defl/CSI Criteria PP Deflection in loc L/defl 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 VIEW Ver: 20.02.00A.1020.20 ♦Y• H�i � ,� °°tlda°°®aae4. 'try: •og�\CIE 8 , sod m ®� 0 • S AT COA c 7s�0 All. 10/29/2021 9'8"7 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /149 /85 /67 D 50 /- /- /27 /- /- C 63 /- /- /36 /54 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# —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 ropey attached structural sheathing and bottom chord shall have a properly attached rigpid ceilin Locations shown for,permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracinciof trusses. A seal on this drawtn or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibilitty�r solely -for the design shown. The suitabili y and use of This Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSIlTPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67461 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T37 / FROM: RAA Qly: 2 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.27585 Truss Label: CJ5E / WHK 10/28/2021 12 C 4 10'6"5 M � M B N N I A 6 1 8'8" 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 " 4X4(B1) 1, 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 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 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 ti y i • -•FJ��f 4 � � v p a e e s COA #° it 7a 8i/j NALo 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /191 /108 /102 D 90 /- /- /49 /- /- C 119 A 1- 171 /107 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# "'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinp installed per BCSI sections 83, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMCO-ANr truss in 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 en sneering responsibilittyy solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. For more information see these web sites:, Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ]CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67462 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lXal89750091 T32 / FROM: RAA Qty: 2 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 301.21.1437.27381 Truss Label: CJ3E / WHK 10/28/2021 12 4 C 1, 211 "4 9' 11 "4 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: ll 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): T M Lf) Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.290 Max BC CSI: 0.078 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 10/29/2021 9' 10"5 ti $'$n ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 183 /- /- /147 /82 /66 D 52 /- /- /27 /- /- C 64 /- /- /35 /61 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! ."IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properIr attached structural sheathing and bottom chord shall have a properly attacheU rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingA installed per BCS! sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE 114,64, drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information: Alpine, a division of ITW BuildincLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ANmvcoMCANr truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enVeenng responsibilittyy solely -for the design shown. The suitabllify and use of this Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67463 / JACK Ply: 1 Job Number: N362326 Cusl: R 8975 JRef:1Xa189750091 T33 / FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 301.21.1437.27522 Truss Label: CAE / WHK 10/28/2021 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 611 i 12 4 � 1' ie-1�- 1r Wind Criteria Wind Std: ASCE.7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): A T /4� 9'2"9 o 8'V" 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: 0.186 Max BC CSI: 0.025 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 Pf, �'•r ��`a � «n�t�a•a bap B �. �0(�ItLJ ® q®p i H a o s 6 COA 4 J L 10/29/2021 ♦ 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 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# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, as applical5 e. Apply plates to each face of truss and position as shown above and on the Jomt9Details, unless noted othervvise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the AN" COMVAW truss in conformance with ANSI gPl 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use Nis Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; [CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 0 SEQN: 674641 JACK Ply: 1 Job Number: N362326 Cust: R8975 J Ref: 1 Xal 89750091 T40 / FROM: MRS Qly: 4 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.28131 Truss Label: CJ1L ! WHK 10/28/2021 12 4 F:::� 0 IV 2X4(A1) C T 9' 0"3 7" 11 8181 11'4 11"4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II ' Snow Duration: NA HORZ(LL): 0.000 D - - Des Ld: 37.00 NCBCLL: 10.00 EXP: C Kzt: NA ; Mean Height: 15.00 It HORZ(TL):0.000 C Creep Factor: 2.0 Building Code: TCDL: 4.psf Soffit: 0.00 I BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.198 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.025 Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Yes Max Web CSI: 0.000 Loc. from endwall:jAny FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.GOA.1020.20 Wind Duration: 1.60 WAVE 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. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 141 /- /- /134 /102 /31 D 10 /-1 /- /16 /11 /- C - /-15 /- /29 /27 /- 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# **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 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 B10, as applicable. Apply Oates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the AN wcoMPANV truss in conformance with ANSI/TPI 1, orifor handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This Suite 305 drawing for any sgructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:' Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ]CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67482! MONO Ply: 2 Job Number: N362326 Cust: R8975 JRef:1Xa18975009l T23 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.28179 Truss Label: MG1 ! WHK 10/28/2021 2 Complete Trusses Required 3'2"8 3'2"8 T 3'9"8 1112X4C 12 5 S 4BX4 c� in ih 4X4A(A1) T 1 LJ 1s'e°1z E D 1114X6 1114X8 7' 3'0"12 3'11"4 3'0"12 T Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.70 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 lost 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 pit 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. Additional Notes 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): WAVE Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.021 E 999 360 VERT(CL): 0.038 E 999 240 HORZ(LL): 0.005 D - - HORZ(TL): 0.009 D Creep Factor: 2.0 Max TC CSI: 0.244 Max BC CSI: 0.667 Max Web CSI: 0.439 VIEW Ver: 20.02.00A.1020.20 a e a S TT r° COA 10/29/2021 ♦ 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 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! `*IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg 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 JoinliDetalls, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin+gComponents Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the AN iWCOMPANY 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 enpineering responsibilityt� 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 inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 674341 SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T18 / FROM: RAA Qly: 22 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 301.21.1437.27474 Truss Label: EJ7 / WHK 10/28/2021 C 21' 10" 3 12 5 c� m in M r` M B 6-3 A 18'8"12 D 7' 7' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.016 D Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.021 D Building Code: NCBCLL: 10.00 Mean Height: 20.50 ft Creep Factor: 2.0 Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.794 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.537 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Loc, from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #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"0.0", min. toe -nails at bottom chord. COA #� u 10/29/2021 ♦ Maximum Reactions (Ibs) 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# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicab-le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the AN RW COMPANY truss in conformance with ANSI/TPI 1, or,for handling, shipping,, installation and bracin of trusses. A seal on this draw(nfq or cover paWe 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit�yr solely -for the design shown. The suitabili y and use of This Suite 305 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: 67443 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T22 ! FROM: RAA Qly: 3 ,7A5l320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DnvNo: 301.21.1437.27741 Truss Label: EJ72 / WHK 10/28/2021 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 V1'10"3 12 5 m in co i� 0 P B 18'8"12 A lJ =dYd/RBI 7' 2' 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.29 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 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. 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): -0.012 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 VIEW Ver: 20.02.00A.1020.20 A�ffiaaaoROYgO ppa �,/ 7. ° s 4 a9 e% ll W ra+ &, g.� i df COA ifl Y^tNAV.. t;4nnR4A 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 395 /- /- /297 /219 /231 D 127 /- /- /67 /- /- C 169 /- /- /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# "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 pnor 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 applicabgle. App y 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 Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 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 Buildingges!gner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ALPINE AN COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN:67444! JACK Ply: 1 Job Number: N362326 Cust:R8975 JRef:1Xa189750091 T4 ! FROM: HMT Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EH8 / 2601 / HAYDEN EXPRESS Dnallo: 301.21.1437.27209 Truss Label: CJ5A / WHK 10/28/2021 19 C 1113X8(E3) D 4X4(E3) 5" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.41 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Lt Slider: 2x4 SP #3; block length = 2.000' Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 3' 10"4 4'3"4 :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 21'0"2 T CV 18'8"12 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.033 B HORZ(TL): 0.038 B Creep Factor: 2.0 Max TC CSI: 0.598 Max BC CSI: 0.195 Max Web CSI: 0.176 VIEW Ver: 20.02.00A.1020.20 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 161 !- /- /95 /60 /114 D 80 /- /- /44 /- /- C 113 /- /- /65 /138 /- 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# "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, handlinq shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) f-o� 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 bracinq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the nNrtwmnrnur truss in conformance with ANSI/) PI 1, or for handling, shipping,. Installation and bracingof trusses: A seal on this drawlnq or cover pa 4e 6750 Forum Drive listing this drawing indicates acceptance of professional enc�Ineenng responsibilityy solelyor the design shown. The suitability and use of4 Is Suite 305 drawmg.for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites:I Alpine: al ineitw.com; TPI: t inst.or • SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SECiN: 674451 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T26 / FROM: RAA City: 8 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.27163 Truss Label: CJ5 KID / WHK 10/28/2021 f 12 20'1114 5 v T 00 N CV B A 18'8"12 D 4X4(B1) 1, 4'11"4 411 "4 Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt NA Des Ld: 37.00 Mean Height: 20.07 It NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft, Rep Fac: Yes Loc. from endwall: not in 4.50 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; 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 Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.006 D HORZ(TL): 0.007 D Creep Factor: 2.0 Max TC CSI: 0.624 Max BC CSI: 0.258 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 ��pg9AYOt®�. Fes' e 4• °oQ 41 s E�ppp�y ° r � s a � s ~ ® r 1 00aima�fan'� COAtsdL 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /180 /128 /152 C 121 /- A /67 /143 /- D 91 /- /- /49/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached 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 Join i Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. $hall not, be responsible for any deviation from this drawing, any, failure to build the ANRWCOMPANv truss in conformance with ANSI/1 PI 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use Nis Suite 3o5 drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com;_ TPI: t inst.or • SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67446 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 Tao / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 301.21.1437.27929 Truss Label: CJ52 / WHK 10/28/2021 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 c,7 00 CN CV B 18'8"12 A D 4X4(B1) I 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 i MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18; Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4' 11 "4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D HORZ(TL): 0.005 D Creep Factor: 2.0 Max TC CSI: 0.572 Max BC CSI: 0.248 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 325 /- !- 1259 /186 /173 C 109 /- /- /53 /131 /- D 90 /- A /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# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attachetl ri id ceiling Locations shown for,permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be res .onsible for any deviation from this drawing, any, failure to build the pNRWcopPANY truss in conformance with ANSI 1, odor handling, shipping,, Installation and bracinclof trusses; A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engq�ineering responsibility solely cor the design shown. The suitability and use of This Suite 305 drawing,for any s9ructure 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: 674471 JACK Ply: 1 Job Number: N362326 Cust: Ra975 JRef:1Xa189750091 T27 / FROM: RAA Qty: 8 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.27318 Truss Label: CJ3 / WHK 10/28/2021 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 " 63 12 C 1, 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: 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): bO Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.291 Max BC CSI: 0.080 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 a s 1 0 v • 0 e X ,%fftP*nJ0J8 Q�$t 10/29/2021 20'1 "14 20 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 A A /28 A A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing. and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an � SBCA) fo'r satPety practices Prior to performing these functions. Installers shall provide temporary bracing er BCSI. Unless noted otherwise, top chord shall have proper v attached structural sheathing and bottom chord shall have a properly attachecPrimid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANmvcoNaANv truss in conformance with ANSI Q PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pagpe 6750 Forum Drive listing this drawin indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this Suite 305 drawmg,for any structure is the responsibility of the Building�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: 67448 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T13 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.27835 Truss Label: CJ3A / WHK 10/2812021 T 6"3 4X4(B1) Loading Criteria (pso 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: 19.86 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 12 5 B 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 20' 1 "14 v 18'8"12 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.002 C HORZ(TL): 0.002 C Creep Factor: 2.0 Max TC CSI: 0.343 Max BC CSI: 0.112 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 115 /- /- /69 /44 /76 B 74 /- /- /42 /88 A C 54 /- A /30 A /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 B Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# 10/29/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building quire Information, by TPI an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise„ top chord shall have proper )Y attached structural sheathing and bottom chord shall have a properly 4id ceiiing Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, fie. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. deviation from this drawing, anyfailure to build the of trusses, A seal on this drawing or cover pa e or the design shown. The suitability and use of This ALPINE a division of drawing,tor any structure is the For more information see these SBCA: AN —COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67449 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T31 ! FROM: RAA Qly: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.27866 Truss Label: CJ32 / WHK 10/28/2021 L 12 20'1"14 5 B °O 00 T N � 18' 8" 12 A p 4X4(B1) 1 21 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: 19.44 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. 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): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(TL): 0.003 D Creep Factor: 2.0 Max TC CSI: 0.781 Max BC CSI: 0.129 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 `N FE �b V . 08 t W - i xL- y+p ova p py��&15®11@P9 b' lq�sCOA ON 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 268 /- /- /233 /165 /118 C 44 /- /- /27 /61 /- D 51 /- /- /27/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicabQe. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be res .onsible for any deviation from this drawing, any, failure to build the pN 1WCOMPANY truss in conformance with ANSI 1, or for handling, shipping,. installaFiion and bracinclof trusses; A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engcLineering responsibilitty� solely 4or the design shown. The suitability and use of this Suite 305 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: 67450 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lXal89750091 T28 / FROM: RAA City: 10 ,7A5l320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.27787 Truss Label: CA / WHK 10/28/2021 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 _L 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 B D 4X4(B1) 11 "4 --{ 1' —+ 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 ilding Code: C 7th Ed. 2020 Res. I Std: 2014 p Fac: Yes /RT:20(0)/10(0) tte Type(s): 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: 0.168 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 k 1 9�A09vm ��66,p iTt .lgf a ace/°+ pq—+ �+°t'a• %'` s% V • V' 'a^: ss w a a ® o.708 i ' a ® S AT Q COA 10/29/2021 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# `*WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections $3, B7 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to 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 pNmvcoMVANv truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa 6750 Forum Drive listing this drawing indicates acceptance of professional enclineering responsibility solely -for the design shown. The suitabilit9y and use Nis Suite 305 drawing, for any sQructure 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; ]CC: iccsafe.or • AWC: awc.org Orlando FL, 32821 SEQN: 67467 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T1 / FROM: RAA Qly: 1 ,7A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.27881 Truss Label: HJ6E / WHK 10/2812021 12 C 2.83 10'97 T_ N lC) � N � B N A 8-8" D 2X4(A1) 8'2"5 8'2"5 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 0.00 It NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: No Loc. from endwall: NA FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 5-9-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (3) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.594 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 . rP 0 a� a a 0_ 708 1 4 ° a $ s A"T d i �.�a,_ ¢gg �J i +4 lea + '.w�4 s ®40.Oamu!eID®eP6 COA '8 ONAIL 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 250 /- /- /- /127 /- D 115 /- /- /32 /- /- C 273 /- /- /- /211 /- Wind reactions based on MWFRS B Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# —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) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin mstalled per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the Jornf9Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANR CCWAW truss in conformance with ANSI 1, or for handling, shipping,, installation. and bracinnc�� of trusses; A seal on this drawing or cover pa4e 6750 Forum Drive listing this drawing indicates acceptance of professional encteenng responsibilityty solely for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSIf 11 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67468 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T43 / FROM: MRS Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 301.21.1437.28054 Truss Label: HJ3 / WHK 10/28/2021 12 2.83 o C 9r$rr4 N B cY) A prQrr E D (J V 2M(A1) 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: ll D Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwail: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP #2 N; Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 pif at -1.41 to 54 plf,at 0.00 TC: From 2 plf at 0.00 to 2 plf at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: -2 lb Conc. Load at 1.37 BC: 19 lb Conc. Load at 1.37 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4'2"3 4'2"3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.144 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E 142 /- /- /- /86 /- D 69 /- /- /- /6 !- C 36 /- /- /- /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# tl...... COA 10/29/2021 **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 ropey attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the pNRWCOMVANV truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engpeering responsibilityy solely -for the design shown. The suitabilif 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: 67452 / SPEC Ply. 1 Job Number: N362326 Cust: R 8975 JRef:1Xa189750091 T19 I FROM: RAA Qty: 5 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DnvNo: 301.21.1437.27521 Truss Label: HJ7 / WHK 10/28/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Soacina: 24.0 " 5'7"8 5'7"8 9110,11 4'2"9 0 21' 10"2 12 3.54 ; 4X4 C in 90 ih co B A 18'8"12 f� F F �-- 1'5" Wind Criteria end Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 0.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: NAB 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 Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide hanger or special connection at bottom chord. 65"12 3'6"3 10"2 65"12 8'11"15 9'10" 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): 0.044 G 999 360 Loc R+ ! R- / Rh / Rw / U / RL B 324 /- /- /- /205 A Lu: NA Cs: NA VERT(CL): 0.082 G 999 240 Snow Duration: NA HORZ(LL): 0.008 C - - E 363 /- /- /- 1142 /- HORZ(TL): 0.014 C Creep Factor: 2.0 D 211 /- A /- 1206 A Wind reactions based on MWFRS Building Code: 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 = - D Brg Width = 1.5 Min Req = - Rep Fac: No Max Web CSI: 0.268 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# VIEW Ver: 20.02.00A.1020.20 WAVE Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-C 439 -713 10/29/2021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 664 - 404 G - F 654 - 406 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 458 -737 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise; top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to 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 ANO COMPAW truss in conformance with ANSI Q PI 1, or for handling, shipping,, Installation. and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enQQmeering responsibilittyv 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 ANSIITP1 1 Sec.2. 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 0 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 Or, 120 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace Ill (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B p #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, 8' 14' 0' 14' 0' - SI 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' 8' 7' 11' 9' V 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Q H�"' r Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' n% #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 1 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' oj D.F L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Stnndnrd 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 1 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, 13' 9' 14' 0' 14' 0' 14' 0' U I_l r Stud 4' 2' 7' V 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' I� f Standard 4' 2' 6' 1' G' 5' 8' 1' 8' 8' 10, 5' 10, 10, 12, 8' 13' 7' 14' 0' 14' 0' Oil O #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' ztt #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, ill 13' 4' 14' 0' 14' 0' 14' U' QJ r D r L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10' 10' 11' 10' 12' 7' 14' 0' 14' 0' 0 #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 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' LD U u 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O �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' 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' k #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' 0' .--I Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' �ymm About, able Truss Diagonal brace optloni T vertical length may be doubled when dlagonal 18' )E brace Is used. Connect ` L diagonal brace for 600# I ; 'L' at each end. Max web I Brace total length Is 14'. )IE31E 11 2x6 DF-L #2 or I better diagonal r t Vertical length shown brace) single 18, In table above. 45• or double cut L 1 (as shown) at11 upper end, Connect diagonal at a o, midpoint of vertical web, Refer to chart Abov -VARNINGIww READ AND FOLLOV ALL NOTES OH THIS DRAVU40 WNPURTANTww FURNISH THIS BRAVING TO ALL CONTRACTURS INCLUDING THE INSTALLERSG Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe•• r follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s i practices prior to performing these functions. Installers shall provide temporary bracing pe BCSI. U19 nless noted otherwise, top chord shall have properly attached structural sheathing and bo ci, shall have a properly attached rigid telling. Locations shown for permanent lateral restraint f shall have bracing Installed per BCSI sections B3, B7 or BIG, as applicable. Apply plates to ea ,g PINoftruss and position as shown above and on the Joint Details, unless noted otherwise. r„ Refer to drawings 160A-Z for standard plate positions, ' Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviatio this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin : AN ITW COMPANY Installation & bracing of trusses. A seal on this drawing or cover page llstIng this drawing, Indicates acceptance of professional 11514%Earth\City\Expressway engineering respons@rAlty solely for the design shown The suitoblUty and use of this drawing 11 Suite\242 for any structure Is the responsMty of the Building Designer per, ANSI/TPI I Sect. \ 1 Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites. ALPINE, www.atpineitw.com) TPIi www.t Inst,org) SBCA, www.sbclndustry.org) ICC, www.Iccsafe.org Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hero -Fir #1 / # IStandard 1 1 #2 1 Stud #3 Stud 1 1 #3 Stnndnrd Dou ins Fir -Lurch Southern Pinewww #3 Qs!&U,�] Stud Stnndnrd Group BI Hen -Fir #1 & Btr - #1 ➢ou ins Flr-Larch Southern Plnexxx #1 #1 q2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). ■wFor 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 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) nalls. )IE For 0) 'L' brace, space nails at 2' o,c, In 18' end zones and 4' o.c, between zones. )K)KFor (2) 'L' braces, space malls at 3' o.c, In 18' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 80% of web member length, 11 Gable Vertical Plate Sizes 11 Vertical Len th No S flee Less than 4' 0' 2X3 Greater than 4' 0', but Less than 11' 6' 3X4 Greater than 11' 6' 4X4 + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 MAX, TOT, LD, 60 PSF MAX, SPACING 24,0' Gable Stud Reinf orcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 ❑r: 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 mph Wind Speed, 15' Mean Heloht, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) 1x4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace wo Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12, 6' 14' 0' 14' 0' U Stud3'8'5' 9' 6' 1' 7' 8' 7' 11' 9' 1'9' 6' 12' 0' 12' 6' 14' 0' 14' 0' FHF Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' 01 #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' #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' (u DrrL Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' F. 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 6' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' ill 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' 13' 9' 1 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' I l Standard 4' 2' 6' 1' 6' 5' 811, 8' 8' 10' 5' 10, 10' 12, B' 13' 7' 14' 0' 14' 0' QJ O #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' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Stnndnrd 4' 2' S' B' 6' 0' 7' 6' 8' 0' 10' 2' 10' 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P r[- #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U u C Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O �l r 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' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' SP #2 4' 10' 8' 3' 8' 7' 9'9'10' 2' 11' 7' 12' 1' 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' t14'd DPL Stud 4'9'7' 4' 7' 10' 9'8'10, 1' 11' 7' 12' 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' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end, Max web total length Is 14'. Vertical length shown In table above. Connect diaconal at AN ITW COMPANY 11514\ Earth\ City\ Expressway \ 1 Suite\ 242 1 \ Earth\ City,\ MO\ 63045 / 2x6 DF-L #2 or better diagonal brace: single or double cut 45' (as shown) at upper end. Z,ymm About 1-4- 18' L 'L' Brace End Zones, typ, T_ 81 NN `N Refer to chart Sk —VARNRXiww READ AND FOLLDV ALL NDTES [IN THIS BRAVING —IWURTANTww FURNISH THIS BRAVING TD ALL CQITRACTIRS INCLUDING THE INSTALLERSa Trusses require extreme core In fabricating, handling, shipping, installing and bracing, Refe blow the latest edition of BCSI (Bullding Component Safety Information, by TPI and SBCA) fa s actices prior to performing these functions. Installers shall provide temporary bracing pe: B Mess noted otherwise, top chord shall have properly attached structural sheathing and bo ,all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint t ,all have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to ea� truss and posltlan as shown above and an the Joint Details, unless noted otherwise. , fer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any devlatl Is drawing, any fallure to bulld the truss In conformance with ANSI/TPI 1, or for handling, ship) ;tallation 4 bracing of trusses. A seal on this drawing or cover page Usti g this drawing, Indicates acceptance of professlonal ri any structureeerIng Is tthesresponsibAlfor it�y of design Building Designer peryANSI TPI I Sect �w� For more Information see this Job's general notes page and these web sites, ALPINE, www.aloinMtw.com, TPL www.tolnst.oroi SBCA, www.sbclndustrv.oror ICC, www.lccsnfe.oro Bracing Group Species and Grades: Group AI S ruce-Pine-Fir Hen -Fir #1 / #2 Standar 1 #2 1 Stud #3 1 Stud 1 #3 IStandard Dou Las Flr-Larch Southern Plnewww #3 #3 Stud Stud Stnndnrd Standard Group BI Hem -Fir #1 & Btr #1 Do", u Ins Fir -Lurch Southern Plnewww #I #I #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor 1x4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these gLoLdes. 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) nulls. )K For 0) 'L' brace, space nulls at 2' o.c. In 18' end zones and 4' o.c. between zones. )K)(For (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 807 of web member length. Goble Vertical Plate Sizes Vertical Length No Splice Less than 4' 0' 2X3 Greater than 4?', but less than 11' 6' 3X4 H tildP� 5T // ._ Greater than 11' 6' 4X4 A S ,, + Refer to common truss design for ' > peak, splice, and heel plates. ®a'u Refer to the Building Designer for conditions abl ve ti` lei th. not addressed by this detail, REF ASCE7-16-GAB16015 b DATE 01/26/2018 0 «! DRWG A16015ENC160118 «•"° MAX, TOT, LD, 60 PSF biz9/2021 MAX, SPACING 24,0" / A Gable Stud Reinforcement Detail ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 ❑r+ 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 ❑r, 120 moh Wind SDeed, 30' Mean Helaht, Partially Enclosed, EXDosure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace x (2) 2x6 'LBrace 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' SIp fr #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' I1' ill 13' 7' 14' 0' U I I Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' O rl Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13, 1' 14' 0' (11 #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' 8' ill 9' 3' 11' 9' 12' 2' 13' 11' 14' 0' J 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' 11101 1' 10, 10, 13, 8' 14' 0' c�u D F L Stud 3' 7' 4' 10' S' 2' 6' S' 6' 11' 8' 9' 9' 1' 10' 1' 10' 10' 13' 8' 14' 0' Standard 3' 3' 4' 3' 4' 7' 1 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12' 2' 13' 0' U_ p #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 I F #3 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' Lf u r Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' I� r Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' Ill 10' 4' 11' 10' 12' 8' 14' V 14' 0' O #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10' 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' / S #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13, 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' QJ r D f L Stud 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10' 2' 11' 0' 11' 9' 14' 0' 14' 0' #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10' 1' 1 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' �f <`f u r 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� r Standard 4' 5' 6' 6' 6' 11' 8' 8' 9' 3' 10' 11' 11' S' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 1 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' B' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' D r L Stud 4' 6' 6' 10, 7' 3' 9' 1' 9' 7' 11, 0' ill 6' 14' 0' 14' 0' 14' 0' 14' 0' �--I Standard 4' 5' 6' 1' 6' 5' 8' 1' 8' 7' 10' 11' 11' 5' 12' 8' 13' 7' 14' 0' 14' 0' Bracing Group Species and Grades, Group A, S ruce-Pine-Fir Hem -Fir #1 / #2 Standard q2 Stud #3 Stud 13 Standard Dou Las Flr-Larch Southern Pinexxx #3 #3 Stud Stud Standard Standard Group Bi Hem -Fir #1 & Btr #1 Dou Las Flr-Larch Southern Pinexxx #1 #1 #2 #2 1.4 Braces shall be SRB (Stress -Rated Board), rxFor 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. About � Attach 'L' braces with 10d (0.128'x3.0' min) nails, able Truss )K For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones, )K)KFor (2) 'L' braces, space nails at 3' o.c. Diagonal brace option, vertical length may be T In 18' end zones and 6' o.c. between zones. doubled when diagonal brace Is used. Connect 18, L )K I 'L' bracing must be a minimum of 80% of web member length. diagonal brace for 690# at each end. Max web ' 'L' Brace -}I- Gable Vertical Plate Sizes total length Is 14'. 31E31E Vertical Len th No S lice 2x6 DF-L #2 or Less than 2X4 Vertical length shown In table above, 45' better, diagonal brace, single or double cut (as shown) at T I 18, L 9 Sitt69 8 t81$Pf t 1 Greater than 4' 0', but 4X4 less than 12' 0' + Refer to common truss design for upper end,11 ni INasa a o peak, splice, and heel plates. t a®w r. ®+ s',, Refer to the Building Designer for conditions diagonal at Connect din 9 midpoint of vertical web, Refer to chart fiboveafor ax abl o ve ti le~ th, not addressed by this detall. `A PI AN ITW COMPANY 11 suit Ea,th1 Cily1 Expressway 11 Suile\ 242 —D0'ORTANT,u FIURMIISH TWSS DRAWING O�ALL CGNTRACTURS INCLUDMGWING M INSTALLERSe a Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref -t n follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo _ s t_ practices prior to performing these functions. Installers shall provide temporary bracing P.B.I. a unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho shall have a properly attached rigid ceiling. Locations shown for permanent lateral restralntIf s shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to ea of truss and position as shown above and on the Joint Details, unless noted otherwise. �',. Refer to drawings I60A-Z for standard plate positions,ss�`v�° Alpine, a division of ITV Bullding Components Group Inc. shall not be responsible for any deviatio r this drawing, any failure to build the truss In conformance with ANSUTPI 1, or for handUng, shIppin Installation & bracing of trusses. A seal on this drawng or cover, page Listing this drawing, Indcates acceptance of professional use of this drawing ng sstruc:tresponsibility sressponsbilifor ty of the Building Deslgre per A design shown. The sultdbKtty SIB 1 SecP_ far Y •. a a �.++ pT 4°'� e a'9 f"t v 1 a° �° °8e> •w° -{� °n(eon ' a` 1,. d 9/2021 4W 1 MAX, TOT, LD, 60 PSF REF ASCE7-10-GAB16030 DATE 10/O1/14 DRWG A16030ENC101014 MAX, SPACING 24,0' \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, ALPINE, www,a(pineltw.coml TPI, www.tpinst.org) SBCA, ww..sbjndust,,y.orgl ICd www,lccsafe.org Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 30' Mean Height, Enc(osed, Exposure C, Kzt = 1,00 ❑r; 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ori 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or; 120 moh Wind SDeed. 30' Mean Heloht. Partially Enclosed. Fxnosure D. 1<7t = Ulf) S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (ll lx4 'L' Brace w (1) 2x4 'L' Brace 1x (2) 2x4 'L' Brace 3Kx (1) 2x6 'L' Brace x (2) 2x6 'L' Brace ?K31 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B o #1 / #2 3' 8' 6' 3' 6' 6' 7' S' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' U S f F #3 3' 6' 5' 5' 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' 1 7' 2' 7' 7' 1 8' 8' 9' 1' 11' 2' 11' ill 13' 7' 14' 0' p Standard 1 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 1 9' 8' 10' 4' 13' 1' 14' 0' QJ #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' 11' 9' 12, 2' 13' 11' 14' 0' J 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' (u D F L Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' e' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' d Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12, 2' 13' 0' U #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' e' 9' 10, 1' 10, 6' 13' 3' 14' 0' 14' 0' _ S P F #3 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 9' 11' 10' 4' --13'-9'- 1 13' 1' 13' 7' 14' 0' 14' 0' U u F Stud 4' 0' 6' 7' 7' 0' 8' 4' B' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' Q1 O I� Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' 11' 10' 4' 11' 10, 12' 8' 14' 0' 14' 0' #1 4' 5' 7' 3' 7' 6' 8' 7' 8' ill 10, 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10, 6' 13' 3' 13' 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' e' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' QJ I D F L Stud 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10, 2' ill 0' ill 9' 14' 0' 14' 0' #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' e' 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' ILD U u F Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, ill 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' 0 Hl 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' 1 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 1 11' 1' 1 11' 6' 14' V 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' rl I 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' Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hem -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Standard Dou las Fir -Larch Southern Plne■■■ #3 #3 Stud Stud 'A Standard Group B; Hem -Fir #1 & Btr #1 Do" u Ins Flr-Lurch Southern Pine■■■ #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board), ■■For Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rndes. 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. aymm About) Attach 'L' braces with 10d (0.128'x3.0' min) nails, able Truss )K For (1) 'L' braces space nails at 2' o.c. In 18' end zones and 4' o.c, between zones. Diagonal brace option, vertical length may be )()(For (2) 'L' braces, space nails at 3' o.c. In 18' end zones and 6' o,c, between zones. doubled when diagonal 18' 'L' bracing must be a minimum of 807 of web brace is used. Connect I L member length. diagonal brace for 690# at each end. Max web 'L' Brace End Gable Vertical Plate Sizes total length Is 14'. Zones, typ, Vertical Len th No S lice 2x6 DF-L #2 or Less than 4' 0' 2X4 Vertical length shown In table above. 45' better diagonal brace) single or double cut (as shown) at upper end, 8 L �gg11 i 4tiIN 0 Fill n®o ' Greater than 4' 0', but 4X4 Less less than 12' 0' + Refer to common truss design for peak, splice, and heel plates, Connect diagonal at midpoint of vertical web. Refer to t vs ')'; e° o chart --bove#for ax abl ve ti lef th. Refer to the Building Designer for conditions not addressed by this detail. ■.nsP�zrANr■.� nas DRAVREAD ANDBw Tin °uVL�caNr TGNaTES as unB+cTMS WDIGI Ir� INsrALLERsa t Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe— n� follor the latest edition of BCSI (BulNng Component Safety Information, by TPI and SBCA) fo - s t)w practices prior to performing these functions. Installers shall provide temporaryy bracing P.BCSI. w Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n cho*i shall have n properly attached rigid ceiling. Locations shown for permanent lateral restraint f s ■ e r p� {", e P'i v REF ASCE7-16-GAB16030 DATE O1/26/2018 DRWG A16030ENC160118 �' AN ITW COMPANY 11514\Earth\City\Expressway \ \ Suite\ 242 shall have bracing Installed per BCSI sections 113, 117 or B10, as applicable. Apply plates to ea 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 deviatio r this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin Installation & bracing of trusses, A seal on this drarIng or cover page llstI g this drawing, Indicates acceptance of professbnnl engineering responsibility solely for the design showThe suitability aM use of this drow4g for any structure Is the responsibility of the Building Deslgner per ANSI/TPI 1 SecS 1 •` o•� w+� +o�war■•s... r•r _Q/� ) v / tit g ��e g T$i � /29/2021 MAX, TOT, L.D, 60 PSF MAX, SPACING 24,0� \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites ALPINE, wwr,alpineitw,coml TPD www.tpinst.org) SBCAi www.sbclndustry.orgl ICO wwr.lccsnfe.arg f 'T Relnfo Memk Go Tr Gable Detail For Let -in Verticals Gable Truss Plate Sizes ppropriate Alpine gable detalt for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of lapped plates to span the web. „ 2*2X4 2X8 t'rovide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nails, IOd Common (0,148'x 3,',min) Nails at 4' o,c. plus (4) nalls 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 detalt for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detall Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 Ma`t�W1VLWM }j, S11530ENC100118, S12030ENC100118, S14030ENC1 30 1001 t" S18030ENC100118, S20030ENC100118, S20030E 01 a ��QP i1:01> See appropriate Alpine gable detail for maxll G*gkq r dq� 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member -Member Toe -nail - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, eb Length Increase w/ 'T' Brace Examples 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' 'T' Relnf, Mbr. Size 'T' Increase 2x4 30 w■VARNDIFdv READ AND FQ1DV ALL NOTES a THIS DRAVRIG a U. f i0 REF LET -IN VERT "INFI 2TANTrs FURNISH THIS BRAVING TO ALL CONTRACTORS DMUDDIG THE INSTALLERSy a at{ Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref &��n j a DATE 01/02/2018 follow the latest edition of BCSI (Bulking Component Safety Information, by TPI and SBCA) fos tys practices prior to performing these functions. Installers shall provide temporary bracing pe BCSL a ."". Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho p^� a DRWG GBLLETIN0118 shall have a properly attached rigid, ceiling. Locations shown for permanent lateral restraint f s Pi 1 shall have bracing Installed per SCSI sections B3, B7 or RIO, as applicable. Apply plates to eac of truss and position as shorn above and an the Joint Detnlls, unless noted otherwise. .'�. o �. cif �' Refer to drawings 16CA-Z for standard plate positions. % Alpine, a division of ITV Building Components Group Inc, shall not be responsible for any devlatlo r this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin a`a wec ana AN ITW COMPANY Installation & bracing of trusses. m MAX, TOT, LD. 60 PSF A seal this drawing or cover page listing thts drawing, Indicates acceptance of pro 11514\Earth\ City\ Expressway engineering responsibility sotety for the design shown. The suitability and use of this drawirg �`� q- � (U/29/2021 DUR, FAC, ANY 11 suite\ 242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. §iy+ \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites. MAX. SPACING 24,1)' ALPINE. wrw.alpineltw.caml TPI- wrw.tpinst,orgl SBCAi wwr.sbcindustry.org) ICO wwwAccsafe.org 11 VALLEY FRAMING & BRACING DETAIL I R BC M. O I nmhmr ci-7n anti r;r:%da Minimum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this Is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: -Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE 'fipples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gered between rows. Ty mection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 4 16d toe -nails Cripple to rafter 4 16d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails "'�'- " 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE:16d(0.162"x3.5")COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Iong nailed w/ 2 -10d (0.148'W") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d 40.128"x3.0") nails at 6" o.c. 'T" or scab must be 90% of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T". or scab. Use stress graded lumber & box or common nails. .Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed into ridge board -install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing In accordance to current NDS requireme Nails are common wire nails unless noted otherwise` H, y� o��.•.•V�GENS�••. (A) (B) (") s•VARWiliha RM AM F LL13V ALL raps ON TIUS WAvw6l ' : C LL 20 30 40 54 REF VALLEY FRAMING ss96-EWANTM flittllSN THIS DRAVB G M ALL CQIIRACTUn DIMIMM TIf DW&LEIM Trusses require extrene care In fabrsating, harrAbg, shipping, inst.King and brac40 Refer d C DL 10 20 7 7 DATE 10/O1/14 folios the latest edition of SCSI (&4dYg Component Safety 4hfornatlon, by TPI and SBCIJ for ety p=es prior to perforning these functlons. Installers shall provide tenporary bradng per B I. • unless noted otherslse, top chord shatt have properly attached structural sheathing and batta�� e STATE �@; BC DL 0 0 0 0 DRWG VACNV1801015 shall have a properly attached rigid cellrng. Locoaons shown for perranent lateral mstraht of � a • shill have and post Installed per BCSI send m the 87 or DB10,et as ap sable. Apply plates to each o • Re truss and salon as shown above pt on tM ion. Detnts, ess rated otherwise. "o a `` FL�I� V Refer to drn 4�igc 16gA-Z for standard plate posWons. � mya ,A •o.•� ®RtO�••r \•1�� BC LL 0 0 0 0 AN Il'1NODrtAPANY drawing, ,`a'� division of rry RAcKno conponents fxa p Inc. s„au not be responsmte For an, d..,atlor f f��`� •aa„...a• +�e TOT. LD.30 50 47 61 Installation i bracing of trusses. to bLAId the truss In conformance star ANSI/TPI 1, or for rarWltrg, shipping,�iVIAL��`r� er�A seeartF�., t=HHs\ardr�-ae-alftntgy or a°age Ustip'gn V& drawing. Indicatesacceptance �`� �'FOh+F �Tn`"tT�t� DIIR. FAC. 1.25/1.15 1J369 Lakefmnl Drive for- ury. rbv�rtre� Is dx resparrcWlty of aw BW�p Ilvsiprrr Per AnSI/TPI 1 Sace- E.dhCity.MO63045 For more Inf w.conj°" see this Jobs generol n°< page and these web sites S f 2 p'( SPACING SEE ABOVE AL.PREh sssalpYxlts.conl TPb sss.tpixstorpl SBCJ1, sew. ndustryvgr ICO rss.sc[aFenrp